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Permit D06-384 - Southcenter Square - Building E
WIG PROPERTIES E BUILDING 17200 SOUTHCENTER PY D06 -384 This Certificate is issued to verify that at the time of issuance, the structure described below has passed a final inspection and was in compliance with the various ordinances of the City regulating the building construction or use for an unoccupied building shell. Occupant/Tenant: Building Address: Parcel No.: Property Owner: doe: Certcompl Signat e of Building City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.cr.tukwrla.wa.us CERTIFICATE OF COMPLETION SOUTHCENTER SQUARE - BLDG E 17200 SOUTHCENTER PY TUKW 2623049080 WIG PROPERTIES LLC -SS 4811 134 PL SE , BELLEVUE WA 98006 Permit No.: D06 -384 Occupant Load: Type of Construction: VB THIS IS NOT A CERTIFICATE OF OCCUPANCY. Prior to occupying any portion of the above described building any or all tenants must first obtain a Certificate of Occupancy from the Tukwila Building Official or his designated representative. The priority focus in the review and inspection made by the City prior to issuance of this Certificate was on those matters which experience has shown most severely affects the safety of the general public. Although the ON has made as complete a review and inspection as is reasonably possible, the City neither guarantees nor warrants the owner or any other person that this Certificate evidences strict compliance with each and every ordinance or regulation of the City or the State affecting the construction or use of said structure or the land upon which it is situated. Such compliance is the responsibility of the owner and /or occupants of the structure. • fficial al `3, 2ce8 Date THIS CERTIFICATE MUST BE CONSPICUOUSLY POSTED ON THE PREMISES D06 -384 Printed: 10-13 -2008 Parcel No.: 2623049080 Address: 17200 SOUTHCENTER PY TUKW Suite No: Tenant: Name: SOUTHCENTER SQUARE - BLDG 'E' Address: 17200 SOUTHCENTER PY , TUKWILA WA Owner: Name: WIG PROPERTIES LLC -SS Address: 4811 134 PL SE , BELLEVUE WA 98006 Phone: Contact Person: Name: MON WIG Address: 4811 135 PL SE , BELLEVUE WA 98006 Phone: 425 747 -8540 Contractor: Name: WIG PROPERTIES LLC -SS Address: 4811 134TH PL SE , BELLEVUE WA 98006 Phone: (425)641 -2044 Contractor License No: WIGPRPL946N3 doc: IBC -10/06 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us DEVELOPMENT PERMIT DESCRIPTION OF WORK: CONSTRUCTION OF NEW TILT -UP CONCRETE ONE -STORY RETAIL BUILDING W1TIH PARKING LOT, SITE AMENITIES, AND PLANNED LANDSCAPING. ROOF DOWNSPOUT CONNECTIONS SHOWN ON CIVIL OR PLUMBING PERMIT. METER, SEWER CONNECTIONS AND BACKFLOW PREVENTION ON PWO6-099. Value of Construction: 3,494,686.32 Fees Collected: 126,545.56 Type of Fire Protection SPRINKLER International Building Code Editiom 2003 Type of Construction: VB Occupancy per IBC: 19 * *continued on next page** Permit Number: D06 -384 Issue Date: 12/04/2006 Permit Expires On: 06/02/2007 Expiration Date: Steven M. Mullet, Mayor Steve Lancaster, Director 006-384 Printed: 12 -04 -2006 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N Fire Loop Hydrant: N Number: 0 Size (Inches): 0 Flood Control Zone: Hauling: N Start Time: End Time: Land Altering: Volumes: Cut 0 c.y. Fill 0 c.y. Landscape Irrigation: Moving Oversize Load: Start Time: End Time: Sanitary Side Sewer: Sewer Main Extension: Private: Public: Storm Drainage: Street Use: Profit: N Non - Profit: N Water Main Extension: Private: Public: Water Meter: Permit Center Authorized Signature I hereby certify that I have read and governing this work will be complie Signature: doe: IBC -10/06 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: httn: / /www.ci.tukwila.wa.us N / JL rI�G .t, Permit Number: D06 -384 Issue Date: 12/04/2006 Permit Expires On: 06/02/2007 Date: t2j 641 permit and know the same to be true and correct. All provisions of law and ordinances th, titer specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the perforrgah of work. I am authorized to sign and obtain this development permit. Date: /2-9 -0 b Steven M. Mullet, Mayor Steve Lancaster, Director Print Name: / t R W ( Q This permit shall become null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. 006 -384 Printed: 12 -04 -2006 Parcel No.: 2623049080 Address: Suite No: Tenant: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us 17200 SOUTHCENTER PT TURIN SOUTRCENTER SQUARE - BLDG 'E' 1: ** *BUILDING DEPARTMENT CONDm0NS * ** PERMIT CONDITIONS Permit Number: Status: Applied Date: Issue Date: D06 -384 ISSUED 10/11/2006 12/04/2006 2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. 3: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/4313670). 4: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to start of any construction. These documents shall be maintained and made available until final inspection approval is granted. 5: The special inspections and verifications for concrete construction shall be required. 6: The special inspections for steel elements of buildings and structures shall be required. All welding shall be done by a Washington Association of Building Official Certified welder. 7: Installation of high- strength bolts shall be periodically inspected in accordance with AISC specifications. 8: The special inspection of bolts to be installed in concrete prior to and during placement of concrete. 9: When special inspection is required, either the owner or the registered design professional in responsible charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to the first building inspection. The special inspector shall furnish inspection reports to the Building Official in a timely manner. 10: A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall be submitted to the Building Official. The final inspection report shall be prepared by the approved special inspection agency and shall be submitted to the Building Official prior to and as a condition of final inspection approval. 11: New suspended ceiling grid and light fixture installations shall meet the non - building structures seismic design requirements of ASCE 7. 12: Readily accessible access to roof mounted equipment is required. 13: Truss shop drawings shall be provided with the shipment of trusses delivered to the job site. Truss shop drawings shall bear the seal and signature of a Washington State Professional Engineer. Shop drawings shall be maintained on the site and available to the building inspector for inspection purposes. 14: Insulating materials, where exposed as installed in buildings of any type of construction, shall have a flame spread index of not more than 25 and a smoke development index of not more than 450. Where facings are installed in concealed spaces in buildings of Type II, W, or V construction, the flame spread and smoke - developed limitations do not apply to facings, that are installed behind and in substantial contact with the unexposed surface of the ceiling, wall or floor finish. 16: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the doc: Cond -10/06 D06 -384 Printed: 12 -04 -2006 recommendations given in the soils report. Special inspection is required. 16: Prior to final inspection a written statement from the roofing contractor shall be required. The statement shall confirm the fire classification of the roof assembly that was installed. 17: All construction shall be done in conformance with the approved plans and the requirements of the International Building Code or International Residential Code, International Mechanical Code, Washington State Energy Code. 18: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 19: All wood to remain in placed concrete shall be treated wood. 20: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 21: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the Cityof Tukwila Permit Center. 22: All electrical work shall be inspected and approved under a separate permit issued by the Washington State Department of Labor and Industries (206/248 - 6630). 23: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presundng to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. 24: ** *FIRE DEPARTMENT CONDITIONS * ** City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us 25: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 28: The total number of fire extinguishers required for an ordinary hazard occupancy with Class A fire hazards is calculated at one extinguisher for each 1,800 sq. R. of area. The extinguisher(s) should be of the "All Purpose" (2A, 20B:C) dry chemical type. Travel distance to any fire extinguisher must be 75' or less. (IFC 906.3) (NFPA 10, 3-2.1) 27: Portable fire extinguishers, not housed in cabinets, shall be installed on the hangers or brackets supplied. Hangers or brackets shall be securely anchored to the mounting surface in accordance with the manufacturer's installation instructions. Portable fire extinguishers having a gross weight not exceeding 40 pounds (18 kg) shall be installed so that its top is not more than 5 feet (1824 nun) above the floor. Hand -held portable fire extinguishers having a gross weight exceeding 40 pounds (18 kg) shall be installed so that its top is not more than 3.5 feet (1067 nun) above the floor. The clearance between the floor and the bottom of the installed hand -held extinguishers shall not be less than 4 inches (102 mm). (IFC 906.7 and IFC 906.9) 28: Fire extinguishers shall not be obstructed or obscured from view. In rooms or areas in which visual obstruction cannot be completely avoided, means shall be provided to indicate the locations of the extinguishers. (IFC 906.6) 29: Extinguishers shall be located in conspicuous locations where they will be readily accessible and immediately available for use. These locations shall be along normal paths of travel, unless the fire code official determines that the hazard posed indicates the need for placement away from normal paths of travel. (IFC 906.8) 30: Fire extinguishers require monthly and yearly inspections. They must have a tag or label securely attached that indicates the month and year that the inspection was performed and shall identify the company or person performing the service. Every six years stored pressure extinguishers shall be emptied and subjected to the applicable recharge doc: Cond - 10/06 D06.384 Printed: 12 -04 -2006 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us procedures. If the required monthly and yearly inspections of the fire extinguisher(s) are not accomplished or the inspection tag is not completed, a reputable fire extinguisher service company will be required to conduct these required surveys. (NFPA 10, 4-3, 4-4) 31: Egress doors shall be readily operable from the egress side without the use of a key or special knowledge or effort. (IFC 1008.1.8.3 subsection 2.2) 32: Dead bolts are not allowed on auxiliary exit doors unless the dead bolt is automatically retracted when the door handle is engaged from inside the tenant space. (IFC Chapter 10) 33: Door handles, pulls, latches, locks and other operating devices on doors required to be accessible by Chapter 11 of the International Building Code shall not require tight grasping, tight pinching or twisting of the wrist to operate. (IFC 1008.1.8.1) 34: Exit hardware and marking shall meet the requirements of the International Fire Code. (IFC Chapter 10) 35: Exits and exit access doors shall be marked by an approved exit sign readily visible from any direction of egress travel. Access to exits shall be marked by readily visible exit signs in cases where the exit or the path of egress travel is not immediately visible to the occupants. Exit sign placement shall be such that no point in an exit access corridor is more than 100 feet (30,480 mm) or the listed viewing distance for the sign, whichever is less, from the nearest visible exit sign. (IFC 1011.1) 36: Every exit sign and d exit sign shall have plainly legible letters not less than 6 inches (152 mm) high with the principal strokes of the letters not less than 0.75 inch (19.1 mm) wide. The word "EXIT' shall have letters having a width not less than 2 inches (81 mm) wide except the letter "I ", and the minimum spacing between letters shall not be less than 0.376 inch (9.5 mm). Signs larger than the minimum established in section 1011.5.1 of the International Fire Code shall have letter widths, strokes and spacing in proportion to their height. The word tci'r' shall be in high contrast with the background and shall be clearly discernible when the exit sign illumination means is or is not energized. If an arrow is provided as part of the exit sign, the construction shall be such that the arrow direction cannot be readily changed. «PC 1011.5.1) 37: Exit signs shall be illuminated at all times. To ensure continued illumination for a duration of not less than 90 minutes in case of primary power loss, the sign illumination means shall be connected to an emergency power system provided from storage batteries, unit equipment or on -site generator. (IFC 1008.1, 1008.2, 1006.3) 38: Means of egress, including the exit discharge, shall be illuminated at all times the building space served by the means of egress is occupied: The means of egress illumination level shall not be less than 1 foot - candle (11 lux) at the floor level. The power supply for the means of egress illumination shall normally be provided by the premise's electrical supply. In event of a power failure an emergency power system shall provide power for a duration of not less than 90 minutes and shall consist of storage batteries, unit equipment or on -site generator. (IFC 1006.1, 1006.2, 1006.3) 39: An approved automatic fire sprinlder extinguishing system is required for this project. (City Ordinance #2050) 40: U.L. central station supervision is required. (City Ordinance #2050) 41: Maintain a 4 foot clear space around the sprinkler riser(s) for emergency access. (NFPA 25) (City Ordinance #2050) 42: All valves controlling the water supply for automatic sprinkler systems and waterflow switches on all sprinkler systems shall be electrically supervised. (City Ordinance #2050) 43: All exterior components of sprinkler systems should be painted RED. This includes: Post indicator valves (PIV), outside stem and yoke (OSY), wall indicator valves (WIV), and Fire Department connection (FDC). (City Ordinance #2050) 44: Maintain minimum 40 degrees F. temperature in all areas to prevent sprinkler pipe from breaking and causing unnecessary doc: Cond -10/06 D06 -384 Printed: 12 -04 -2006 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http ✓ /www. ci. tukwila. wa. us damage. (NFPA 13- 7.6.1.3.2, NFPA 25.5.2.5) 45: Sprinklers shall be installed under fixed obstructions over 4 feet (1.2 m) wide such as ducts, decks, open grate flooring, cutting tables, shelves and overhead doors. (NFPA 13- 8.6.5.3.3) 46: All control, drain, and teat connection valves shall be provided with permanently marked weather -proof metal or rigid plastic identification signs. The signs shall be secured with corrosion - resistant wire, chain or other approved means. (NFPA 13- 6.7.4.1, 6.7.4.2) 47: All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of the W.S.R.B., Factory Mutual, Industrial Risk Insurers Kemper or any other representative designated and/or recognized by the City of Tukwila, prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance #2050) 48: Att approved fire alarm system is required for this project. The fire alarm system shall meet the requirements of N.F.P.A. 72 and the City of lukwila Ordinance #2051. 49: Local U.L. central station supervision is required. (City Ordinance #2051) 50: Remote alarm annunciation indication is required if the control panel is not visible from the main entrance. (City Ordinance #2051) 81: When the control panel is located inside a room, the door to the room shall have a sign with one -inch letters which reads "Fire Alarm" or "Fire Alarm Control ". (City Ordinance #2051) 82: In areas that are not continuously occupied, automatic smoke detection shall be provided at each fue control unit(s) location to provide notification of fire at that location. (NFPA 72) 53: Fire Department lock boxes shall be provided for access to all fire alarm panels and sprinkler risers. The appropriate key(s) for access shall be placed in the lockbox. Lockbox order forms must be obtained from the Tukwila Fire Department. The lockbox should be mounted so that it is readily visible and not over 60 inches high. (City Ordinance #2051) 54: The reset code for the fire alarm panel or keypad shall be 1-2-3-4-5. The reset code shall not be changed without approval of the Fire Marshal. The reset code should be permanently posted at the keypad. (City Ordinance #2051) 55: All new fire alarm systems or modifications to existing systems shall have the written approval of The Tukwila Fire Prevention Bureau. No work shall commence until a fire department permit has been obtained. (City Ordinance #2051) (EEC 104.2) 56: An electrical permit from the Washington State Department of Labor and Industries is required for this project. 57: All electrical work and equipment shall conform strictly to the standards of the National Electrical Code. (NFPA 70) 88: New and existing buildings shall have approved address numbers, building numbers or approved building identification placed in a position that is plainly legible and visible from the street or road fronting the property. These numbers shall contrast with their background. Address numbers shall be Arabic numbers or alphabet letters. Numbers shall be a minimum of 4 inches (102mm) high with a minimum stroke width of 0.8 inch (12.7nun). (IFC 808.1) 59: All required hydrants and surface access roads shall be installed and made serviceable prior to and during the time of construction. (IFC 503.1, 508.1) 60: Application of roof coverings with the use of an open -flame devices requires a separate permit from the Tukwila Fire Department located at 444 Andover Park East, Tukwila, Washington, 98188; telephone - (206)575 -4407. There shall be not doc: Cond -10/06 006-384 Printed: 12 -04 -2006 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us less than one multi - purpose portable fire extinguisher with a minimum 3 -A 40-B:C rating on the roof being covered or repaired. (IFC 105.6.24, 1417.3) 61: Fire Department access and existing hydrants shall be constantly maintained during demolition and construction. 62: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2050 and #2051) 63: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 64: These plans were reviewed by Inspector 811. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575 -4407. * *continued on next page ** doc: Cond -10/06 006 -384 Printed: 12 -04 -2006 I hereby certify that I have read these conditions and will comply with them as outlined. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provision of any other work or local laws regulating construction or the performance of work. Signature: Print Name: doc: Cond -10/06 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us Date _ ( -67 D06 -384 Printed: 12 -04 -2006 CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 k� / /www,ct tukwila. wa.us SITE LOCATION bait Mechanical Permit No Pluimbing/Gas Permit No. Public Works Permt No Project No (For ewe use only) Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **Please Print'• 1 � King Co Assessor's Tax No.:2623o' 3 262304 -?0e4 2(o23oV - Site Address: 17 Sou t Ale/ Flay. Twktak, tM Pa/k38. Suite Number: Floor. Y ll } TenantNapre: New Tenant: ❑ Yes ❑..No Property Owners Name: lr)ie P(op2v'1 S / LLC -55, Am to,S Mailing Address: e f Oil alit PIac 5f t Name: /444 WI Mailing Address: 4 03 et 77cce t SE E -Mail Address. Moot sut'',tcontca6t. ,id Company Name: DE3 f'o **kc •G -- a , LIZ Mailing Address: O2OO E0a ceder Pk wy. ask Crob 5kaac.k,) Contact Person: M/k ltk PPrt E - Mail Address: MA &Vi /en t CCSer• coin Contractor Registration Number: W 1G 1' L 44 5 113 Company Name: Gt t ectsovl iASS&l'aittS /KC • Mailing Address: /6205 /2 -eh i%.e ./ $ u i to / $ Contact Person: (Muck Moe,'s PE/ Qtattu4).4 / E- Mail Address: C Mar(1Seltu[i4 Wptfl/1Qe($.cowl/ Ro.11e✓Ke cit LtJA State MOO Zip 'CONTACT PERSON — who do we contact when your permit is ready to be Issued 1 Day Telephone: 9 25 A R - 85 reiktiete, ulA 98.004, City State Zip Fax Number: q 2 5" •• 8(05. Sc. ifs GENERAL CONTRACTOR INFORM - (Contractor Information for Mechanical (pg 4) fur Pl and Gas Piping (pg 5)) • - t,kwi(q w.4 gst$rr) City State Zip Day Telephone: 2eV • e? 5. 2o 2`/ (.ob SGtac.k Fax Number. Expiration Date: ARCHITECT OF RECORD - Alt plans must be wet stamped by Architect of.ttecord Company Name: Prot4r.t f t' na /¢/c t!et?Ca ( /din • P-5. Mailing Address: 10 23c Rf point {S D61fl,Salk Soo pc Hartol. col no 3 City State Zip Contact Person: A6(ka/ anal (A%. fire 4 • /skin $h& - ( ( Day Telephone: 4 /2 S . f32?. 2. 1 od E- MailAddress: c aQ -- e 4 n Fax Number: 4 /25. 8 28• Co 849 ENGINEER OF RECORD - All plans must be wet stamped by Engineer of Record 5euffl e . ufr9 ?SIz•Z City State Zip Day Telephone: lob • 324, 6,106 q Fax Number. 70(0 .. Z'} • 4 2-'{ M S Q:tapplmshaiuWOmv- Appliunon Oa LinoV -2006. mit Awbeation.doa ({t act e r kuc(SONee,Ltae/.5.co et Revised: 9-2006 bb Page 1 of 6 BUILDING rtizgri INFORMATION'- 206-431-3670 Valuation of Project (contractor's bid price): $- 2- 2'f o . 50 Existing Building Valuation: $ N(4 Scope of Work (please provide detailed information): Ines) Ccmcre fe consf adbvt of out-- 6rf6/ N /aria L>a'tcbfl y s ,e ,eft a/krn o «l'nerti 4-S - . , Q 4HCP SI 0 9 Will there be new rack storage? ❑ Yes U•• No If yes, a separate permit and plan submittal will be required. uniting Areas in Square Footage Below P Floor: Ze Fkor D" Fkwr , Accessory Structure' ;Attached Garage • • Detached.,Oarage Attached Carport -Detached Carport Covered Peck Uncovered Deck Existing Interior Remodel -- Addition to Existing ; New 56,, 51? 5• F: Type of Construction per -_ IBC V— e Type of _Occupancy per ... • _ IBC ' /Y( PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq fl): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Page 2 of 6 Number of Parking Stalls Provided: Standard: f3 9 9- Compact: 9? Handicap. a ( Will there be a change in use? ❑ Yes No No If "yet, explain: 40 l 77J0 "Arty P TECTION/HAZARDOUS MATERIALS: ✓✓ f/ ,t. 5,&'»ker /*t � JJ Sprinklers ❑ Automatic Fire Alarm ❑ None Other (specify) 1 tti &A SyiLCp Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes W No If "yes', attach list of materials and storage locations on a separate 8 -1/2 "x 11" paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ On -site Septic System - For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. Q:W60icedmn0rmnu- Appliwdmu On Line V -2006- Penns Appiieniondec Revised: 9-2066 bb Scope of Work (please provide detailed information) PON $fr e Sellef 0 llama Mika s1 eel S o M. it sad one -to east of new babel s. /w orich on , se wee feeetef arts_ ctzbovt. od &t/l 40e-tees s%1 luc! m slormwrd - te Con *el act 'treatment r c; in kat r ea dcect • Call before you Dig: 1-800-424-5555 Please refer to Public Works Bulletin #1 for fees and estimate sheet. W ter District ..Tukwila ❑...Water District #I25 ❑..Highline ❑...Water Availability Provided Sever District .Tukwila ❑...Sewer Use Certificate ❑ ...Total Cut 34 000 cubic yards ❑ ...Total Fill 30,000 cubic yards El ...Sanitary Side Sewer ❑ . Q ..Cap or Remove Utilities a' .. ...Frontage Improvements 4,.. ...Traffic Control le.. S'...Backflow Prevention - Fire Protection R Irrigation " Domestic Water 2.. M Water Meter Size... 2. " ❑ ...Temporary Water Meter Size . " ❑ ...Water Only Meter Size Sewer Main Extension Public sf .Water Main Extension Public T Q:%Appliendanflo mn- Appllemion. On LineU-2006 - Permit Appikmion.doc Revised: 9-2006 6M1 ❑... ValVue ❑ .. Renton ❑...Sewer Availability Provided S�e Dtic System: ❑ On -site Septic System - For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. §ubmitted with Application (mark boxes which analv); Q...Civil Plans (Maximum Paper Size - 22" x 34 ") (..Technical Information Report (Stone Drainage) ❑ .. Geotechnical Report ❑...Traffic Impact Analysis ❑ ...Bond ❑ .. Insurance ❑ .. Easement(s) ❑ .. Maintenance Agreement(s) ❑...Hold Harmless - (SAO) ❑...Hold Harmless - (ROW) 0 uosed Activities ±mark boxes that apply); ...Right -of -way Use - Nonprofit for less than 72 hours ..Right-of-way Use - No Disturbance ...Construction/Excavation/Fill - Right-of-way _ Non Right-of-way . Abandon Septic Tank Curb Cut Pavement Cut Looped Fire Line ❑ .. Right-of-way Use - Profit for less than 72 hours ❑ .. Right-of-way Use - Potential Disturbance ❑ .. Work in Flood Zone [r.. Stone Drainage ❑ .. Renton ❑ .. Seattle El.. Grease Interceptor [�/.. Channelization L�J .. Trench Excavation ❑ .. Utility Undergrounding WO # WO # �/ WO # C1.•.Deduct Water Meter Size I / 2 " Private ✓ Private Z FINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrant(s) ❑...Water ❑...Sewer ❑...Sewage Treatment Monthly Service Billion tn• Name: Day Telephone: Mailing Address: City State Zip Water Meter Refimd/Billiny; Name: Mailing Address: Day Telephone: City Slate Zip Page 3 of 6 1 PERMIT APPLICATION NOTES -- Applicable to all permits in this application Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. Building and Mechanical Permit The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). Plumbing Permit The Building Official may grant one extension of time for an additional period not exceeding ISO days. The extension shall be requested in writing and justifiable cause demonstrated. Section 103.4.3 Uniform Plumbing Code (current edition). 1 HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNER OR UT ORIZED AGENT: Print Name: tC c Ifit ( 0 Signature: Mailing Address: Date Application Expires: I Date Application Accepted: loft l Q: Applimtiauwamp- Awlicedom On Line l -2006 - Permit APpliestion.doc Revised: 9-2006 bh Day Telephone: t Ciy Date: f 04/ Stale Staff Initials: 1 Zip Page 6 of 6 Receipt No.: R06 -01900 Initials: JEM User ID: 1165 Payee: WIG PROPERTIES, LLC -SS ACCOUNT ITEM LIST: Description BUILDING - NONRES STATE BUILDING SURCHARGE TRAFFIC MITIGATION FEES City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us Parcel No.: 2623049080 Permit Number: D06 -384 Address: 17200 SOUTHCENTER PT TURW Status: APPROVED Suite No: Applied Date: 10/11/2006 Applicant: SOUTHCENTER SQUARE - BLDG 'E' Issue Date: TRANSACTION LIST: Type Method Description Amount Payment Check 1529 115,701.30 Account Code Current Pmts 000/322.100 000/386.904 104.367.120 RECEIPT Payment Amount: 5115,701.30 Payment Date: 12/04/2006 12:12 PM Balance: 50.00 16,683.48 4.50 99,013.32 Total: $115,701.30 2377 12/05 9716 TOTAL 115701.30 doc: Receipt -06 Printed: 12 -04 -2006 City of Tukwila 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Parcel No.: 2623049081 Permit Number: D06 -384 Address: 17200 SOUTHCENTER PY TUKW Status: PENDING Suite No: Applied Date: 10/11/2006 Applicant: WIG PROPERTIES, BUILDING E Issue Date: Receipt No.: R06 -01617 Payment Amount: 10,844.26 Initials: JEM Payment Date: 10/11/2006 03:40 PM User ID: 1165 Balance: $16,687.98 Payee: WIG PROPERTIES, LLC -SS TRANSACTION LIST: Type Method Description Amount RECEIPT Payment Check 1433 10,844.26 ACCOUNT ITEM LIST: Description Current Pmts PLAN CHECK - NONRES Account Code 000/345.830 10,844.26 Total: 10,844.26 0658 10/11 9716 TOTAL 10944.26 doc: Receipt Printed: 10 -11 -2006 COMMENTS: j(� C J�� �/ /) J , / .57 Sc 4 t) J�/ 7/ Z' ?7 ; 5 2/ A fii-eel Date Called: Special Instructions: 2) en / .;7 t/rniii5 Date Wanted: , ` / �' y ` /T /� a.i.,. G Requester: 7 ��a 2 - 7 -6 -r7 Phone No: a V / �i ih r./ Li to nal ,z,„? ,_, i ProjeSt• 2 9, ant( j(� C J�� �/ Type of Ins n: / A ! iYJI/ C Addre 772-€V S. « ; .0 , - t Date Called: Special Instructions: / Date Wanted: , ` / �' y ` /T /� a.i.,. G Requester: Phone No: INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 PER IT NO. 206)431 -36 Approved per applicable codes. ❑ Corrections required prior to approval. nspector: 'Date:? 6 558.00 REINSPECTION FEE REQUIRED. Prior o inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. 'Receipt No.: 'Date: Projec5t: ���/ Pi .. OUxpk' P✓ Uq ✓ t Type of Ins Ppg�ction: • I F I '1/i-( Address: /120 lNr ge et ?4, Date Called: Z9/o Special Instructions: - Nefr] e O Date Wanted: D b r 9 /O /07 Car P.m. Request I %�. Phone No: ,Ili -9s'3 - X3 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 ❑ Approved per applicable codes. Corrections required prior to approval. COMMENTS: 13 (Pr k'o { S t Inspector: (..< I Date/ / 7 0558.00 REINSPEC11ON FEE REQUIRED. Prior o inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. 'Receipt No.: 'Date: Project: 7y9 r So G�� ;tree ,4 Type of Inspection: tale - : Aile v 4 Address: ,/�� I' m cc r� f /�� Date Cal ed: Special Instructions: Date Wanted: 4 1117 P' r 3'Z, J Requester: Phone No 509 9 rI -2G3 0 Approved per applicable codes. INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 COMMENTS: 1,4,A:e.0 c rwor ,rt', e t-. n (206)431 -367{0 0 Corrections required prior to approval. ctor: t"AA, � �tW A .40 ek 3 — 2 2 -0 ri .00 REINSPECTION EE REQUIRED. !I./or to inspection, fee must be • d at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: Project: S� / /Wfi.�N7ii e1/4//,' 9 Type of Inspection: _ c?,,... 4 \ Address: /` / 7 ?� . , 4 ?'J Date Called: Special Instructions: // Date Wanted: .2 -/ -- fa m. / p.m. Requester: Phone No: ,.j 55r - ?G3 / Approved per applicable codes. INSPECTION RECORD Retain a copy with permit - INSPECTION NO. PERMIT N CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206 431-36 Corrections required prior to approval. COMMENTS: i.4 r / �l ( 06 /I A . — `4 � � "/ Day c —o7 8.00 REINSPECTION FEE REQU ED. or to inspection, fee must be aid at 6300 Southcenter Blvd., Su e 100. Call to sechedule reinspection. Receipt No.: 'Date: INSPECTION RECORD I Retain a copy with permit Uo R INSPECTION NO- C ITY OF TUKWILA BUILDING DIVISION 300 Southcenter Blvd., #100, Tukwila, WA 98188 Project: rr (Type of Inspection: V Address: L (Date Called: /7 LOG Smi /h /iv�ii �Y Special Instructions: Date Wanted: a.rm /2 _zo_0 Requester: Phone No: So S 55.?- z G Approved per applicable codes. (COMMENTS: Corrections required prior to approval. I I I r Inspe or. Da ON 8.00 REINSPECT( FEE REQUIRED. P 'or to inspection, fee mast be aid at 6300 Southcenter Blvd., Suite 1 Call to sechedule reinspection. (Receipt No.: IDate: COMMENTS: Type of Inspection: I r e Ai ,,..- ; s,.... /..47, - rfc- Address: Suite #: '7:-3 S L ili -4 duo v i ii i 4- i i S-1 ri 4 ; 1.)‘--, &l As -1 (.) 6- r c k 0., 4-, vk ., ).--s Pe c s.--, -4- s,..,41-, ,1--‘, ,:.. 4-4 0 ,.....,4 e)(4 v:i n 6 \ • Occupancy Type: 4 . IC. 0 diC 1 ; 1.-. A/Co. air 4"cos--- cc, c . A C i ( r ()i A VA' C AI VA C 4.:9 .. .51-..‘ Project: , • 1 , -- -e - 1 1- c C..")/ Pc li it i• . 1" & i AC: Type of Inspection: I r e Ai ,,..- ; s,.... /..47, - rfc- Address: Suite #: '7:-3 S L ili -4 duo Contact Person: . • : . ir, e r i - ti-'h -< Special Instructions: Pre-Fire: Phone No.: :a- G i i- Needs Shift Inspection: ,z2, Sprinklers: Fire Alarm: Hood & Duct: Monitor: /lin, it, -1-n, , ,4 its', I- x - i.- Pre-Fire: Permits: Occupancy Type: INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA FIRE DEPARTMENT - _1 ( "2 7 - F - f ,Y 444 Andover Park East, Tukwila, Wa. 98188 206-575-4407 ri Approved per applicable codes. Corrections required prior to approval. Inspector: Date: e_, Hrs.: Lil $80.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Word/Inspection Record Form.Doc 1/13/06 T.F.D. Form F.P. 113 Project: ,e. Sou AG c r� z b 1, E Type of Inspection: 3PeiNKLl12_ Address: Suite #: Contact Person: Special Instructions: Phone No.: Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: 1 INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA FIRE DEPARTMENT 'fob -3�4 o9- -039' PERMIT NUMBERS 444 Andover Park East, Tukwila, Wa. 98188 206 - 575 -4407 -- Approved per applicable codes. Word /Inspection Record Form.Doc 1/13/06 Corrections required prior to approval. COMMENTS: VT) Ito oK roR 5 �3 - r 1 ) C o ∎A Date: 5/23 /07 Hrs.: I Inspector: 9 / b n $80.00 REINSPECTION FEE REQUIRED. You will receive an invoice from A the City of Tukwila Finance Department. Call to schedule a reinspection. T.F.D. Form F.P. 113 COMMENTS: TEL. ix. C , 0 4mnot ng s•AACF 42= ENO iii /34 Address: /9 z o o 5.c' . Suite #: S 206 C7 - 5niz -r-f Pin) — ,1,r2 I(/ rt." v tv gr 4nrit0 Special Instructions: /✓ - .. 2 25 CW7( .I9:So - 617z - tic PI /U , Phone No.: /46. A j 4 v o, - n a ni A c t-(t J /N ate_ to M. biz/ c; - OK - g0/.3,z) - gnu. /JEt 3 -- lb WALK detoS712oM ei ct . 0 /7t_ PtOef: RA/n/ /ED 1f01 D(9., Mae F PrICo — 0l( Project: Sou nIc CWT( 7Z TEL. ix. C , Type of Inspection: Address: /9 z o o 5.c' . Suite #: 4 Con 1 Person: -cf/ Special Instructions: Occupancy Type: Phone No.: Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: INSPECTION NUMBER CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206- 575 -4407 n Approved per applicable codes. INSPECTION RECORD Retain a copy with permit PERMIT NUMBERS f rrections required prior to approval. Inspector: Date: Hrs.: $80.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Word /Inspection Record Form.Doc 1/13/06 T.F.D. Form F.P. 113 OTTO ROSENAU & ASSOCIATES, INC. April 9, 2007 City of Tukwila Building Department 6200 Southcenter Boulevard Tukwila, Washington 98188 Geotechnlcal Engineering, Construction Inspection & Materials Testing 6747 M. L. King Way South, Seattle, Washington 98118-3216 USA Tel: (206) 726 -4600 • Toll Free: (888) OTTO-4-US • Fax: (206) 723 -2221 WBE W2F5913684 • WABO Registered Agency • Website: www.ottorosenau.com Project: Southcenter Square Building E Permit Number(s): 006-337, D06 -384 Address: 17200 Southcenter Parkway, Tukwila Job Number: 06 -683 We state that the work requiring special inspection was, to the best of our knowledge, in conformance with the approved plans and specifications and the applicable workmanship provision of the building code. Our knowledge is limited to our reports. All typewritten reports have been mailed to your office or are enclosed. All reports appear to be complete. This report should not be considered as a warranty for conditions and /or details of the building. Items inspected are: 1. Reinforcing steel 2. Reinforced concrete 3. Welding 4. Epoxy grouting 5. Grout under panels /columns Sincerely, OTTO ROSENAU & ASSOCIATES, INC. -5-09 --r) /2.00era " Susan Rosenau -Moser Vice President Fax c: Wig Properties Attn: Mike Weflen RECEIVED SUP 06 2cu7 DEPARTMENT GEOTECH CONSULTANTS, INC. Wig Properties 4811 — 134th Place Southeast Bellevue, Washington 98006 Attention: M.K. Wig Subject: Summary of Geotechnical Observations and Testing During Building Pad Preparation North Building (Permit Nos. D06 -387 and D06 -457), South Building (Permit Nos. D06 -351 and D06 -416) and East Building (Permit Nos. D06 -377 and D06 -384) Southcenter Square 17200 Southcenter Parkway Tukwila, Washington Dear Mr. Wig via email monwig @wigproperties.com This letter summarizes the geotechnical observations and testing that our firm completed during the preparation of the foundation and slab subgrades for these three buildings on the Southcenter Square project. Our personnel observed the excavation for the subgrade areas, and placement and compaction of structural fill, in addition to conducting density tests on the structural fill. In accordance with the recommendations of our previous geotechnical report, the foundations for the new buildings were supported on at least 2 feet of structural fill compacted to a minimum 95 percent of the maximum Modified Proctor (ASTM D -1557) dry density. The lower one foot of this structural fill consisted of on -site soils, while the upper one foot was compacted crushed concrete. The structural fill was compacted in lifts to a dense condition. Underlying the structural fill was the previously placed, well- compacted fill that covers the entire project site. Based on our observations, and density tests, the building pads for these two buildings were prepared in conformance with our recommendations and are acceptable for support of both foundations and floor slab REC: .:JIVED SL,' 0 6 2007 DEPARTMENT LIRE ./ iez cc: Mike Wefflen via facsimile (206) 575 -6680 Respectfully submitted, GEOTECH CONSULTANTS, INC. 9/S o� Marc R. McGinnis, P.E. Principal GEOTECH CONSULTANTS, INC. 13256 Northeast 20th Street, Suite 16 Bellevue, Washington 98005 (425) 747 -5618 FAX (425) 747 -8561 September 5, 2007 JN 04318 09/06/2007 14:43 FAX 4258288899 February 26,2007 City of Tukwila 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 ATTN: Dave Larson, Building Inspector Re: Southcenter Square Footing Drains Mr. Larson, FREIHEIT & HO 2 001 Oic& 4 '1 MO 7z7.• Zf..5c66' Per our Geotechnical Engineer's report dated June 20, 2006, Page 12: "Foundation drains should be used where (1) crawl spaces or basements will be below the structure, (2) a slab is below the outside grade, or (3) the outside grade does notslope downward from a building. A drain on the outside of the foundation must be installed where there are truck wells to collect drainage flowing under the granular fill below the pavement. Drains should also be placed at the base of all earth- retaining walls..." Based on the above information, a footing drain Is not required at the perimeter of the building, as the finished floor slab is above the surrounding finished grades. If any questions, please contact me at (425) 747 -5618 Sincerely, Geotech Consultants, Inc. Marc McGinnis Principal RECEIVED SEP 05 2001 BUILDING DEPARTMENT OTTO ROSENAU & ASSOCIATES, INC. Geotechnlcal Engineering, Construction Inspection & Materials Testing Job Number. 06 -683 Report Number. 84241 Permit Number. D06 - 384 Project Southcenter Square Client Wig Properties LLC - SS Address: 17200 Southcenter Parkway, Tukwila Address: 4811 134 Place SE, Bellevue Date: 4/12/2007 Inspector. Dusty Johnston Description / Location Type of Inspection: Periodic ® Continuous ❑ 1 lift Building F trash enclosure. Resteel Verified: Yes Date: 4/12/2007 Positioners in Place: No Resteel Grade: 60 Manufacturer Nucor Mills Grout Information (ASTM C1019) (occluding paragraph 12.1.5) Mix No./Type: 704100 Grout Supplier. Cadman Grout Preparer. Batch Plant Grout Temp: 58 °F Grout Slump: T Method of Consolidation: Vibrator Grout Ingredients: 658# type 911 cement, 1998# sand, 845# 3/8° aggregate, 350# water Mortar Information (ASTM C270 / ASTM C780) Mix No./Type: S Mortar Supplier. Mortar Preparer Mortar temp: WA Mortar ingredients: Prism Information (ASTM C 140 / ASTM C 1314) (excluding paragraph 5.11) Date Constructed: Constructed By (mason): Date Grouted: Block/Unit Supplier. Mutual Block/Unit Type: Number of Sampk Specified Ambient Truck Ticket Sample Description Samples Size Strength (psi) Temp No. No. Masonry Prisms - Grouted: 50 °F 239 719287 Masonry Prisms - Ungrouted: Masonry Units/Blocks Grout Mortar. Weather & Mean Daily Temp: Overcast 45 °F Protection Methods: Date Samples Picked Up: No Samples Made Other Test Methods / Standards Used: Avg. Compressive Strength of Grout Specimens (psi): Copies to: Owner X Contractor X Architect X Building Dept. X Engineer X Batch Plant MASONRY REPORT Comments REINFORCING / PLACEMENT: Conforms X Does Not Conform GROUT AND MORTAR COMPRESSION TEST RESULTS Specimen Test Age Size Area Max Load Strength Tested in general No./TVDe jDaysl (lam (Sa.ln.) Weicht Ib. l Isl accordanoewith ASTM C 39 ASTM C 109 ASTM C 1019 Technical Responsibility: David Lyal, Technical Director This report applies only to the gems tested or reported and is the exclusive property of Otto Rosenau 8 Associates, Inc. Reproduction of this report, except In full, without written permission from our Inn is strictly prohibited. Page 1 of 1 6747 M.L King Way S., Seattle, Washington 98118 - Phone (206) 7254800 or 1- 888- OTTO-4 -US - Fax (206) 723 -2221 OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: 06 -683 Project: Southcenter Square Address: 17200 Southcenter Parkway, Tukwila Inspector: Isaac Ruoff Description/Location: Inspected concrete placement for Building E, dock east half. Resteel Verified: Yes 4/17/2007 by Darren Reid Placement Data Supplier: Miles Mix Number: 0155A Slump Spec: 4' t 1" W/C Ratio Spec. Air Spec: N/A Total Yards: 25 Placed Via: Chute Consolidated: Yes Required Strength (psi): 3000 Sampling and Testing Data Time Cubic Water Slump Air % Conc.Temp Ambient Truck Ticket ASTM C 172, C 31 Made Yards Added C 143 C 231 C 1064 Temp No. No. Cast Samples: 1-4 9:00 am 20.00 10 gal. 5 "" 4.8% 65 °F 54 °F M074118971 Weather: Date Samples Picked Up: 4/19/2007 Initial Curing Method: Specimen Number 1 Copies to: ❑ Client © Architect © Engineer ® Contractor 0 Building Dept Batch Plant CONCRETE REPORT Report Number: RC60666 Permit Number: D06 -384 Client: Wig Properties LLC - SS Address: 4811 134th Place SE, Bellevue Date: 4/18/2007 Grade: Mfg: Design 0 Actual ❑ Batch Weights /Cubic Yard Cement (Ibs/type): 517# Fine Agg. (tbs): 1370# Coarse Agg. (Ibs/size): 1860# 7/8" Slag (lbs): Coarse Agg. (Ibs/size): Coarse Agg. (Ibs/size): Fly Ash (Ibs): Water (Ibs or gal): 30 gal. Admixtures (specify): 3.5 oz. MBAE 90 Slump Range Air % Range: Excluding ASTM C31- 12.1.5 Test Field Age Size Area Weight Max Load Strength Fracture Type Date Cure (Days) (in.) (Sq.ln.) (Lbs.) (Lbs.) (psi) (other than cone) 4/25/07 7 6 x 12 28.01 29.02 125,950 4500 • • Discarded Tested in general accordance to: ASTMC39 ® ASTMC617 ❑ ASTMC1231 Technical Responsibility: Initial Curing Temp: Comments REINFORCING / PLACEMENT: Conforms © Does Not Conform O COMPRESSIVE TEST RESULTS Excluding ASTM C31- 10.1.2 David Lyal, Technical Director This report applies only to the items tested or reported and Is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report except in full, without written permission from our fim1 is strictly prohibited. 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (208) 725-4600 or 1-888-OTTO-4-US — Fax (206) 723 -2221 Form No.: ADMIN - 62 - 03 (Rev 01/06) Page 1 of 1 OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing MASONRY REPORT Job Number. 06 -683 Project Address: Date: Resteel Verified: Resteel Grade: Mix No./Type: Grout Temp: Grout Ingredients: Mix No./Type: Mortar temp: Date Constructed: Date Grouted: Specimen Test No./Tvpe Date Southcenter Square 17200 Southcenter Parkway, Tukwila 4/10/2007 Type of Inspection: PeriodicEl Sample Description Masonry Prisms — Grouted: Masonry Prisms - Ungrouted: Masonry Units/Blocks Grout Mortar. Yes Date: 4/10/2007 Positioners in Place: Yes 60 Manufacturer. Cascade Mills, Nucor Steel Grout Information (ASTM C1019) (excluding paragraph 12.1.5) 704100 Grout Supplier. Cadman Grout Preparer. 64 °F Grout Slump: 8' 'A' Method of Consolidation: 658# type UII cement, 2082# building sand, 858# 3/8' aggregate, 250# water Mortar Information (ASTM C270 / ASTM C780) N/A Mortar Supplier. Mortar Preparer: Mortar ingredients: Prism Information (ASTM C 1401 ASTM C 1314) (excluding paragraph 5.11) Weather & Mean Daily Temp: Cloudy 56 °F Date Samples Picked Up: No Samples Made Other Test Methods / Standards Used: Age Qua} Report Number. N/A Constructed By (mason): Block/Unit Supplier. Number of Sample Samples Size None Size 1f� Avg. Compressive Strength of Grout Specimens (psi): Copies to: Owner X Architect X Engineer X Contractor X Building Dept. X Batch Plant 64549 RECEiyE MAY Al 2007 COM M Permit Number. Client Wig Properties LLC - SS Address: 4811 134"' Place SE, Bellevue Inspector. Brian Robertson Description / Location Continuous ❑ Top lift of loading dock screen wall per L/E_S1.3. Comments Mutual Block/Unit Type: Specified Ambient Strength (psi) Temp 2000 56 °F REINFORCING / PLACEMENT: Conforms X GROUT AND MORTAR COMPRESSION TEST RESULTS Area 'St ln.1 Max Load Strength Weight Qtr] si Technical Responsibility: Protection Methods: Cadman Vibrate Twice Truck No. 263 Visqueen Page 1 of 1 8747 M.L King Way S., Seattle, Washington 98116 - Phone (206) 725 - 4800 or 1 - Fax (208) 723 D06 -384 Ticket No. 718445 Does Not Conform Tested in general accordance with ASTM C 39 ASTM C 109 ASTM C 1019 David Lye!, Technical Director This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except In full, without written permission from our fine Is strictly prohibited. April 9, 2007 City of Tukwila Building Department 6200 Southcenter Boulevard Tukwila, Washington 98188 Project: Southcenter Square Building E Address: 17200 Southcenter Parkway, Tukwila We state that the work requiring special inspection was, to the best of our knowledge, in conformance with the approved plans and specifications and the applicable workmanship provision of the building code. Our knowledge is limited to our reports. All typewritten reports have been mailed to your office or are enclosed. All reports appear to be complete. This report should not be considered as a warranty for conditions and/or details of the building. Items inspected are: 1. Reinforcing steel 2. Reinforced concrete 3. Welding 4. Epoxy grouting 5. Grout under panels/columns Sincerely, 0170 ROSENAU & ASSOCIATES, INC. SG/0in£cccu --may Susan Rosenau -Moser Vice President Fax c: Wig Properties Attn: Mike Weflen OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing 6747 M. L. King Way South, Seattle, Washington 98118 -3216 USA Tel: (206) 725 -4600 • Toll Free: (888) OTTO-4-US • Fax: (206) 723 -2221 WBE W2F5913684 • WABO Registered Agency • Website: www. ottorosenau.com RECEIVED commuter Permit Number(s): D06 -3 , D06- OEV Job Number: 06-683 02/27/2007 08:37 4257478561 GEOTECH GEOTECH CONSULTANTS, INC. Wig Properties 4811 — 134th Place Southeast Bellevue, Washington 98006 Attention: M.K. Wig Subject: Foundation Drains Southcenter Square 17200 Southcenter Parkway Tukwila, Washington Dear Mr. Wig: vie email We understand that the City of Tukwila is requesting a clarification regarding the potential need for footing drains around the proposed buildings. Per our Geotechnical Engineering Report dated June 20, 2008, Page 12: 'Foundation drains should be used where (1) crawl spaces or basements will be below the structure, (2) a slab Is below the outside grade, or (3) the outside grade does not slope downward from a building. A drain on the outside of the foundation must be installed where there are truck wells to collect drainage flowing under the granular fill below the pavement. Drains should also be placed at the base of all earth - retaining walls...' Based on the above information, a footing drain should not be required around the perimeter at most, or all, Iocatons, as we understand the finished floor slab elevations are above the surround- ing finished grades. If any questions, please contact me at (425) 7475618 spectfuily submitted, GEOTECH CONSULTANTS, INC. MRM: jyb Marc R. McGinnis, P.E. 1/01,- Principal �, a 7 GEOTECH CONSULTANTS, INC. PAGE 01 13256 Northeast 20th Street, Suite 16 Bellevue, Washington 98005 (425) 747 -5618 PAX (425) 747 -8561 February 26, 2007 JN 043113 Dt(0 &w{ &i i- 3 /ls+ .E,cI HIS RECEIVED FEB 2 7 2007 DEPARTMENT OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing CONSTRUCTION INSPECTION REPORT Report Number: 24391 Description: WElding DEVELOPMENT Project: Southcenter Square Permit Number: cp06 -384 Address: 17200 Southcenter Parkway, Tukwila Job Number. 06 -683 Client: Wig Properties LLC — SS Client Address: 4811 134 Place SE, Bellevue Inspector and Date Remarks Deane Cook On site for visual weld inspection. Welding of type A connections with 2.3 and 4 bar configuration. 01/22/2007 Inspected connections: • 1 3 on south wall from west comer. • 1 7 on west wall from south comer. Inspected in- process welding per AWS D1.4 Inspected work conforms to applicable codes and approved protect specifications. Copies to: Owner X Contractor X Architect X Building Dept. Technical Respons X Engineer Page 1 of 1 6747 M.L. }Ong Way S., Seattle, Washington 98118 — Phone (206) 725-4600 or 1-888-OTTO-4-US — Fax (206) 723 -2221 Form No.: ADMIN -63-01 (Rev 05/03) RECEIVED COMMUNITY David Lyal, Technical Director This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau 6 Associates, Inc. Reproduction of this report, except in full, without written permission from our firm Is strictly prohibited. OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Report Number: 24395 Description: Structural Steel CONSTRUCTION INSPECTION REPORT Project: Southcenter Square Permit Number: D06 -384 Address: 17200 Southcenter Parkway, Tukwila Job Number: 06 -683 Client: Wig Properties LLC - SS Client Address: 4811 134 Place SE, Bellevue Inspector and Date Deane Cook 01/22/2007 Remarks RECEIVED f DEVELOPMENT On site for visual weld inspection. Building E, panel floor welds complete upper type A panel to panel connections complete. Panel to panel splice welds complete. This completes panel welds. Inspected work conforms to applicable codes and approved protect specifications. Copies to: Owner X Contractor X Architect X Building Dept. Technical Responsibility: X Engineer David Lyal, Technical Director This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written pemilssion from our firm Is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725.4600 or 1 - Fax (206) 723 Fonn No.: ADM/N- -63 -01 (Rev 05/03) OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Report Number: 56053 Description: Reinforcing Steel For Concrete Project: Southcenter Square Permit Number. D06 -337 Address: 17200 Southcenter Parkway, Tukwila Job Number. 06 -683 Client: Wig Properties LLC — SS Client Address: 4811 134 Place SE, Bellevue Inspector and Date Remarks Darren Reid Please see Concrete Report #58164 01/26/2007 Copies to: Owner X Architect X Engineer CONSTRUCTION INSPECTION REPORT Per verbal phone call with engineer Chuck Morris with Freiheit and Ho. Regarding resteel at along 5 and along 8 line "FE" type footings (x2), (1) along 8 line (1) along 5 line, resteel placed was (6) #6 long way and #5 at 18" short way at bottom with (2) full length #5 bar at top and #5 at 18" short at top only where panels do not bear (outside panel embedment plates) with all continuous footings terminating into the "FE" footings mid depth with 90° hooks at 2' 0 ". All resteel and concrete per approved plans and engineer's verbal direction. Conformance pending engineer's written approval. X Contractor X Building Dept. Technical Responsibility: fi f ! ; Co Dry MMUN/ CLOPma David Lyal, Technical Director This report applies only to the hems tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our fine is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 -4600 or 1- 888- OTTO -4 -US - Fax (206) 723 -2221 Form No.: ADMIN -63 -01 (Rev 05/03) OTTO ROSENAU & ASSOCIATES, INC. Receive Geotechnical Engineering, Construction Inspection & Materials Testing DEVE OPNMEVT Job Number: 06 -683 Re p ort Number: 45920 Permit Number: Southcenter Square Client: Wig Properties LLC -SS 17200 Southcenter Parkway, Tukwila Address: 4811 134 PI SE, Bellevue, WA 98006 1/19/07 Inspector: Darren Reid Description / Location: Grout placed between slab plank/panels per plan with backing rod as needed at southwest vault. Contractor placed the remainder of vault lid grout under panels along west wall of building t", from southwest comer north approximately 150 -feet 0- inches, voids left under panels — grouting to be finished with inspection. Project: Address Date: Resteel grade: Placement Data Supplier: Miles Mix Number: 10550 Total Yards Placed: Specified Strength (psi): 3000 Sampling and Casting of Samples ASTM C at C 109 Cast Samples: 1 -5 Cast Samples: Weather: Overcast, ram Date Samples Picked Up: 1/22/2007 Other Test Methods / Standards Used: Specimen umber 1 2 3 4 5 1/23/07 Copies to: Owner x Architect x Engineer Test Field Age ate 1/26/07 x Contractor x Building Dept. x Batch Plant GROUT REPORT ure (Days) Manufacturer: Batch Cement (typeAbs.): 846# I -II Fine Agg. (lbs.): 2660# Coarse Agg. (sizeAbs.): Coarse Agg (sizellbs.) Cubic Flow Grout Yards ; .ASTM C939 'r Temp 9 5WF TEST RESULTS Size Area fln.) (Sa.ln.) 7 2x4 3.14 4 2x4 3.14 Comments' REINFORCING / PLACEMENT: Weight 1.00# .99# Tested in general accordance to: ASTM C39 x ASTM C78 _ ASTM C109 Note: Type of fracture does not apply when testing in conformance to ASTM C1231 Technical Responsibility D06 -359 Weights Water (lbs. /gal): 375# Hot Admixtures (specify) 42 oz. MB100xr Aluminum Oxide @ 9 cy. Arttblent Truck Temp, 'NO. 42 °F M048 Ticket No. 179514 Conforms x Does Not Conform Max Load Strength Type of Fracture 'Lbs.) ig0 !other than cone) 11,320 3610 5990 1910 ASTM C617 x ASTM C1231 David Lyai, Technical Director This report applies only to the Hems tested or reported and Is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our fine Is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725 -4600 or 1- 888- OTTO -4 -US — Fax (206) 723 -2221 Form No.: ADM/N -71 -03 (Rev 07/05) OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: 06 -683 Southcenter Square 17200 Southcenter Parkway, Tukwila 1/23/07 Description / Location: Project: Address: Date: Resteel grade: Placemept Data Supplier: Miles Mix Number: 10550 Total Yards Placed: 6 Specified Strength (psi): 4200 Sampling and Casting cif Samples ASTMC 31, a 109 Cast Samples: 1 -3 Weather: Date Samples Picked Up: 1/24/2007 Other Test Methods / Standards Used: Specimen Number 1 Copies to: Owner x Architect x Engineer Test Field PM ft Cure 1/30/07 Report Number: GROUT REPORT 56537 Observed grouting under tilt -up panels for Building °E' x Contractor x Building Dept. x Batch Plant Manufacturer: Cement (type/Ibs.): Fine Agg. (Ibs.): Coarse Agg. (size/lbs.): Coarse Agg. (size/lbs.): CUBIC - Flow Yards ASTM C939 Age (Days) 7 Comments Grout Temp 68 °F REINFORCING / PLACEMENT: TEST RESULTS Size Area rQj) JSo.ln.) Weight 1.999x2 3.998 .64# Tested in general accordance to: ASTM C39 x ASTM C78 ASTM C109 Note: Type of fracture does not apply when testing in conformance to ASTM C1231 Max Load A-bs.l 21,310 RE CEIVED r D eVEL OPI sdn. Permit Number: D06 -337 Client: Wig Properties LLC -SS Address: 4811 134 P1 SE, Bellevue, WA 98006 Inspector. Micah Ruoff Batch — 846# Water (lbs. /gal): 375# 2660# Admixtures (specify) 42 oz. MB100XR Ambient Truck Temp No. 50 °F Conforms x Does Not Conform Strength Type of Fracture si Jother than cone) 5330 ASTM C617 x ASTM C1231 David Lyal, Technical Director This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our flrm Is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 -4600 or 1-888-OTTO-4-US - Fax (206) 723 -2221 Form No.: ADMIN -71 -03 (Rev 07/05) Ticket No. • OTTO ROSENAU & ASSOCIATES INC. Geotechnlcal Engineering, Construction Inspection & Materials Testing CONCRETE REPORT D � NT Job Number: 06 -683 Report Number 43355 Permit Number: D06 -337 Project: Southcenter Square Client: Wig Properties LLC - SS Address: 17200 Southcenter Parkway, Tukwila Address: 4811 134 Place SE, Bellevue Inspector: Dusty Johnson Date: 1/10/2007 Description/Location: Detention vault, (small vault at southeast comer) slab on grade Resteel verified: Yes by Dusty Johnson 1/9/2007 Grade: 60 Manufacturer: Nucor Placement Data °Design ® r Actual,[( Batch Weights /Cubic Yard Supplier: Miles Mix Number: 01550 Slump Spec: 5° W/C Ratio Spec: .43 Air Spec: - Total Yards: 45 Placed Via: Pump Consolidated: Yes Required Strength (psi): 3000 Sampling and Testing Data Time ASTM C 172, C 31 Made Cast Samples: 1-4 1:00 Cast Samples: Other Test Methods / Standards Used: Copies to: Owner X Contractor X Architect X Building Dept. X Engineer X Batch Plant Cement (lbs./type): 517# I -11 Fine Agg. (lbs): 1470# Coarse Agg. abs/size): 1860# W Coarse Agg. (Ibs/size): Slag Cement. (lbs): Fly Ash (lbs): Water (lbs or gal): 274# Admixtures (specify): Cubic Water Slump Air % Conc. Temp Ambient Truck Ticket Yards Added C143 C 231 C 1064 Temp No. No. 12 4° - 52 °F 35 °F 849 121100 Weather: Overcast Slump Range: Air % Range: Date Samples Picked Up: 1/11/2007 Initial Curing Method: Excluding ASTMC31- 12.1.5 Comments REINFORCING / PLACEMENT: Conforms X Does Not Conform COMPRESSIVE TEST RESULTS Specimen Test Field Age Size Area Max Load Strength Type of Fracture umber fate Cure Mays) flat fSg.ln.1 Weight (Lbs•) foil (other than cone} 1 1/17/07 7 6x12 28.24 29.69# 121,540 4300 2 2/7/07 28 6x12 28.21 29.79# 179,830 6380 3 2/7/07 28 6x12 28.21 29.78# 182,050 6450 4* *Discarded Tested in general accordance to ASTM C39 x ASTM C109 _ ASTM C617 _ ASTM C1231 x Note: Type of fracture does not apply when testing in conformance to ASTM C1231 Final curing in calcium hydroxide water storage tank at 73° ± 3° F Technical Responsibi Initial Curing Temp: R ECEIVED David Lyal, Technical Director This report applies only to the items tested or reported and Is the exclusive property of Otto. osenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our fim1 is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 or 1 888 - OTTO - 4 - US - Fax (206) 723 Fom1 No.: ADMIN- 62c-04 (Rev 09/06) Excluding ASTM C31 - 10.12 OTTO ROSENAU & ASSOCIATES, INC Geotechnical Engineering, Construction inspection & Materials Testing Job Number: CONCRETE REPORT RE CE IV ED 0 2 0 6444i iivi wetop, 06-683 Report Number: 43420 Permit Number: D06-460 Project: Southcenter Square Client: Wig Properties LLC - SS Address: 17200 Southcenter Parkway, Tukwila Address: 4811 134' Place SE, Bellevue Inspector: Darren Reid Date: 1/18/2007 Description/Location: Resteel, concrete and embed plate, placed per city approved plans and specifications for east small vault along road, slab dowels were 5-feet straight #5 at 12-inch embed*. Resteel verified: Yes by Darren Reid 1/18/2007 Grade: 60 Manufacturer Cascade 'Placement Data ' , - , Design CI, Actualt 7 ,, , „ Batch Weightsfeubic Yard Supplier: Mlles Cement (lbs./type): 517# 1-11 Mix Number: 2550 Fine Agg. (lbs): 1480# Slump Spec: 4' ± 1" Coarse Agg. (lbs/size): 1880lt 7 A" W/C Ratio Spec: Coarse Agg. (lbs/size): Air Spec: Slag Cement. (lbs): Total Yards: 34 Fly Ash (lbs): Placed Via: Pump Water (lbs or gal): 262# Consolidated: Yes (vibration) Admixtures (specify): 31 oz. Polyheed Required Strength (psi): 3000 Sampling and Testing Data Time Cubic Water Slump Air % Conc. Temp Ambient Truck Ticket ASTM C 172, C 31 Made Yards Added 0143 C 231 C 1064 Temp No. No. Cast Samples: 1-4 12:30 22 5' - 54°F 39°F MO20 179476 Cast Samples: Weather: Overcast 40°F Slump Range: Air % Range: - Date Samples Picked up: 1/19/2007 Initial Curing Method: Excluding ASTM car -ins Initial Curing Temp: &diming ASTPA C31 -10.1.2 Commepts • Structural slab dowels were wet set with 5'0' straight rods to be bent over at later date - engineer to approve Other Test Methods / Standards Used: COMPRESSIVE TEST RESULTS Specimen Test Field Age Size Area Max Load Strength Type of Fracture Number gym SCraVs1 (Ind £$a.lfl.1 Welaht (other than cone) 1 1/25/07 7 6x12 28.43 30.06# 136,600 4810 Tested in general accordance to ASTM C39 x ASTM C109 ASTM C617 Note: Type of fracture does not apply when testing in conformance to ASTM C1231 Final curing in calcium hydroxide water storage tank at 73° t 3° F Copies to: Owner X Contractor X Architect X Building Dept. X Engineer X Batch Plant REINFORCING/ PLACEMENT: Conforms Does Not Conform r Technical Responsibility: ASTM C1231 x David Lyal, Technical Director This report applies only to the items tested or reported and Is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm Is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (208) 725 or 1 - Fax (206) 723 Form No.: ADMIN-62c-04 (Rev 09/06) • OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: 06-683 Report Number: 59063 Permit Number: D06 -337 Project: Southcenter Square Client: Wig Properties LLC — SS Address: 17200 Southcenter Parkway, Tukwila Address: 4811 134 Place SE, Bellevue Inspector: Micah Ruoff Date: 1/24/2007 Description /Location: Lid for southeast road vault. Resteel verified: By Micah Ruoff 1/24/2007 Placement Data Supplier: Miles Mix Number: 02550 Slump Spec: 4° W/C Ratio Spec: Air Spec: Total Yards: 31 Placed Via: Pump Consolidated: Yes Required Strength (psi): 4000 Sampling and Testing Data ASTM C172,C31 Cast Samples: 1-4 Weather: Sunny/Partly doudy Date Samples Picked Up: 1/25/2007 Initial Curing Method: Excluding ASTM C31 - 12.1.5 Comments Other Test Methods / Standards Used: CONCRETE REPORT Grade: 60 Manufacturer: Cascade Design ® Actual fl Batch Weights /Cubic Yard Cement (Ibs./type): 517# I -11 Fine Agg. (Ibs): 1480# Coarse Agg. (Ibs/size): 1860# % Coarse Agg. (Ibs/size): Slag Cement. (Ibs): Fly Ash (Ibs): Water (Ibs or gal): 252# Admixtures (specify): 31 oz. Polyheed Time ' ubio ":Water 'SI'ump `=Air% Conc.Tentp` Mibient Truck Ticket Made _Yards Aided. 0443 C.231 C1.064 Temp No. No. 2:00 21 0 gal. 4'/z — 70 °F 46 °F 092 179775 Slump Range: — Air % Range: COMPRESSIVE TEST RESULTS Specimen Test Field Age Size Area Max Load Strength Type of Fracture Number ur Da s (Sa.In•1 Weiaht (Lbs.) si (other than cone) 1 1/31/07 7 6x12 28.33 29.28# 143,380 5060 Tested in general accordance to ASTM C39 x ASTM C109 _ ASTM C617 Note: Type of fracture does not apply when testing In conformance to ASTM C1231 Final curing in calcium hydroxide water storage tank at 73 t 3' F Copies to: Owner X Contractor X Architect X Building Dept. X Engineer X Batch Plant Technical Responsibili Initial Curing Temp: ASTM C1231 x RECEIV REINFORCING / PLACEMENT: Conforms X Does Not Conform David Lyal, Technical Director This report applies only to the items tested or reported and Is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725-4600 or 1- 888 -OTTO -4 -US — Fax (206) 723-2221 Form No.: ADMIN- 62c -04 (Rev 09/06) Exokiding ASTM C31 - 10.1.2 • OTTO ROSENAU & ASSOCIATES INC Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: 06 -683 Report Number: 58164 Permit Number: D06 -337 Project: Southcenter Square Client: Wig Properties LLC - SS Address: 17200 Southcenter Parkway, Tukwila Address: 4811 134 Place SE, Bellevue Inspector: Darren Reid Date: 1/26/2007 Description/Location: Resteel and concrete placed for continuous footings with pads at Building *S' along A/10 -12, along 12/A -D.1, along *V /12-8, along 8 /C.8 -E.1, along E/8 -5, along 5/D.3 -F, along 1/13.7 -F, along B.7/1 -1.3, along F/4.3 -1 (section left out due to electrical). Resteel verified: By John Reeder and Placement - Oath '" Supplier: Miles Mix Number: 1550 Slump Spec 4' ±1" W/C Ratio Spec: .54 Air Spec: Total Yards: 120 Placed Via' Pump Consolidated: Yes (vibration) Required Strength (psi): 3000 Sampling and Testing Data ASTM;C- 172,G31 „ - Cast Samples: 1-4 Other Test Methods / Standards Used: Specimen Test Field umber Date ure 1 2/2/07 Copies to: Owner X Architect X Engineer Time Slade 8:00 Weather: Overcast with sun breaks Slump Range: Date Samples Picked Up: 1/29/2007 Initial Curing Method: Exdudog c31- 12.1.5 X Contractor X Building Dept. X Batch Plant Darren Reid Design Cement (Ibs./type): Fine Agg. (Ibs): Coarse Agg. (Ibs/size): Coarse Agg. (Ibs /size): Slag Cement. (Ibs): Fly Ash (lbs): Water (lbs or gal): Admixtures (specify): Age Da s 7 CONCRETE REPORT Size l 6x12 Grade: 60 Manufacturer: Cascade , Nucor Actual 0 • -Batch Weights /CubicYatd 470# I -II 1520# 1860#W 271# Cubic ,Water :.; =Slump -Air %. _Conc. Temp Yards Added C143 C231_. C1064 34 10 gal. 4° - 54 °F REINFORCING / PLACEMENT: COMPRESSIVE TEST RESULTS Area (So.ln.) 28.23 Max Load Weight (Lbs.) 29.09# 93,430 Tested In general accordance to ASTM C39 x ASTM 0109 _ ASTM C617 Note: Type of fracture does not apply when testing in conformance to ASTM C1231 Final curing in calcium hydroxide water storage tank at 73° ± 3° F Ambient Temp 44 °F Air % Range: Initial Curing Temp: Conforms X Does Not Conform Strength Type of Fracture 120 (other than cone) 3310 ASTM C1231 x 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 or 1 - Fax (206) 723 - 2221 Form No.: ADMIN- 62c -04 (Rev 09/06) RECE r ,. D OUNt Truck Ticket No. No M325 179886 Excluding ASTM C31 - 10.1.2 Technical Responsibility: 9422 ! ./ yjjj GZ David Lyal, Technical Director This report applies only to the items tested or reported and Is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 tk%3V4 PERMQENT FILE COPY 1 IMP SOUTHCENTER SQUARE METER AND BACKFLOW TALLY Domestic Meters WO# Permit # N1 2" Existing relocate PW06 -099 S1 2" Existing relocate PW06 -099 Kohl's 1.5" 5106d06 PW06 -099 E3 2" 5207c06 PW06 -099 Domestic RPPA Make /Model N1 2" Not provided PW06 -099 S1 2" Not provided PW06 -099 Kohl's 1.5" Not provided PW06 -099 E3 2" Not provided PW06 -099 Irrigation Meter N1 1.5" NA PW06 -099 51 None Shown NA NA Kohl's 1.5" NA PW06 -099 E3 None Shown NA NA North Parking lot 2" NA `, PW06 -099 Irrigation Backflow Prevention Make /Model N1 1.5" Not provided Not provided PW06 -099 NA S1 None Shown Kohl's 1.5" Not provided PW06 -099 E3 None Shown Not provided NA North Parking lot 2" Not provided PW06 -099 Fire Line Backflow Make /Model N1 8" Not provided PW06 -099 81 8" Not provided PW06 -099 Kohl's 8" Not provided PW06 -099 E3 8" Not provided PW06 -099 tk%3V4 PERMQENT FILE COPY Space Heat Type 0 Electric resistance Q All other (see over for definitions) Glazing Area Calculation Note: Below grade walls maybe included in the Gross Exterior Wall Area if they are insulated to the level required for opaque walls. Total Glazing Area Electronic version: these values are automatically taken from ENV -UA -1. (rough opening) Gross Exterior (vertical & overhd) divided by Wall Area times 100 equals % Glazing 2614.7 r 23231.6 X 100 = 11.3% Concrete/Masonry Option Check here 8 using this option and if project meets a0 requirements for the Concrete /Masonry O yes Option. See Decision Flowchart (over) for qualifications. Enter requirements for each qualifying no assembly below. Envelope Requirements (enter values as applicable) Fully heated/cooled space Minimum Insulation R- values Roofs Over Attic For Building Department Use ►�/ 7.11E COY •. N/A All Other Roofs Applicant Address: 10230 NZ Points Drive , Suite 300, Kirkland, IA 98033 30.0 Opaque Walls 11.0 Below Grade Walls fl N/A Floors Over Unconditioned Space N/A Slabs-on -Grade tatimallirg Walla 10.0 Radiant Floors N/A Maximum ( Hectors Opaque Doors 0.600 Vertical Glazing 0.600 Overhead Glazing N/A Maximum SHGC (or SC) Vertical/Overhead Glazing 0.450 Project Info Project Address Building K, South Canter Square Date 9/29/2006 Tuk 11A For Building Department Use ►�/ 7.11E COY •. Applicant Name: rrreih►it end go Architects, Inc., P.S. Applicant Address: 10230 NZ Points Drive , Suite 300, Kirkland, IA 98033 Applicant Phone: 425.827.2100 ^-. -- Opaque Concrete/Masonry Wall Requirements Wall Maximum U -factor is 0.15 (R5.7 continuous ins) CMU bock walls with insulated cores comply If project qualifies for Concrete/Masonry Option, list walls with IC t 9.0 Btu/9 below (other walls must meet Opaque Wall requirements). Use descriptions and values from Table 10-9 In the Code. Wall Description U U- factor ;EVIEWED FOR CZ COMPLIANCE AnronAa f fl 40V 3 0 r oe A tatimallirg Walla Is' • _ Envelope Summary Climate Zone 1 ENV -SUM 2004 Washington State Nonresidential Energy Code Compliance Forms Project Description 0 New Building ❑ Addition r ❑ Alteration ❑ Change of Use Compliance Option El Prescriptive ❑ Component Pgdormance ❑ Systems Analysis (See Decision Flowchart (over) for qualifications) Semi- heated span Minimum insulation R- values Roofs Over Semi Heated Spaces 'n /A Notes: 2004 Washington State Nonresidential Energy Code Compliance Form 1. Assemblies with metal framing must comply with overall U- factors 2. Refer to Section 1310 for qualifications and requirements CO C BUI Revised May 2005 RECEIVED CITY OFTUVWIL P OCT 112006 PERMIT CENTER P •T'719, Envelope Summary (back) Climate Zone 1 ENV -SUM 2004 Washington State Natmldendal Energy Code Compliance Farms Decision Flowchart for Prescriptive Option Use this flowchart to determine if project qualifies for the optional Prescriptive Option. If not, either the Component Performance or Systems Analysis Options must be used. 1302 Specs Heat Type: For the purpose of determining bolding envelops requirements, the following two categories comprise iii space heating types: Other. M other pace heating systems including gas. solid fuel. oil, and propene space heating systems and those systems listed in the exception to electric resistance. (continued at right) 2004 Washington State Nonresidential Energy Code Compliance Form All Insulation Installed? Below Grd Wall (ext) Below Grd Wall (oth) Roof Over Attic All Other Roof Raised Floor Slab -On -Grade Radiant Floor Opaque Door R -10 R -19 R -30 R -21 R -19 R - 10 R -10 U -0.90 L OS All Insulation Installed? Below Grd Wall (en) Below Grd Wall (oth) Roof Over Attic All Other Roof Raised Floor Slab -On -Grade Radiant Floor Opaq Door Wood R -10 R -19 R R40 R -30 R -10 R-10 U -0.80 Metal R -10 U -0.062 U -0.031 U-0.034 U -0.029 R -10 R -10 U-0,130 • Mass Wall Insulation Req. Mass Wall U0.15/R5.7d CMU Block Ins. Cores Wood Frame R19 Metal Framed RIB Concrete/Masonry Option* Assembly Description Glazing Criteria Met? Glazing Vert OH Area % UVaI UVal SHGC 0-30% 0.55 0.70 0.45 30-45% 0.45 0.60 0.40 >45% Not Mowed No Yes Wall Heat Capacity (HC) Assy.Tag Prescriptive Path Allowed Component Performance or Systems Analysis Required HC Glazing Criteria Met? Glazing Area % 0-30% >30 Vert OH UVal UVal SHGC 0.40 0.60 0.40 Not Mowed Area (51) Totals Area weighted HC: divide total of (NC x area) by Total Area Mass Wall Insulation Req. Mass Wall U0.15/R5.7d CMU Block Ins. Cores Wood Frame R19 Metal Framed 110.052 HG x Area Revised May 2005 Electric Resistance: Space heating systems which use electric resistance elements as the panary heating system indudmg baseboard, radiant, and forced air units where the total electric resistance heat capacity exceeds 1.0 wet' of he gins conditioned Soar area. Exception: Heal pumps and terminal electric resistance heating In variable air volume distribution systems. N N *If the area weighted heat capacity (HC) of the total above grade wall is a minimum of 9.0, the Concrete Masonry Option may be used. For framed walls, assume HC=1.0 unless calculations are provided; for ail other walls, use Section 1009. Project Address Building 1, South Center Square Date 9/28/2006 Space Heat Type 0 Electric resistance 0 All other For Building Department Use Glazing Area as % gross exterior wall area 11.3% Prop. I 15.0% Max.Target Concrete/Masonry Option 0 Yes p. No Notes: If glazing area exceeds maximum allowed In Table, then calculate adjusted areas on back (over). Building Component List components by assembly ID & page # Proposed UA U- factor x Area (A) = UA (U x A) Target UA U- factor x Area (A) = UA (U x A) Bulzep Ie°p»A Storefront Win. c U =0. 440 Plan ID Doors a A4 .0/S A4 .1 U= Plan ID: U= Plan ID: U= Plan ID: U= Plan ID: U= Plan ID: U= Plan ID: 1150.5 0. 440 2614.7 0.550 2614.7 1438.1 Glazing % Electric Resist. Other Heating - 0-30% - 0.40 0.55 >30-45% see note above 0.45 UtN /A Plan ID NA U= Plan ID NA U= Plan ID NA U= Plan ID NA 0.700 Glazing % Electric Resist Other Heating 0-30% 0.6 0.7 >30-45% see note above 0.6 arwo aiegien0 U= N/A Plan ID NA U= Plan ID NA U= Plan ID NA U= Plan ID NA 0.700 Ie U =0.600 Plan ID Service Door LA4.0 /S A4.1 U= Plan ID: U= Plan ID: 0.600 473.2 283.9 0.600 473.2 283.9 Electric Resist. Other Heating 0.60 - 0.60 a+IMV wn0 alma R= N/A Plan ID: R= Plan ID: R= Plan ID: 0.036 Electric Resist Other Heating 0.031 0.036 A a � R= 30.0 Plan ID Built up Roof c A5.0 R= Plan ID: R= Plan ID: 0.036 49924.7 1797.3 0.046 49924.7 2296.5 Electric Resist. Other Heating 0.034 0.046 - Opaque Walls' R =11.0 Plan ID Conc. Tilt Up E AS.O R= Plan ID: R= Plan ID: R= Plan ID: R= Plan ID: R= Plan ID: R= Plan ID: "Note: sum of Target Areas here should equal 0.190 20143.7 3827.3 Target Opaque Wall Area (see back) 0.190 20143.7 3827.3 ** ** - Electric Resist Other Heating Frame -Wd 0.062 0.062 Frame -MO 0.062 0.109 Mass Wall` 0.15 0.15 ++ see mass wall Criteria sII M epee .M Mao R= Plan ID: R= Plan ID: R= Plan ID: Note: if Insulated to levels required for opaque walls, list above with opaque walls - - Electric Resist. Other Heating "_ Int Ins - _- . 0.062 - .. 0.062 EA Ins ? 0.07. -. - - .0.07 - Vu-+ -I1 JOAO a,twtJ R=N/A Plan ID: R= Plan ID: R= Plan ID: R= Plan ID: 0.056 .' Electric Resist. - Other Heating ... - • "MS $M61IIC0 SWAB - unmp "C R=10.0 PlanlD Oninsulated Slab I A5.0 R= Plan ID: R= Plan ID: R= Plan ID: 0.730 1910.2 1394.4 0.540 1910.2 1031.5 - - EIecSlcResist. ; Other !kiting F=0.54' F= &54 (see Table 131 for radiant Noon values) * 'For CMU walls, indicate core insulation material. Totals' 75066.5 8453.4 Totals' 75066.5 8877.4 • • 2004 Washington State Nonresidential Energy Code Compliance Farms To comply: 2004 Washington State Nonresidential Energy Code Compliance Form Envelope UA Calculations Climate Zonel ENV -UA 1) Proposed Total UA shall not exceed Target Total UA. 2) Proposed Total Area shall equal Target Total Area. Revised May 2005 I Glazing List components by assembly ID & page # OG- SHGC 2614.7 IGG ID:Storefront Windows & Doors E_A4.0 /E_ ID: ID: ID: ID: ID: I VG' 49924.7 20143.7 I Glazing List components by assembly ID & page # Proposed SHGC SHGC' x Area (A) = SHGC x A SHGC Target SHGC x Area (A) = SHGC x A &IRMO ID:Storefront Windows & Doors E_A4.0 /E_ ID: ID: ID: ID: ID: 0.370 2614.7 967.4 0.450 2614.7 1176.6 Glazing % - 0-30% . >30-45% Electric Resist - Other Heating 0.4 not allowed - 0.4 'Note: Manufacturer's SC may be used In lieu of SHGC. Totals) 2614.7 967.4 Totals! 2614.7 1176.6 2004 Washington State Nonresidential Energy Code Compliance Form • Climate Zone 1 ENV -SHGC 2004 WasNngton State Nonresidential Energy Code Compliance Forms For compliance: Proposed total SHGC x A shall not exceed Target total SHGC x A NOTE: Since 1997 SHGC compliance for vertical and overhead glazing is allowed to be calculated together. Target Area Adjustment Calculations If the total amount of glazing area as a % of gross exterior wall area (calculated on ENV -SUM1) exceeds the maximum allowed in Table 13 -1, then this calculation must be submitted Use the resulting areas In the Target UA and SHGC calculations above. Glazing Area Opaque Area Gross Exterior Wall Area I 23231.6 z I 10454.2 I Roofs over Attics Other Roofs Walls' Proposed Areas: Numbered values are used In calculations below. Roofs over Attics Other Roofs Walls X Max Glazing Area (Table 13 -1) 45.0% Target OG Area In Roofs over Attics 100 0 lesser 10454.2 Max OG Remaining = I 10454.2 I Maximum Target Glazing Area = [ 10454.2 I Target OG Area In Other Roofs —j 0 lesser 10454.2 Target VG Area = I 2614.7 I Proposed • • : • ue Area Pro ed OG Area Target OG Area Ta • et Opa. ue Area 49924.7 + — = 49924.7 Proposed Opaque Area Proposed VG Area Target VG Area Target Opaque Area I 20143.7 I+ I 2614.7 I I 2614.7 I= I 20143.7 Note: If there Is more than one type of wall, the Target VG Area may be distributed among them, and separate Target Opaque Areas found. If the Target Areas for Opaque Walls Meted on the front must equal the total calculated here. ReNsed May2005 Note: OG a overhead glazing VG a vertical glazing For Target OG's, the lesser values are used both here and below. I Target Areas OK I Target values In shaded boxes are used In the applicable Target UA calculations on the front. Target VG Area and Total Target 00 Area are also used In the applicable Target SHGC calculations above. Project Info Project Address Southcent:er Square Date 11/16/2006 17200 southoentsr Parkway For Building Department Use E :s a. COPY COPY Tukwila, Washington Applicant Name: seaTec Electric, Inc. Applicant Address: 7056 South 220th Street, sent ,WA 99092 Applicant Phone: 253-872 -5553 Project Description P❑ plans tnd requirements. G New Building ❑ Addition ❑ Alteration Refer to WSEC Section 1513 for controls arMtommissioning Compliance Option 0 Prescriptive p Lighting PoverAllowan (See Qualification Checklist (over). Indicate Fr4criptive & LPA 0 Systems Analysis spaces clearly on plans.) Alteration Exceptions (check appropriate box - sec. 1132.3) 60.0 • No changes are being made to the lighting ❑ Less than 60% of the fixtures new, Installed wattage not increased, & space use not changed. Location Fixture Description Number of Fixtures Watts/ Fixture Watts Proposed Exterior Fixture Type 2. 10 2160.0 21600.0 Exterior Fixture Type h2 8 2625.0 21000.0 Exterior Fixture Type B RECEIVED IT VnC rigi 16 60.0 960.0 Exterior ui /� 3-7 Fixture Type c ND C O r� 4 C C 465.0 1860.0 Exterior [ I I Fixture Type c3 " t t T I O N t 1 3240.0 3240.0 Location ( floor /room no.) Occupancy Description Allowed Watts per ft " Area in fe Allowed x Area Watts Proposed NOV 3 0 7006 0.2 IN/ft Covered Parking (reflective paint) 0.3 W/It Open Parking site Parking C (1 l ty € AW' `� 0.2 W •• From Table 15-1 (over) - document all exceptions on form LTG -LPA Total Allowed Watts 117293.8 Location (floor /room no.) Fixture Description Allowed Watts per ft or per If Number of Fixtures Watts/ Fixture Watts Proposed NOV 3 0 7006 0.2 IN/ft Covered Parking (reflective paint) 0.3 W/It Open Parking site Parking C (1 l ty € AW' `� 0.2 W 586469.0 117293.8 Outdoor Areas Total Proposed lens mq1( t�taFAYyred Wa for Interior Total Proposed Watts Location 1— ofign 7tSt 3-A min Allowed Watts per ft or per If Area In ft (or If for perimeter) Allowed Watts x fl (or x If) Covered Parking (standard paint) NOV 3 0 7006 0.2 IN/ft Covered Parking (reflective paint) 0.3 W/It Open Parking site Parking C (1 l ty € AW' `� 0.2 W 586469.0 117293.8 Outdoor Areas �' v' DIVISION 0.2 WM Bldg. (by rak:adep BUILDINC 0.25 wm Bldg. (by perim) Building's II, S, and Petco/14ordatrca' • Rack 7.5 W/If 3317.0 24877.5 1. Choose either the facade area or the perimeter method, but not both) Total Allowed Watts 142171.3 2004 Washington State Nonresidential Energy Code Compliance Form Lighting Summary LTG -SUM Nonresidential Washington State Nonresidential Energy Code Compliance Rums Maximum Allowed Lighting Wattage (Interior Notes: 1. Use manufacturer's listed maximum input wattage. For hard -wi ed ballasts only, the default table In the NREC Technical Reference Manual may also be used 2. Include exit lights unless less than 5 watts per fixture. Proposed Lighting Wattage (Interior) 3. Qst all fixtures. For exempt lighting, not exception and leave Watts/Fixture blank. Maximum Allowed Li ti F or ti x t urea wmk nark -wgee oan asrs only, Proposed Lighting Wattage (Exterior) the default table In the NREC Technical Reference Manual may also be used. PERMITCENTER Revisal May 2005 Exterior Fixture Type E 14 60.0 840.0 Exterior Fixture Type F 26 55.0 1430.0 Exterior Fixture Type a 56 75.0 4200.0 Exterior Fixture Type E 104 250.0 26000.0 Exterior Fixture Type .7 8 60.0 480.0 Exterior Fixture Type E 58 49.0 2842.0 Exterior Fixture Type L 9 295.0 2655.0 Exterior Fixture Type Ll 2 465.0 930.0 Exterior Fixturs Type N 8 300.0 2400.0 Exterior Fixture Type E 2 50.0 100.0 Exterior Fixture Type F 23 80.0 1840.0 Exterior Fixturr Type 0 22 160.0 3520.0 Exterior Fixture Type E 8 280.0 2240.0 Exterior Fixture Type s 6 160.0 960.0 Exterior Fixture Type 81 6 60.0 360.0 Exterior Fixture Type T 7 50.0 350.0 Exterior Fixture Type V 18 50.0 900.0 Total Proposed Watts may not exceed Total Allowed Watts for Exterior Total Proposed Watts 100707.0 2004 Washington State Nonresidential Energy Code Compliance Form Use' LPA' (Wisf) Use LPA` (W /sf) Painting, welding, carpentry, machine shops 2.3 Office buildings, office/administrative areas in facilities of other use types (including but not limited to schools hospitals, institutions, museums, banks, churches)' 1.0 Barber shops, beauty shops 2.0 Police and fire stations 1.0 Hotel banquet/conference /exhibition hall" 2.0 Atria (atriums) 1.0 Laboratories - 1.8 Assembly spaces', auditoriums, gymnasia ° , heaters 1.0 Aircraft repair hangars 1.5 Group R -1 common areas 1.0 Cafeterias, fast food establishments 1.5 Process plants 1.0 Factories, workshops, handling areas 1.5 Restaurants/bars 1.0 Gas stations, auto repair shops 1.5 Locker and/or shower facilities 0.8 Institutions 1.5 Warehouses ", storage areas 0.5 Libraries 1.5 Aircraft storage hangars 0.4 Nursing homes and hotel/motel guest rooms 1.5 Retail", retail banking 1.5 Wholesale stores (pallet rack shelving) 1.5 Parking garages (see exterior lighting) Section 1532 Mall concourses 1.4 Schools buildings (Group E occupancy only), school classrooms, day care centers 1.35 Plans Submitted for Common Areas Only' Laundries 1.2 Main floor building lobbies' (except mall concourses) 1.2 Medical Offices, Clinics" 1.2 Common areas, corridors, toilet facilities and washrooms, elevator lobbies 0.8 Prescriptive Spaces Occupancy 0 Warehouses, storage areas or aircraft storage hangers Oother Qualification Checklist Lighting ❑ Check if all fixtures are ballasted and at least 95 %e of fixtures are either: Note: If occupancy type is 'Other and Fixtures: fixture answer is checked, the number of (Section 1. Fluorescent fixtures which a) are non - lensed. b) have 1 or 2 two lamps c) have fixtures in the space Is not limited by Code. 1521) 5 waft T -1, T -2, T-4, 75, 7-8, 7-8 lamps. d) have hard -wired electronic Clearly indicate these spaces on plans. If dimming ballasts. Screw -In compact fluorescent fixtures do not qualify. not qualified, do LPA Calculations. 2. Metal Halide with a) reflector b) ceramic MH lamps a 150w c) electronic ballasts • - Exit and LED lights can be excluded from count if < 5 watts/fixture. Lighting Summary (back) LTG -SUM 2004 Washington State Nonresidential Energy Code Compliance Forms TABLE 15 -1 Unit Lighting Power Allowance (LPA 2004 Washington State Nonresidential Energy Code Compliance Form Revised May 2005 Footnotes for Table 15 -1 1) In cases In which a general use and a specific use are listed, the specific use shall apply. In cases in which a use Is not mentioned specifically, the Unit Power Allowance shall be determined by the building official. This determination shall be based upon the most comparable use specified in the table. See Section 1512 for exempt areas. 2) The watts per square foot may be Increased, by two percent per foot of ceiling height above twenty feet, unless specifically directed otherwise by subsequent footnotes. 3) Watts per square foot of room may be Increased by two percent per foot of ceiling height above twelve feet 4) For all other spaces, such as seating and common areas, use the Unit Light Power Allowance for assembly. 5) Watts per square foot of room may be increased by two percent per foot of ceiling height above nine feet. 8) See Section 1532 for exterior lighting. 7) For conference rooms and offices less than 150& with full height partitions, a Unit Lighting Power Allowance of 1.20 w/ft may be used. 8) For the fire engine room, the Unit Lighting Power Allowance Is 1.0 watts per square foot. 9) For Indoor sport tournament courts with adjacent spectator seating, the Unit Lighting Power Allowance for the court area is 2.8 watts per square foot. 10) Display window illumination installed within 2 feet of the window, provided that the display window is separated from the retail space by walls or at least three- quarter - height partitions (transparent or opaque). and lighting for free- standing display where the lighting moves with the display are exempt. An additional 1.5 wife of merchandise display luminaires are exempt provided that they comply with all three of the following: a) located on ceiling - mounted track or directly on or recessed Into the ceiling itself (not on the wall). b) adjustable In both the horizontal and vertical axes (vertical axis only Is acceptable for fluorescent and other fixtures with two points of track attachment). c) fitted with LED, tungsten halogen, fluorescent, or high intensity discharge lamps. This additional lighting power Is allowed only if the lighting Is actually Installed. 11) Provided that a floor plan, indicating rack location and height, Is submitted, the square footage for a warehouse may be defined, for computing the interior Unit Lighting Power Allowance, as the floor area not covered by racks plus the vertical face area (access side only) of the racks. The height allowance defined In footnote 2 applies only to the floor area not covered by racks. 12) Medical and clinical offices include those facilities which, although not providing overnight patient care, do provide medical, dental, or psychological examination and treatment. These spaces include, but are not limited to , laboratories and treatment centers. DESIGN CHRITERIA: ROOF DEAD LOAD: ROOF SNOW LOAD: STRUCTURAL CALCULATIONS ME DOPY Perrn:1: No. SOUTHCENTER/S "E" t c: TUKWILA, WA FOR I EXPIRES 5/12/ O 1 17 PSF 25 PSF UNIFORM WIND DESIGN DATA: BASIC WIND SPEED. 85 MPH (3 SECOND GUST) WIND EXPOSURE CATEGORY: B EARTHQUAKE DESIGN DATA: Ie = 1.0 SEISMIC USE GROUP = MAPPED SPECTRAL RESPONSE ACCELERATIONS: S =148 SI = 51.2 " SITE CLASS: E SPECTRAL RESPONSE COEFFICIENTS: SDS = .888g SD1 =.819g SEISMIC DESIGN CATEGORY: D BASIC SEISMIC FORCE RESISTING SYSTEM: SPECIAL CONCRETE SHEAR WALL R =5.0 DESIGN BASE SHEAR: VSTRENGTH = .125W = 177 K ANALYSIS PROCEDURE USED: EQUIVALENT LATERAL FCEIVED Frozilvto OCT 112006 PERMIT CENTER ID 574 • ICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE WASHINGTON 98122 206-324-6160 • Fax 206- 324 -6248 rhudson@hudsonengineers.com £8 S o a r CeNCreR : SHEET CiLLCW -- _Y CO . 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CONSULTING rompRS 1605 12TH AVENUE *Eon 11. 18 SEATTLE, WASHINGTON 68122 206 - 324 -6160 r Fax 206- 824.66248 rhudson @hudaonerlceng.eom •1 J it SHEET NO. cKCUrtm BY • ale OWL :I wrinirstm ,_- ■■■ ■■■■■■ ri U I I MM% ■■■■■ ■■ MINI Et NIII ■■■fi • ■ gg1rSEN !rr ■■ ■■■■■ ■MOM I 7 MUM= ■■■■■■■ ■■■p■■■■■■■ ■■■ ■ WWI W ■ ■\■ Fran■ ■■ ■■■J �! i!�r,1�,'!'�' WM ■ ■■■■ ■ ■■ MAIMMWEV - ■■■■ ■■ ■ r-■�!F ■■■i� - ga ■r■■ ■ ■■■■ ■■��■u■fr.s a ■rn uatr■ • _ ■■■■■!■SSu/ /a■■■ ■MMINU rr lit • I ■ ■ ■•1 n1pig�r■■■r RE -�► ■■■ r • ■■t PEEME.'■■■■■■ ■�!l�MEME\■■ • ■■MOME' !! l■■■rn nnsau■ • Mile aMMIRM■■■■E■■INEEMMI ■��■■■■ ■■■ ■■■ru■■■uuu■■ ■ ■■ ■■n .rni■■■ .1 11111111111 .. mil ■ ■■ mil mill RICHARD HIIDSON Be ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206- 324 -6160 • Fax 206 - 324 -6248 rhudson@hudsonengineers.cor ai Scy.sitk Lei / Ci2 P SHEET NO. CALCU.Rrm BY OF 2 i i + !WM/ E ' IL 4 % '17 a rN e J ' — I . than S�® l 5 rr - I H Y � 4 4 r ■ ■ I 1 1 Eft - r t f lign • Miff r - I t!. s S 1111 1s s ■ ■ f Si - 71 al r rrn • ■■ ■ I1 'H I -VI — - 1 1 - ■ ■ _ r ' I l• I - - I r ■■ �-__ 1 1 ►r ■■ - • 1 + :■ LI 1 1 1-d_. -1 1_ '4. 11 1 ill __ LL F1 -1 1- I 1 '1 r T�� , W�■ tai ■ � ► 9 I . 11`n • LI I .1 11 i 1 IS 1 I Nj II ■ i 1 ■■. L I 1111311 ■� � I 1 ■ ■ • c 4 d MEP . ■/■ ■«� 11.1FITANIE 1 :EM NSF' - 1 d 2 4. ■ , :v' N 1 \ 1 N aCIFSIM ■ T ■A• arMi ■■: WIN fl! A I n i i HI 1 I ■ I I 1 1 I N 1 i! _J■ • • ■INN 4 ,, tt ' ■ I: • 4 p ■ ® m 11 I lit - I r°Vf � - - -- ■ _ Th , �, -- M■t _ - -- S� 11 rid I _a_Hi t L ■ Jr— a 9 1g I hYt RICHARD HIIDSON Be ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206- 324 -6160 • Fax 206 - 324 -6248 rhudson@hudsonengineers.cor ai Scy.sitk Lei / Ci2 P SHEET NO. CALCU.Rrm BY OF 2 tri yi - , 1 , a L L J L . , 1 , , _, --k- - -4 • I - - , t SIIHI. c ell 4 - I II- , di r ______„._—____L - _ - -i L _ L-- al I m LH J lab_ riff , i ett , 42 NM :1 M al Os ' ff a r I PO I •1 ..._.: I -.- I _ _ N N L r-- ! j _ M I II , ' i I �'ll _LLB : allefl •It o c0 'a 11 ■ I -I- ® M --n Ar it a IIR I I , swi 111 111 gi I PIE I 1111. L -, k L L ... . _ r-� L 1 1 RICHARD HUDSON Sc ASSOCIATES, INC. " CONSULTING ENGINEERS SHEET NO. 41I 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonenglneers.com CALCULATED BY e..4 OF DATE S — r I l Li 1 Pi r -a l Ali i I _ - FT I � 1 _ .V i -- F --- I ae oi_ 1 1 ^: i i I L I it sI J I 2 , mik-5- L -_ fl Ma • NI Mir t• tat h A 'r V LI1 J r L It I A r �'I J o Illa • • I I � -I • dli .. r t,v-• c ,... 1. S. S LI • - 11 ' - K. , . , i I I r -- r _ I 1 -_, —t---- -, - — 3/* PM &t NEI PM ... . 14 Oct) IN iii, c r i. ng N —a ' t VIE MI A It I I _ II I a nt • • . — er . i r . F r 4 I 0..0 I I -■■ 1 • HI I r-1I Nit • . 1 RICHARD HUDSON & ASSOCIATES, INC. CC ENGINEERS 1605 12TH A'VENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonenglneers.com jos S"...Trti cpgaL SHEET NO. '0 CALCULATED - Y 04 t OF CATE ICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 24 -6180 • Fax 206 - 324 -6248 rhudson@hudsonengineers.com 1 Jcc ti4 C L %It , SHEET ND. N CALCUIATED BY C.4 1 DATE OF Ifltt.t Li L .J i 7 -5 rr { L-_ s l 7 t `f' � r- { P.. I f 0 1, ° C iS -f — Y.. _a! 63 I S -� E '' I I� H Ltali ,I, 9 a 0 � � " T t I SX 4. Gi g PSG L J F _ -- - { tt i L JI CA_ ? I i LJ I i - - j - -- I � IfLH —1 L Z ■ . C4.41 I f .!S I L`? I \ rl t 4 r IVI 11111. ' ■ Y. LX ll ■■ ■ _ ■■ ■■ 1 11 ■ ..■ ■ . ■ ®■ '■■ ■ ■ ■ T -( r—I -- _ j ICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 24 -6180 • Fax 206 - 324 -6248 rhudson@hudsonengineers.com 1 Jcc ti4 C L %It , SHEET ND. N CALCUIATED BY C.4 1 DATE OF [Wall Clear Height Parapet Height Thickness Bar Size Bar Spacing Bar Depth Min Defl. Ratio Concrete Weight Basic Dell w/o P -Delta Basic M w/o P -Delta Moment Excess of Mc: Max P -Delta Deflection Max P -Delta Moment Maximum. Allow Vertical Bar Spacing Maximum Altowllorizontal Bar Spacing Mn Phi :Moment Capacity Applied: Mu Mid-Span Applied: Mu @ Top of Wall Max Iterated Service Load Deflection Actual Deflection Ratio Actual Reinforcing Percentage UBC Allow. As % = 0.6' RhoBal Actual Axial Stress : (Pw + - Po ) / Ag Allowable Axial Stress = 0.04 fc 18.000 in 18.000 In Title : Dsgnr. Description : Scope: Description Jamb at front full height. With canopy . B.. .. i . 0A1/4118 _ For Factored Load Stresses Seismic - - - Wind -- 0.333 1.815 In 42,069.1 - 105,824.8 1n-ft 10,625.3 93,522:2 M - # 0.422 - 2.418 in 47,904.6 130,801.6 4+4 Patapetfar Spacing Req'd : SEISMIC Parapet Bar Spacing Redid : WIND 1,657 : 1 D:0079 0.0128 100.26 pct 120.00 psi Job # Date: 2:32PM, 6 SEP 06 � MY�1345, Yer 5.8.0, 1-Dec-2003 (c)181113-2103 ENERCALC Engineering Software Tilt -Up Wall Panel Design Page 1, ea jth ier.eay.Caio4aegis [General Information Code Ref: ACI 318-02,1997 UBC, 2003 IBC, 2003 NFPA 5000 1 Seismic Tone Min Vert Steel % Min Hodz Steel % 26250 ft Pc 3,000.0 psi 5.000 It Fy 60,000.0 psi 8.250 In Phi 0.900 5 Width 12.000 in 8.000 in Wall Seismic Factor 0.2750 6.500 In Parapet Seismic Factor 0.3000 150.0 - LL & ST Not Combined 145:00 pct Using: UBC Sec. 1914.8 iod...Deflections are Iterated Parapet Weight Counteracts Middle Lateral Loads - Vertical Leads Wind Load 70.000 psf Uniform DL Point Load 200.00 lbs 4- C,AtenP'f - UniformU ...height 10 R Sail • ...eccentricity .. wind Concentric DI. LateralLOad - If/ft ~O � - Concentric iS ..,distance to top ft - ...distance to bot ft Seismical' Magnifier 1.000 ...load type _ Seismic - Wind 7Magnifier 1.000 .Note: Load factoring supports 200318C and 2003 NFPA 5000 by virtue of !heir references to ACI 31 forconaete design: Factoring of entered loads to ultimate loads within this p)ogram Is according to ACI 318-02 C.2 1,574.00 #!R 2,315.00 #/R 5.000 in 6,545.00 lbs l ForSeivice'l�d Seismic 0.179 30,049.4 0.0 0.190 31,9272 lUn]irla'Y . Wail ;Design OK 26.25ft clear height, 5.00ft parapet, 8.25in thick with #5 bars at 6.00in on center, d= 6.50In, ft = 3,000.0psi, F Using: UBC Sec. 1914.8 method...Deflections are Iterated Factored Load Sending :'Wind toad Governs Service Load Deflection s Wind Load Governs Maximum Iterated Moment :,Mu - - 130,80136 In=# " Maximum Iterated. Deflection 1.944 M Moment Capacity 222,96116 In-# Deflection Unit 2.100 In Seismic itMnd 2660,51819 19-9 222,961.16 in4 47,904.65 in - 130,801.56 .in 33.503.30 21,650 0.19 in 1.94 in 162 i1 0.01 8 100.20 psi 120.00 psi 3 0.0020 0.0012 Deflections Wind . '' 0.485 in . 83,638.7 in-# 65,509.1 in4 1.944 in 102,788.5 in-# 10.000 in 18.000 in r2 Rev: 8e0000 User KW-0801345, Ver 5.8.0, 1-Dec-2003 _ (o)19e3.2003 ENERCALC Enpnee1n9 Sonware Tilt -Up Wall Panel Design Page 2 scenientenxwCelrasaeyy Description Jamb at front full height. With canopy Title : Dsgnr. Description : Scope Job # Date: 2:32PM, 6 SEP 06 Analysis Data I E n =Es /Ec Fr Multiplier for sgrt(fc) Ht / Thk Ratio Values for Mn Calculation... As:eff= [Pu:tot + AsFY]/Fy a : (AsFy + Pu)/(.85 fob) c =a /.85 !grow !cracked Ieit (ACI methods only) Phi: Capacity Reduction Mn= As:eff Fy(d -alt) - Pu (WaltThk/2 -Bar Depth) [Additional Values • Loads Used for analysis Wall Weight Wall Wt • Wall Seismic Factor Wall Wt • Parapet Seismic Factor Service Applied Mal Load Service Wt @ Max Mom Total Service Axial Wads ACI Factors (per ACI 318-02. applied internally to entered loads) ACI C-1 &' C-2 DL ACI C-1 & C-2 U. ACI C-1 & C-2 ST _ = ST • : 1.400 1.700 1.700 1.100 3,122,018.6 psi 9.29 5.000 38.18 99.687 psf 27.414 psf 29.906 psf 8,119.00 gift 1,606.84 lift X 9,925.83 Mt ACI C-2 Group Factor ACI C3 Dead Load Factor ACI C-3 Short Term Factor Sgross 136.125 Ina My = S • Fr 37,279.4 in-ft Fr= - 273.86 psi Rho: Bar Reinf Pct 0.0214 Seismic Wind 0.852 In 0.794 In 1.670 In 1.556 in 1.964 in 1.831 in 561.516 1n4 - 561.52 1n4 193 104 185 in4 0.001114 0.00104 0.900 0.900 289,464.85 ln-# 247,734.62 in-it Factored Loads • AppledAtdal Load Lateral Wail Weight Total Lateral Loads Seismic 11,366.60 2,629.57 13.896.17 Wind 8,524.95 Mt 1,897.18 gift 10,422.12 if/ft 0.750 Add I Factor for Seismic 0.900 AddI'0.9' Factor for Seismic 1.300 1A00 0.900 Description [General Information Clear Height Parapet Height ThIdmess Bar Size Bar Spacing Bar Depth Min Deli. Ratio Concrete Weight Basic Dell w/o P -Delta Basic M w/o P -Delta Moment Excess of Ma Max P -Delta Deflection Max P -Delta Moment Maximum Mow Vertical Bar Spacing Maximum Allow Horizontal Bar Spacing Spin:flary Side wall jamb l ft Fy Width 26.000 ft 5.000 ft 7.250 in 5 8.000 in 5.500 in 150.0 145.00 pcf Seismic ;:' wbxj 0.414 34,600.0 8,372.8 0.445 37,162.5 18.000 In 18.000 In 26:OOft Clear height, 5.00ft parapet, 7.25in thick with #5 Using: ACP Eq. 9-7 for left & Iterating Deflections : Factored Load: Bending : Wind Load Governs Maximum Iterated 'Moment :Mu - - 95,149.58In4 Moment Capacity 146,412.83 ln-# Mn • Phi : Moment Capacity Applled:.Mu Mid-Span Applied: Mu © Top of Wall Max Iterated Service Load Deflection Actual Defection. Ratio Actual Reinforcing Percentage UBC Allow. As % = 0.6' RhoBal Actual Axial Stress : (Pw+ Po ) / Ag Allowable Axial Stress = 0.04 • ft ■ Title : Stsatitet COL geN job a Osgnr. Date: 4:40PM, 29 AUG 06 Description : Scope: Rev: 580000 User: KW-0801345. Vet 52.5 1.Oeu2003 _(0e834003 ENERCALC Enpnewing aoeware Tilt -Up Wall Panel Design Page 1 .1 snMcenter aw.Calalauons Code Ref•.'ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 1 3,000.0 psi Seismic Zone 60,000.0 psi Min Vert Steel % 0.900 Min Horiz Steel % 12.000 In Base Fixity Wall Seismic Factor Parapet Seismic Factor LL -& ST Not Combined Using: ACI Eq. 9-7 for left & Iterating Deflections Parapet Weight Counteracts Middle [Loads Laterall Loads Wind Load 70.000 psf Point Load lbs ..ioad agh type Seismic ft Lateral Load #/ft .. disstaanc e to b ft Seismic 'I• Magnifier 1.000 ...load type Seismic - Wind srMagnifer 1.000 Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate bads within this program Is according to ACI 318-02 C2 Vertical Loads • Uniform DL Unifcnn.LL • ...eccentricity Concentric DL • Concentric LL, tWall Analysis . 2290 In 83,928.6 In-# 66,359.9 in 2.600 In 95,149.6 in *ft it/ft in 6,545.00lbs For Service Load - eisrhi 0.207 24,714.3 0.0 0.214 25,594.7 Parapet Bar Spacing Req'd : SEISMIC Parapet Bar Spacing Req'd : WIND 3 0.0020 0.0012 0% 0.3000 0.3000 Deflections • St 1.630 in 65,826.4 in-# 44,928,0 In-# t926 in 73,717.7 in-# 18.000 in 18.000 in Wall Design OK bars at 8.00in on center, d= 5.6Oin, Pc = 3,000.0psi, F Service Load Deflection : Wind Load Governs Maxim= •Iterated Deflection 1.926 In ... Deflection Omit . Z080 In Seismic .:Wind 171,710.43 In-# 146,412.83 in 37,162.52 in-# 95,149.58 In-# 5,519.06 In-# 13,387A9 In4 ° 021 In 1.93 In 1.455 :1 162 :- 0.0070 - 0.0070 0.0128 - 0.0128 .. 120. 00 p 1 0000 psi • Description ACI .C1'& p42 DL - AC1 C-1 & C-2 LL ACI C-1 & C-2 ST ....seismic = ST • : Side wall jamb E 3,122,018.6 psi n =Es /Ec 9.29 Fr Multiplier for sgrt(rc) 5.000 Ht / Thk Ratio 43.03 Values for Mn Calculation... As:eff= iPO:tot + AsFYyFY a : (AsFy+ Puy(.85 fc b) c =a/.85 !Wm hacked leff:(ACl methods only) Phi: C padtyReduction Mn = As:eff fy(d -alt) - Pu (WaIRhk2 -Bar Depth) Loads tied for analysis Wail Weight Wall Wt • WaU Seismic Factor Wall Wt • .Parapet Seismic Factor Service Applied Axial Load SerAdeWt :Max Mom TdtatSeMce Axial Loads 1.400 1.700 1.700 1.100 87.604 psf 26.281 psf 26.281 psf 6,545.00 #/ft 1,576 8,121.87 It/ft ACI C-2/Group Factor ACI C3 Dead Load factor ACI C-3 Short Term Factor � * CeCtan sQ, job • Title Dsgnr. Date: 4:40PM, 29 AUG 06 Description : Scope: Rev: 3e9990 User: KW•0601345. Vet p.9.9, 1.Deo2003 (c)1983.2003 ENERCALC Engineering Software Tilt -Up Wall Panel Design Page 2 soulncxner ocCakwaeons Sams - - 405.1251n3 Ma= S * Fr 28,789.7 in-it Fr = 273.86 psi Rho: Bar Rein( Pct 0.0214 Seismic Wind D.655 in 0.607 in 1283In 1.190 In 1.510 In 1.401 In 381.078 1n4 381.08 1n4 110.561n4 105.771n4. 381.081n4 128.80. esop 0.900 190,789.37 In4 162,880.92 [Additional Values Factored Loads Applied Axial Load 9,163.00 6,872.25 #/ft Lateral Wall Weight 2,207.62 1,655.72 - #/ft Total Lateral Loads 11 8,527.97 #/ft Seismic Wind L i4C1 factors (pe rACI 318-02, applied Internally to entered loads) 0.750 - Add, "1.4 factor for Seismic 1.400 0.900 Add"! "0.9 Factor for Seismic 0.900 1.300 l_t Rev: 680000 User. KW-0801345, Ver6AA, 1-Dee-2003 (c) 1883 -2003 ENERCALC Engineering ,Software Tilt -Up Wall Panel Design $W610eraere Ic Description Side solid `General Information Clear Height Parapet Height Thidmess Bar Size Bar Spacing Bar Depth Min Deft. Ratio Concrete Weight Code Rat ACI 318-02,1997.UBC; 2003 IBC, 2003 NFPA 5000 1 26.000 ft 3,000.0 psi Seismic Zone 2.750 ft 60,000.0 psi Min Vert Steel % 7.250 in 0.900 Min Hartz Steel % 5 12.000 in Base Fbdty 18.000 in Wall Seismic Factor 3.250 in - Parapet Seismic Factor 150.0 LL & ST Not Combined 145.00 pcf Using: ACI Eq. 9-7 for left & Iterating Deflections Parapet Weight Counteracts Middle fc Fy Phi Width Titre: Dsgnr. Description : Scope: Job It Date: 4:48PM, 22 SEP 06 3 0.0020 0.0012 0 % 0.3000 0.3000 LL4ads • Lateral Loads Wind Load 15.000 psf Point Load lbs ..load Seismic Lateral Load #/ft ..distance to top ft ...distance to hot ft Seismic T Magnifier 1.000 ,.bad type , Seismic .Windt Magnifier - - 1.000 Note: Load,factortng Supports 2003, IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring Of entered loads to ultimate loads within this program is. according to ACI 318-02 Cl -- Wall Analysis Basic Deft w/o P -Delta Basic M w/o P -Delta Moment Excess of Mcr Max. P -Delta Deflection Max P-De tt Moment 'MaldmUpl Allow Vertical Bar Sparing .. . Maximum Allow Horizontal Bar Spacing Summary Mn • Phi : Moment Capacity Applied: - ,MuMid -Sppaan . Applied: taut - Top of Wall Max Iterated Service Load Deflection Actual Deflection Ratio -. Actual Reinforcing Percentage UBC Allow. As % -'0.6' RhoBal. Actual Axial Stress : (Pw+ Po )/S4) Allowable Axial Stress = 0.04' ?c VeNICAL .odds Uniform DL Uniform LL ...eccentddty Concentric DL Concentric LL for Factored Load Stresses Seismic - Mil 0.601 - - 0.161 In 36,474.1 18,958.8 In-it 8,279.2 0.0 0.611 37,068.9 18.000 in 18.000 In For Service Load Seismic 0.221 26,052.9 0 0.162 In 0.222 19,076.9 b-#. 26,207.4 *ft *ft in lbs Seismic Wind 38,899.60 k1-# - .37,4 37,06848 In-0 - - 19,076.9 MHl in-# - 1,669.52 i n - 0 - .867.80 kh# 0.22 in 0.13 in "1,404.:1 2,459 :1 0,0053 - - o.0053 0,0128 - -- - 0.0128 psi 12 � 1200 psi Deflections Wind 0.126 in 14;869.7 in-it 0.0 in-# 0.127 In 14,957.9 in-# Parapet Bar Spadng Req'd:,SEISMIC 18.000 in Parapet Bar Spacing Req'd : WINE) 18.000 In Wall Design OK 26.00ft dear height, 2.75ftparapet, 7.25in thick with #5 bars at 18.00in on center, d= 3 25in, Pc = 3;000.0psi, Using: ACi Eq. 9-7 for Jeff tk Iterating Deflections Factored Load Bending - : Seismic Load Governs Service goad Deflection -: Setsmic,Load governs Maximum Iterated Moment :Mu 37,068.88 ill-f/ Maxlrpum Iterated Deflec ion 0.222 In Moment Capacity ,; 38,899.60 In-It Deftepnon Limit 2080 in Description Side solid E 3,122,018.6 psi n =Es /Ec - 9.29 Fr Multiplier for sgrt(tc) 5.000 Ht / Thk Ratio - 43.03 Values for Mn Calculation... A3:eff= (Pu:tot + AsFyyFy a : (AsFy +Puy(.85 fc b) c =a/.85 Igross laaaked I,ef(ACI met(iads only) Phi: Capadly Reduction Mn As:eff Fy(d -a/2) - Pu (WallThk/2 -Bar Depth) Loads used for 1100 Wall Weight Wall Wt 'Wall Seismic Factor Wall Wt• Parapet Seismic.. .81080e Applied Axial Load Serkipe Wt's Max Mom Tdtai'Seryice Mel Loads • ACI Fa ctors (per Aa 318 -02. ACI C-141 C ACI G1 & C-2 LL ACI C-1 & C-2 ST ....seismic = ST • : 1.400 1.700 1:700 1.100 87.604 psi 26.281 psi 26.281 psf 0.00 #rn 1,379.77 ti/ ft • 1,379.77 /t/ft ACI C-2 Group Factor ACI C-3 Dead Load Factor ACI C-3 Short Term Factor Title : Dsgnr. Description : Scope: Sgross Mcr =S•Fr Fr= Rho: Bar Relnf Pct Seismic 0.239 in 0.468 in 0.551 in 3814)78 In4 18.83In4 381.08 0.900 43,221.78 in-ft Factored Loads Applied Axial Load lateral Wall Weight Total Lateral Loads Job # Date: 4:48PM, - 22 SEP 06 se0000 U KW-0601345, Vet 3.9.0, 1-0eo2003 (c)19032003 ENERCALCF.npinarbp Software Tilt -Up Wall Panel Design Page 2 eouthoenter.ecwCtlaiaeons Analysis Data - 105.125 in3 28,789.7 in-# 273.86 psi 0.0214 Wind 0.231 in 0.453 in 0.532 N 381.08 k14 18.44 104 361.08104 0.900 41,331.38 in-# [Additional Values I Seismic Wind 0.00 " " X0:00 Mt 1,931.67 1,448.75 #/ft 1,931.67 1,448.75 #Jft appied lntemaltytoentered bads) 0.750 Mdi 'IAt actor for Seismic 1400 0.900 Add9'0.9' Factor for Seismic 0.900 1 300 RICHARD HUDSON 8e ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206- 324 -6160 • Fax 206 -324 -6248 rhudson@hudsonengtneers.com L – 1 I I SHEET NO. OF CALCULATED BY kfr DAM /0/5 /Oa in • • • 1.• 0 EMPOMF MINN AMMIn OWIMM ■!IUI lhl • Ifiran ■• MIS' J MEM • ■NE ■ I • gLa MIME M m rum rim rim MIPM ■ • 1. 1 1 11 1 I atanersami _ ■■ i i r r mEI muss t ®l:fr■ MEMEMMIEW MOM. ■■■■ Mimi ■■ J/ L� r prP -I- rrit EN I I FM • ' ._ 1 ■ LAI :0 a lii lama WA MOM Mil "Mr EMPIRE Mr :' -.HEM • ■E r ■M _ an MEM ■■ ■■■ M■ =■ ■i • 4 t4 i • 1 • -- —4_— i - I User KW-0601345, Ver 65.0. 1- nec-2003 ki ENERCALC Engineering Software Tilt -Up Wall Panel Design Page sa h:enter General Information Code Ref. ACI 318-02,1997 UBC, 2003 IBC, 2003 NFPA 5000 r Description Clear Height Parapet Height Thickness Bar Size Bar Spacing Bar Depth Min Defl. Ratio Concrete Weight t,dteral"LOSds Wind Load Point Load ...bad Architectural panels - tall 31.000 ft to 3,000.0 psi Seismic Zone 0.000 ft Fy 60,000.0 psi Min Vert Steel % 6.500 in Phi 0.900 Min Hodz Steel % 5 Width - 12.000 In Base Fbdty 11.000 In Wall Seismic Factor 3.250 in Parapet Seismic Factor 150.0 U. & ST Not Combined 150.00 pct Using: ACI Eq. 9-7 for left 8 iterating Deflections Parapet Weight Counteracts Middle [Loads Basic Dell w/o P -Delta Basic M w/o P -Delta Moment Excess of Ma Max. P -Delta Deflection Max P -Delta Moment Maximum Allow Vertical Bar Sparing Maximum Mow Horizontal Bar Spacing I Summary lbs ft Selsmiq 41,648,5 21,266.6 3.132 44,409.9 18.000 in 18,000 in 44,409.89 in# 7 4 355.40 in-ft Title: Dsgnr. Description : Scope: vertical U or Loads Uniform U. ...eccentricity Concentric DL Concentric U. Job # Date: 11:47AM, 5 OCT 06 Seismic Lateral Load Mt ft _distance o b ft Seismic 9• Magnifier - 1.000 . type Seismic Wind T Magnifier 1.000 Note: Load factoringsupports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02. for concrete design. Factoring of entered loads to ultimate loads within this program Ls according to : ACl 318-02 C2 Mt In lbs lbs �IlVaii Analysis For F i d tra Wind 0.000 in 0.0 in-# 0.0 In-# 0.000 in 0.0 in-it Ea ci s Deflections Seismic - Wind 0.974 - 0.000 in 29,749fr 0.0 hi-It 7 234.0 0.0 in-if 0.995 0.000 in 30,375.3 0.0 in-# Parapet Bar Spacing Req'd : SEISMIC 18.000 In Parapet Bar _Spadng Req'd : WIND 1 in Wall Design OK 31.00* clear height, 0.00ft parapet, 6.50in thick with #5 bars at 11.00in on center, d= 3.25in, ft = 3,000.0psi, Using: ACI Eq. 9 -7 for leff & Iterating Deflections factored Load Bending : Seismic Load Gove Maximum iterated Moment : Mu Moment Capacity Ain • Phi : Moment Capacity Applied: Mu (5) Mid -Span Applied: Mu Top of Max Iterated Service Load Deflection Actual Deflection Ratio Actual Reinforcing Percentage UBC Mow. As % — 0.6 • RhoBal Actual Axial Stress : (Pw + Po) / Ag Allowable Axial Stress = 0.04 • ft Service Load Deflection : Seismic Load Governs Maximum tterdte4 Deflection 0.995 in Deflection Unit ' 2480. in Set - Wind . r �,�► 56,349:17 (n 0.00 In-It 0.00 0.00 in 0 :1 0.0087 0.01288 16.15 psi 120.00 psi 409. r. tirt r 16.15 psi 120.00 psi 4 0.0012 0.0020 0% 0.2540 0.3000 7 Her: 600000 User KW-060134 (01903. HEER Enan� Tilt -Up Wall Panel Design Page 2 soueiceMer Description Architectural panels - tall `Analysis Data E n = Es/ Ec Fr Multiplier for sgrt(fc) Ht / Thk Ratio Values for Mn Calculation... As:eff (Pu:tot +AsFyyFy a : (AsFy + Puy(.85 fc b) p =0/.85 (gross hacked lff (ACI methods only) Phi: Capacity Reduction Mn = As:eff Fy (d - a/2) Loads used for analysis Wall Weight Wall Wt *Wall Seismic Factor Wall WI* Parapet Seismic Factor Service Applied Axial Load Service Me Max Mom Total' Axial Loads ACI C -1'& C-2' DL ACC- 1 & 042.LL ACI C- 1: &C-2 ST ...seismic =ST•: 1400 1.700 1.700 1.100 3,122,018.6 psi 9.29 5.000 57.23 `Additional Values 81.250 psf 20.637 psf 24.875 psf 0.00 Wit 1,25937 Mft 1,259.37 1Nft API C-2 Group. Factor ACI C-3 Dead Load Factor ACI C3 Short Tenn Factor Title : Dsgnr. Description : Scope: &gross Ma =S'Fr Fr = Rho: Bar Reinf Pct Seismic 0.368 in 0.721 in 0.8481n 274.625.n4 22.14 in4 140.98184 0.900 63,728.22 - in-it Factored Loads Applied Axial Load Lateral Wall Weight Total Lateral Loads Seismic 0.00 1,763.12 1,763.12 Job# - Date: 11:47AM, 5 OCT 06 Win(' 84.500 in3 23,1413 in-# 273.86 psi 0.0214 0.360 in 0.706 in 0.831 in 274.63 in4 21.88 in4 274.031n4 0.900 62,810.18 In# Wind 0.00 1,322.34, 1322:34 #/R te CI Factors (per ACI 318-02; applied internally to entered loads) 0.750 ` Adel 1.4 Factor for Seismic - 1400 0.900 . Add9'0.9' Factor for Seismic 0.900 1.300 RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 9812° 206 - 324 -6160 • Fax 206 - 324 -62 rhudson@hudsonengineers.com ,as °de SHEET NO OF CALCULMED! DATE J s/ 6 I 1 I i� • I 1 'U -r , L .� i t �� Iz t �s bji 1 I 31 L 4L. [L ! Lt. FA .L� : A �,c _ ! , IL C�i11 J 17 LA I I --i i ill 1 _11 -..;,,,,,,.. I rt.! Ls. , , CI-1 •l ^ 41_ a - s/ 1 , : ,,:s O -. PA NEL ELEVATION ��i I I i , <� 1 1E6 -4 F i n o� I ��:� ' Y- I lr - 1 ii _ .t a t. ari I. 1IN LAM 14 4$ I Thr VIP - r .1, I 5 1'4 i , + pi s I 4 I I----I 1 � .. � `.��`.`` : IL 7 Tor L4i ., int . .• • • __ Ja ai ' ,r- " ' ' 1/11. V ph; ANL - rii B l I L _ " it I 1/2 1 f Li i LL f II NSW I� 1_ II UM L a. 1 I 1 / mgr_ v " I AZD 1 "V L _ 1 T s I I I I I it) I LI — T _ 1 1 I I 1 j .L, 1 i 1 RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 9812° 206 - 324 -6160 • Fax 206 - 324 -62 rhudson@hudsonengineers.com ,as °de SHEET NO OF CALCULMED! DATE J s/ 6 Rev: 560000 User. KW-060134C Vet 5.8.0. 1-Dec-2003 (c)1963 -2003 ENERCALC EnginaMg Sdiwue Tilt -Up Wall Panel Design Page 1 aout+canter_aec.Gmp> Description [General Information Clear Height Parapet Height Thickness Bar Size Bar Spacing Bar Depth Min Detl. Ratio Concrete Weight Loads I Lateral Loads Wind Load Point Load ...height ...load type 26.000 psf lbs ft Seismic Lateral Load 17.00 Mt ...distance to top 22.000 ft ...distance to bot 9.500 ft Seismic'? Magnifier ...bad type Seismic Wind 9' Magnifier Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program Is according to AG 318-02 C.2 [Wall Analysis I Basic Defl w/o P -Delta Basic M w/o P-Delta Moment Fxrnss of Ma Max. P -Delta Deflection Max P -Delta Moment Maximum Allow Vertical Bar Spacing Maximum Allow Horizontal Bar Spacing Summary t Code Ref: ACI 318-02,1997 UBC, 2003 IBC, 2003 NFPA 5000 a 22.000 ft fc 3,000.0 psi Seismic Zone 0.000 ft Fy 60,000.0 psi Min Vert Steel % 6.500 In Phi 0.900 Min Horlz Steel % 5 Width 12.000 In Base Fbdty 13.200 In Wall Seismic Factor 3.250 In Parapet Seismic Factor 150.0 LL & ST Not Combined 145.00 pd Using: ACI Eq. 9-7 for left & Iterating Deflections Parapet Weight Counteracts Middle Mn • Phi : Moment Capacity Applied: Mu Mid -Span Applied: Mu @ Top of Wall Max Iterated Service Load Deflection Actual Deflection Ratio Actual Reinforcing Percentage UBC Allow. As % = 0.6 * RhoBal Actual Axial Stress : (Pw + Po ) / Ag Allowable Mal Stress = 0.04 • fc Panel #29 leg reinforcement check 22.00ft clear height, O.00ft parapet, 6.50in thick with #5 Using: ACI Eq. 9-7 for Jeff & Iterating Deflections Factored Load Bending : Seismic Load Governs Maximum Iterated Moment : Mu 37,891.67 Ina# Moment Capacity 52,457.82 In-# The : Dsgnr. Description : Scope: Vertical Loads Uniform DL Uniform LL —eccentricity Concentric DL Concentric LL For Factored Load Stresses Seismic Wl pq 0.982 0.384 In 36,432.3 27,5842In -# 14,750.4 4,875.0 0 - # 1.024 0.390 In 37,891.7 28,018.3 in # 18.000 In Parapet Bar Spacing 18.000 In Parapet Bar Spacing Wall Design OK bars at 1320in on center, d= 3.25in, Pc = 3,000.0psi, Service Load Deflection : Seismic Load Governs Maximum Iterated Deflection 0.306 in Deflection Umft 1.760 In Seismic Wind 52,457.82 In# 50,682.16 In4 37,891.67 in-it 28,016.29 In-# 24,177.99 in-# 6,798.75 In-# 0.31 in 862:1 0.0072 0.0128 27.68. psi 120.00 psi 22 Job# Date: 8:54AM, 9 OCT 06 1,295.00 Mt 2,159.00 Mt 5.000 In 1 000 t000 For Service Load Seismic 0.302 26,023.1 3,196.8 0.306 26,338.1 Req'd : SEISMIC Req'd : WIND 0.19 In 1 357 :1 0.0072 0.0128 Ibs 27.68 psi 120.00 psi 4 0.0012 0.0020 0% 0.2540 0.3000 Deflections Win 0.193 In 22,2511 in 0.0 in-# 0.195 In 22,454.4 in-# 18.000 In 18.000 in Title : Dsgnr. Description : Scope: Job ft Date: 8:54AM, 9 OCT 06 Rev. 680000 User. KW-0601345. Ver 5.8.0.1 -Dec -2003 (0)19034003 ENERCALC Engineering Software Tilt -Up Wall Panel Design soulhcmter enc Description [Analysis Data E n =Es /Ec Fr Multiplier for s Ht / Thk Ratio Values for Mn Calculation... As:eff= [Pu:tot + AsFyyyFy a : (AsFy + Puy(.85 fc b) c =a/ .85 !gross hacked 1-eff (ACI methods only) Phi: Capacity Reduction Mn = As:eff Fy (d - a/2) Panel #29 leg reinforcement check 3,122,018.6 psi 9.29 5.000 40.62 Sgross Mcs=S' Fr Fr = Rho: Bar Reinf Pd Seismic 0.332 in 0.851 in 0.766 in 274.625 in4 20.83 1n4 199.30 1n4 0.900 58,28646 in-# 84.500 in3 23,141.3 in-# 273.86 psi 0.0214 Wind 0.320 In 0.627 in 0.737 in 274.63 in4 20.35 1n4 274.63 In4 0.900 56,313.51 in-# [Additional Values U Loads used for analysis Wall Weight Wall Wt a Wall Seismic Factor Wall Wt Parapet Seismic Factor Service Applied Axial Load Service Wt © Max Mom Total Service Axial Loads 78.542 psf 19.950 psf 23.562 psf 1,295.00 #/ft 863.96 #/R 2,158.96 *ft L ACI Factors (per ACI 318-02, applied internally to entered loads) I ACI C-1 8 C-2 DL ACI G18C -2 LL ACI C-1 8 C-2 ST ....seismic = ST' : 1.400 1.700 1.700 1.100 ACI C-2 Group Factor ACI C-3 Dead Load Factor ACI C- Short Term Factor Factored Loads Applied Axial Load Lateral Wall Weight Total Lateral Loads Seismic Wind 1,813.00 1,359.75 if/it 1,209.54 907.16 f//ft 3,022.54 2266.91 it/ft 0.750 Add' 11.4' Factor for Seismic 0.900 Add9 "0.9' Factor for Seismic 1.300 1.400 0.900 RICHARD HUDSON & ASSOCIATES, INC. ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE WASHINGTON 98122 206-324-6160 • Fax 206- 324 -6248 rhudson@hudsonenglneers.com JOB 5 4 &a►Trf E CLIQAATED sV _. SHEET NO. Of DATE I I \ I i • I •• •••1 r [tie = I'4 i Ser C I ii zt ci J r M 4,•___ 4,•___ T - -� t -- - -- t - t - -- 1 I L L ! ! ( * - cif - 3 1 -- — ii i 7 . _ o OL ; Lni 0 1 Ii - — -.--1- -- - - ( �- e _ AL 4k 1 1-did I I 41 ., , J -I- _J r ... I I ; .V7, HIci 1_,4 PiT ; HI i f PluttkeiL st ••• EN "•• 1 I 1 L k-- FIE I 1/4,4 H . I pr Szs • Fir r IL w Ell ( ra L 1.1 II I Min LLJ I N ,di L 7 1 L.e MI - ■ 111 I I 9 \.l —e) it ■ 1 V Ltd] L4: s .; 11 LYIJ Ii P. .-- LI Ft' r 1 J r PU 7 I I ■ r II" I ; r I r t T T ; , - 1 1 I i ; f i RICHARD HUDSON & ASSOCIATES, INC. ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE WASHINGTON 98122 206-324-6160 • Fax 206- 324 -6248 rhudson@hudsonenglneers.com JOB 5 4 &a►Trf E CLIQAATED sV _. SHEET NO. Of DATE i i ll r , -- • I _ ; 1 4 r , L , 1- r , , _i__ I t- . . ! , , ] I ] --i- i_ 1 t 1 I LI 1 i r j - 1 L I C , , , f I r - - 1 1 ; 1 1' u 1 \V 1 i 7 _ . 1 -1 T- Mt I b ' I . a , , tt -r- te — , It ,.... i I ' II LILL I r -^ bi 1 i ! ---, 1 1- , i 1 1 -i f- 1 - ,_ , -, r ` --r 1 i- .., -- --- I r L __ L 1 I 1 I 1 1 L_J r ; ' 1 1 L , , , ! • • I i H - -- �1 • H U. 1 U 1 . I• i ..... I -1-T L_ -I-- -- 1 RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonenglneers.com JOB ‘ StVCIAl2£ E Satizie 1 7_5 SI1EET NO. CAWAWED BY 10_eri4C1 , It This I yr 2 1 ikt F ° �-4 t! ° All_‘ L U nip I r 1 I C- l 1 � � • EM all _1_� -1i I J r -- I - ��r� r. ! 1- 1 1 d' h— A t—_ L r I r -r- - 1 - 7 � I I I - -� I:` �_ - - - . t GET S f 1 u _ t _ I L- 4 1 - s P �■ 1 . I 1 A�Sux( 11 L (�� • lu O S rill i r- - I \ < r L... t C r4 a 11 1 l . M I II! L r: -4- r _-� , _I ul C„ 20' I ` 4 ri) d O:f- L -- ti `41 I...I T � i p i t A ° -� a C 1 T i I II, __ 1 RICHARD HUDSON & ASSOCIATES, MC CONSULTING ENGINEERS 1605 12' NUE • SUITE 18 SEATTLE, WASHINGTON 9 8122 206- 324 -6160 • Fax 206-324-6248 rhudson@hudsonengineers.com ..10B Sen. G SHEET NO. lob OF CALCULATED BY CA ti pp ck —22 —o Cp MC2003, EARTHQUAKE LOADS (Sac. 131 Soli She Class Response Spectral Acc. (0.2 sec); = 148.00%g Response Spectral Ace( 1.0 sec) S, = 51.20%0 Site Coefficient F, =. 0.900 Site Coefficient F,,: 2.400 Max Conskiered Earthquake Mc. Sy F.S. Max Considered Earthquake Mc. Sy, = F,,51 5% Damped Design Sps = 2 / 3 (S,$) Sp, = ka ( S M+) Building Ca egotkd Design Category Conside atlon: Seismic Design Category for 0.1 sec Seismic Design Category for 4.0sec st <35g Since Ta <.BTS (see below), SDC ° Comply with Selsreic Design Category 0 per ASCE-7,9.52-24 942.42, 9.52.6 .4. Equivalent lateral force procedure . BEARING WALL SYSTEMS Basic Seismic Force Systems tae12 Cis 0.02 Building ht. H,• 25 C..• 4.100 Appiox Fundamental ABS, 7, • r1• S Cu7a- 0.8Ts• 0.8(S poring wel. Shear waft and macho ©n Ftedbk bapxagw - S structure Regulart S Modes 7 Response Spectral Aoc.(0.2 sec) N. 1,480g Response Spectral Am( 1.0 sec) Si • 0.512g 12 6 %Derived Design Spa' %(F A) Sot' Frsh) Response ModEcagon Coef. R • 5 Over Strength Factor 0,• 2 '. Importance factor i = - 1 Seismic Base Sheer V° C.W 1 . * Sees 0.888 *4.25 " ;• 10 lee 0. eaESp;W • 0.358(W) Or•,IOOSoek Anchorage of Concrete or Masonry Walls (flexible diaphragm) F,• 0, 8Soele(W.) • 0.711.44/) Max Seismic Load E 1)Q +1-023p,D Where D.•2 0,2SO4D. 0.178(0) Deflection Amplification factor Ca. 5 Nonbuilding'fractures, Section 9.14 .4 Response Modifkatbn Coal R= 3 Importance factor I'••1 For flexible nonbuliding, C. • SpsLR Mtn C.23,.14 eral or C,• 0.8 SA V • 0296(W) For rigid nonbuilding, C. • 0,3 Sig I a 0.288 V• 0.266W Table 1615.1.1(Defau80)) • 1.480g Figure 1615(1) a 0.512g Figure 1615(2) Table 1615.1.2(1) Table 1815.12(2) • 1.332 Eq. 16-38 • 1.229 Eq. 1639 •0.888 Eq. 16-40 0.819 Eq. 16-41 • Salamis Use Group I Table. 1604.88Sec.1618.2 • ' Table 1816.3(1) D. Table 1818.3(2) NA Note a, T- 1818.3(1)42) D Control (exception of Section 1616.3 does not apply) SpN cwxret NI re shear vwt 1 -I x =0.75 T9.5.5.32 ft LYnfed Bulling Height (ft) as 160 for-Spat 0.8199 Table 9.5.5.3.1 .0,224 °0.109 = 0.738 ASCE 9.5.521 F.• 0:90 ° 2300 c • 0.888 • 0.819 x.214 0.296 • 0.124 . 0.137 • 0.178 or need not exceed, Cs (MOT 0.733 Mil C • .044S, • 0.039 Use C • 0.178 Ds&,, beta V. 0.178(W) Control Simplified SeismicSeismic base shear, 1617.5 V• 42S • 0214(!) Seismic force for Architectural, Mach and Mee components per 9.6 0.4sS. W,(1 +2r/h) sac. Eq 955 -1 Use T•T.•0224 see. Control (exception of Section 1616,5 dose not apply) 4- R,• 2.5 '✓ • ha10 Eq. 95.5.7.1 Table 9.144.1.1 Table 9.14,5.1.2 Eq. 9.14.5.1-1 Eq. 9.14.5.1 -2 Eq 9.14.52 Eq. 16-40 Eq. 16-41 ASCE7, 7-9.5.22 foot note g Table 3509:5 Eq. 9.55 .21 Eq. 95.521 -1 Eq. 9.5.5.2.1-2 Eq.9.5..521-3 Eq. (1656) Eq. 9.6.13 -1 'Table 9322 PFAS4 _ J Cale901Y B,CA.E.F - ✓ - �i 9.5 2.82.8 ul.Ha • 40 :Ni, •365. (o n r' -- b e per Swart cfwaf CatWery CALF Eft. 9.5.28.32 Eq. 9.5.27-1,9327-2 LraTaPt- Y rI RICHARD HUDSON Be ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE •SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.cona 14,AL 60/0 CEIXtelL c vk ek• SHEET NO. -2-- OF CALCULATED BY • m°2mmilWUMO AIMMEM NIMES •111•••1•• r EIS 7 1: S T I • •l RICHARD HUDSON & ASSOCIATES, ATL_, INC. CONSULTING ENGINEERS 1605 12Th AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206 -324 -6160 • Fax 206-324-6248 rhudson @hudsonengineers.com xis C D aA c-jt SO E. SHEET No. L cALcuta o •r 1�. CF DAV • • . / RICHARD HT DSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206 -324 -6160 • Fax 206 -324 -6248 rhudson @hudsonenglneers.com MEE EMI WIMP I lins ni ars immu ■ _ _.- • n la le a s;L -� in • adia MEM UM MN 4 J h 1 � t �1 ■ ■■fl U � r 5■■■■1i■ :■ ■ ■ ' MINIM ' . ■■ ■■ ■N■■■■■ • r • 5 ■ ■_�■ii■ r�M R ■■I■■■■ _ W r ■ gam' MAW - ms■■■■ n■r■ wilatme" ■■ ■�■ ■■■fin■ ■ ■■ ■ ■■ ■■■■ii ■■■ i 1111111411111111111°911' �� m■ ■ rJ) uanrr C�� ■■■ i ■ .W ■ EMI ■ ■■ n t i -- 1 1 A�r�d re. C SHEET NO. L l . CALCULPSED BY ca MA OF oaE RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206- 324 -6160 • Fax 206 -324 -6248 rhudson @hudsonengineers.com L `' II - �E: c S■_ O rtt • ■ �.4 •_ I . I� w ■■�1!!�F ■ ■� • U U ■F IIt ■ ■ u ■ i� ■ ■ ._ ■'ll■r! ll • II 11"1111111,11 • ■ ■ �.•.ilK .t* 1111 . Iii..m M�®.. II IN M. 0_1111110M a .11 V %BIRO■ I■■ MMIIM all ■I Er t II .C..nn®n.i.■r Iuin'' 1i _ nos ■ ® ®ICI■ Mir MINDWEEMMO EA a ■ ii*i r■ . ■ TIESSI Mr MEMEMEMMINUMMIM RENIMMM • I MN _ I Ma MUM 141 b i Joe ScydrIA- Castes) p,,.cui W BY C- 1 V. C Na - to Sc. w zaooMomt -wreak .0 tt I Pea 4 -cf r e f8” I et 4 Ia It e 32" s � a h. t ,0I ` , 5. e 2'�. RICHARD HITDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 hudson@hudsonenglneers.com ,108 Cyrkriwv SHEET NO. CAU:IAMED BY OF DATE • S • • • NE= 111••11. Ni' tirnirr ••••• min flue IBM Moe - - a it_ ffr le- P I 1_ m a; . grom morerw, snare • • innima II a wririPtim wrvinurifrittrwirla Ilin•IMMIMI•••11•111 SEIM IL. Mg -SSIII MIMI •MIMI I ; tk MINIMEL ariLI PIrrill BIE 11011M 1111 tiP me EWE arts . 6f SCir t4L) ( RICHARD RlIDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsoneagineers.com JOB Stmoibk ct347107 Bt-t SHEET?*-. L-1 CALCUL/QED WI OF DATE [LI , 4 i :>H4___Ifak t_f - �I d - -HI n' $1 01 rI 1+-1 ai �� 1 kA0 -ate '1 -_. — -1- j -_ is _ 4 i /r -I - - - ' I . 1 ViL t I: e i I t' ile( it H I_ i CO 1 - e1 "Kw,' I ) ., I Ii LJ T III • - 1J rn i . . -- • .L_ e z lir PIRINI Ma l'• • ---4 E I • T r--- 1 -F- -- j... — 1"r Di ill I . ' I 7 ct) rer.,g1M p - 1 g 4- 1 NI lit Ltk n+ L�- IMM Ng - 4 • I. 1 • - 1 Ma NI Ill L_i Il • III 'i I M a ma in .11111111t ' 1111111111111ICIPW1 2 -- - Da 111 . • 111111 flU. CIII Ill. i 11111 lull III 11111 II 1 II II • . �I ( RICHARD RlIDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsoneagineers.com JOB Stmoibk ct347107 Bt-t SHEET?*-. L-1 CALCUL/QED WI OF DATE RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE WASHINGTON 98122 206-324-616C • Fax 206-324-6248 rhudson@hudsonengineers.com Joe S o%.s—ct1 eka.- tryst._ SHEET NO. L..- 6 OAW%LCED SY C4WA OF DATE . , I - < .44.. RV i _1- New . Hi Ii II f I ,I-171 '11 1 L._ 1 _I ..__ 3 i• L I i � _ L ' . _ NM A 1111 . 4 ' - Atri � Ir I L1 I .lti It • WM 'Y :iI 111 IN K ass PA Wh L�WLI � eL L .a -r- - Er um, SR .S A al _ : no • 6 - i nr iL • II 1 nu nom i IN rir • IF QOM I mmimm i IRMAMMEM- T im W' r. i I mi Imam milli is NIA 1 moms: 11 m • l 1 I • III 1 _J ! � I H I i mm • ] • , , i r RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE WASHINGTON 98122 206-324-616C • Fax 206-324-6248 rhudson@hudsonengineers.com Joe S o%.s—ct1 eka.- tryst._ SHEET NO. L..- 6 OAW%LCED SY C4WA OF DATE cornerstone Geotechnical, Inc. March 1, 2006 Ms. Leshya Wig r Properties, LLC -SS) 4811 - 1 laic SE Bellevue, Washington 98006 Dear Ms. Wig: Letter Geotechnical Engineering Evaluation Surcharge for Commercial Buildings Tukwila, Washington CG File No. 2061 INTRODUCTION 17625 -130e Ave. NE, C102, Woodinville, WA 98072 Phone: 425 - 8441977 Fax: 425- 844 -1987 n- ft 'LE COPY 425 4 k 4v5- g(4'8(04 . FOR CODE pC MPLIANCE F O7 kVC'o-• NOV 3 0 2006 BUIL DI This presents our geotechnical evaluation of your conunercial site located at 17200 outhcenter Parkway in Tukwila, Washington. The site is the location of the former 1C Penney warehouse. We understand that you plan to remove the existing structures and construct new retail structures. There have been three geotechnical studies on various portions of the site. We have been provided with the Geotech Consultants report dated January 5, 2005. That report contained exploration data for the other two reports. We did not receive copies of the other reports. The Geotech Consultants report recommended that a surcharge be placed on the eastern third of the site. You have requested that we review their report and comment on the need for the surcharge. PROJECT DESCRIPTION The project will consist of removing the large warehouse building and smaller retail structure and constructing six retail structures. Five of these structures are expected to be single -story, tilt -up construction buildings. The sixth building will be a much larger Kohls store, which will have a h k € ED mezzanine. Other details of that building are not known. CITY OF T! IY.WILP OCT 112006 PERMIT CENTER Geotechnical Engineering Services Wig Properties — Tukwila March 1, 2006 CG File No. 2061 Page 2 The existing structures are located on approximately the western two-third of the site. There is about 2 to 3 feet of relief across this portion of the site. Site grades are not expected to change much in this area. The eastern one -third of the site is undeveloped. It appears that some fill was placed in the area during past grading. The topography map provided shows slopes on the order of 4 feet in height, which are interpreted to be a second generation of fill. The ground surface varies from about Elevation 22 to 28 across this portion of the site. We would expect that the final grades will be on the order of 26, requiring fill up to 4 feet in height. It is in this area that Geotech Consultants recommended placing a surcharge to Elevation 30 to induce settlements of the underlying soft soils. This means about 4 feet of surcharge is recommended in this area. The intent is to reduce future settlements of the existing structure. SITE CONDITIONS The site is underlain by valley alluvium that has been deposited by the Green River. During deposition, the river meandered across the valley leaving remnant channels and low areas that were typically unfilled over time with soft soils and potential organic soils and peat. The alluvial deposit varies from fine sand, silty fine sand to silt, and organic silt and peat. The soft silts and peat soils are subject to settlement after being subjected to new loads. Although it is never possible to completely determine if old channels or low areas with soft soils are present across a site like this, a generalized soil profile can be obtained. Using this generalization does acknowledge that some risk of localized softer areas may exist, which could cause future settlements. We accessed the south and west side of the existing warehouse and did not observe any indications on the outside of the building that differential settlements due to localized soft areas have occurred. These indications would be cracks in the panel joints or unevenness in local areas around the dock high fill slab. This indicates that the buildings have performed well over time and that the subsurface conditions remained fairly uniform over short distances. Alternatively, and/or additionally, the buildings may have been suitably reinforced to withstand some local differential settlement. CONCLUSIONS AND OPINIONS The need for the surcharge is based on desired performance of the structure and the actual structural design of the structure. We note that the Kohl's building is much larger than the others and may have higher column loads than what was originally understood in the Geotech Consultants report. This could Cornerstone Geotechnical, Inc. Geotechnical Engineering Services Wig Properties — Tukwila March 1, 2006 CG File No. 2061 Page 3 have two different impacts on the building design. The higher loads could produce greater settlements. However, if the building is an open frame with individual column loads, it may be more flexible and able to withstand these settlements. We recommend that this issue be reviewed between your geotechnical and structural engineers, specifically for the larger Kohl's building. The surcharge recommendation was provided. mainly to reduce the risk of differential settlement in the eastern third of the site. Differential settlement does not appear to have significantly impacted the performance of the existing structures, so surcharging of those areas does not appear significantly beneficial. The main reason for surcharging the eastem third is that a new fill load will be placed in this area to bring it to grade which will induce new settlements. The purpose of the surcharge is to accelerate those settlements making the future settlement performance of the area more uniform. The report recommended 4 feet of material with a unit weight of 120 pounds per cubic foot (pcf), or 480 pounds per square foot (psf) surcharge. We have reviewed the logs of the borings and produced a generalized section for use in settlement analysis. This section assumes that the upper 10 feet is reasonably compact and will produce minimal settlements, and most of the settlement is going to be due to the lower -lying soft soils. Using this section, we have calculated the following settlements for a site that has been surcharged and one that has not been surcharged. These results are shown below in Table 1. Table 1 Settlement of foundations for various loads, with and without surcharges Settlement (in.) Footing Size Load No Surcharge Surcharge % Change (feet) (psi) 8x8 2000 1.8 .8 56% 4x4 2000 0.9 .4 56% 40x3 2000 1.7 .6 65% It should be understood that the above represents "order of magnitude" settlement and that variation of 50 percent is possible. This also assumes that the existing fill is reasonably compact. Since it is an undocumented fill, the condition of the fill should be evaluated during construction. One option to reduce the impact of variations in the fill is to overexcavate one footing width and replace with Cornerstone Geotechnical, Inc. Geotechnical Engineering Services Wig Properties — Tukwila March 1, 2006 CG File No. 2061 Page 4 compacted structural fill for critical foundations. Typically, differential settlement is taken as one -half the total, although on this site, it maybe more. The soils on this site are expected to produce settlement reasonably fast with most of it occurring within a month or two of loading. Therefore, much of this settlement will occur during construction and before the building is occupied. This would allow some repairs prior to putting the finish coverings to the building. The intent of Table 1 is to provide an insight to how much benefit the surcharge will provide. These values should be reviewed by your structural engineer for use in determining the need for the surcharge. An example is if the 8 foot by 8 foot loading is appropriate, then the question is whether the 1.8 inches of settlement is acceptable. If it is not, then the surcharge would be appropriate. If the 0.8 inches of settlement is also not desirable, then some other type of foundation system would be appropriate. Since some settlement is anticipated in all cases, we recommend that the foundations be suitably reinforced to withstand some differential settlement. The floor slabs should also be reinforced. oOo Cornerstone Geotechnical, Inc. Geotechnical Engineering Services Wig Properties — Tukwila March 1, 2006 CG File No. 2061 Page 5 This letter was prepared for use by Wig Properties LLC in evaluating whether or not a surcharge is necessary in preparing the site for the planned development. Our services include a limited review of the existing soil data. We did not complete explorations at the site and this study is not considered a full geotechnical study. Both this study and the previous Geotech Consultant studies assume that an isolated pocket of deep soft soils does not exist on site. Although this is a reasonable assumption based on current performance observations, there is some risk that this exists. In the event that a pocket of soft soils do exist, the settlement estimates provided would be significantly understated. Within the limitations of scope, schedule and budget for our work, we have strived to take care that our work has been completed in accordance with generally accepted practices followed in this area at the time this letter was prepared. No other conditions, expressed or implied, should be understood. We appreciate the opportunity to be of service to you. If there are any questions concerning this letter or if we can provide additional services, please call. Sincerely, Cornerstone Geotechnical, Inc. ;EXPIRES a*a , Charles P. Couvrette, PE Principal Engineer CPC:nt Three Copies Submitted Cornerstone Geotechnical, Inc. GEOTECH CONSULTANTS, INC. Wig Properties 4811 - 134th Place Southeast Bellevue, Washington 98006 Attention: M.K. Wig , Subject: Transmittal Letter - Geotechn Engineering Study Proposed Shopping Center Southcenter Parkway and Minkler Boulevard Tukwila, Washington Dear Mr. Wig: We are pleased to present this geotechnical engineering report for the proposed retail development to be constructed at Southcenter Parkway and Minkler Boulevard in Tukwila. The scope of our services consisted of reviewing existing subsurfacb -information and conducting additional subsurface explorations, and then developing this report to providerecommegdations for general earthwork and design criteria for foundations, retaining walls, and pavements. This work was authorized by your acceptance of our proposal dated November 23, 2004. The attached report contains a discussion of the study and our recommendations. Please contact us if there are any questions regarding this report, or for further assistance during the design and construction phases of this project. JRF/MRM: esn REVIEWED FOR CODE COMPLIANCE V,. n 0 nnnnvCf) NOV 3 0 GU06 ty Of TUkwIia BUILDING DIVISION Respectfully submitted, GEOTECH CONSULTANTS, INC. Marc R. McGinnis, P.E. Principal GEOTECH CONSULTANTS, INC. 13256 Northeast 20th Street, Suite 16 Bellevue, Washington 98005 (425) 747 -5618 FAX (425) 747 -8561 r.s wPY January 5, 2005 JN 04318 DO(r M- SURFACE GEOTECHNICAL ENGINEERING STUDY Proposed Shopping Center Southcenter Parkway and Minkler Boulevard Tukwila, Washington This report presents the findings and recommendations of our geotechnical engineering study for the site of the proposed retail center to be constructed at the northeast corner of Southcenter Parkway and Minkler Boulevard in Tukwila. Development of the property is in the planning stage. We were provided with two potential preliminary site plans prepared by Freiheit & Ho Architects. Based on this information, we anticipate that the two existing buildings on the property will be removed. A large retail building will be constructed on the eastern side of the site, on the undeveloped portion of the property. We expect that several feet of fill will need to be placed above the existing grade to reach the floor slab elevation. A multi -story parking garage may be constructed on the north side of this building. Smaller, one- to two -story retail buildings will be constructed on the western portion of the site. The configuration for these buildings is still undecided. They will either be clustered more in the center of the property, or will line its perimeter. Most of the area around the buildings will be used for parking and access roadways. We anticipate that most of the site west of the planned eastern building will remain near its existing grade, with no significant cuts or fills expected. If the scope of the project changes significantly from what we have described above, we should be provided with revised plans as soon as possible in order to determine if modifications to the recommendations and conclusions of this report are warranted. We further recommend that we review the geotechnical aspects of the site plans prior to final plan preparation. SITE CONDITIONS The Vicinity Map, Plate 1, illustrates the general location of the site, located south of the Southcenter Shopping Mall. The project site is in an area developed for retail buildings and warehouses servicing retail buildings. Most of these buildings are concrete "tilt - up" structures of one to two stories in height. The project was developed with a large, two -story height former J.C. Penney's distribution warehouse constructed in 1968, located in the center of the site. On the southwestern portion of the property is a smaller one -story building that was used for J.C. Penney's Auto Service Center, and most recently as a car dealership. Both of these buildings are vacant and will be demolished. The general developed site area has a pavement grade of 23 to 24 feet. The former auto service building has a finish floor slab grade of approximately 24 feet, and the warehouse building has a floor grade of approximately 27 feet. These grades are shown on a survey completed by Bush, Roed and Hitchings, Inc. dated April 1996. Behind, or to the east, of the large warehouse building, there is an undeveloped parcel, which is covered partially by brush, cottonwood, and alder trees. Most of the southern two- thirds of the vacant parcel appears to have been filled to an elevation of about 26 feet, except a strip about 100 feet wide along the east property line. This area and the area north of the filled area has an existing ground elevation of 22 to 23 feet. GEOTECH CONSULTANTS, INC. Wig Properties JN 04318 January 5, 2005 Page 2 We observed the condition of the existing warehouse building and the Bon - Macy's warehouse building to the north of the site. Both of these buildings are 30 years old, and it appears from a cursory examination that these buildings' foundations are in relatively good shape. Some settlement has occurred, as evidenced by cracks in the floor slab and minor cracks between tilt -up panels, and at least one case where there has been a small amount of spelling at the panel connections due to settlement or earthquake- induced motion. The site topographic survey indicates that there is 3 to 4 inches of elevation difference in the floor slab between the northeast and north corners. Whether the slab was originally constructed level or not is not known. However, based on the appearance of the building, this amount of differential settlement may have actually occurred. Such settlement over a distance of 450 feet is well tolerated by a properly constructed tilt -up concrete building. Floor cracks that have developed have not impeded the use of these buildings. We assume that the former J.C. Penney warehouse area was not preloaded, as Dames & Moore did not recommend that the proposed addition by preloaded. Giles Engineering Associates recommended in 1996 that a 4- foot -high preload be utilized for a new one -story J.C. Penney Home Center to be constructed in front of the existing warehouse building. SUBSURFACE For this study, we were provided a geotechnical report by Giles Engineering Associates, Inc. dated December 23, 1996 entitled °Proposed J.C. Penney Home Store," which included logs of five test borings and two cone penetrometer probes on the west side of the warehouse building. One two of the test borings were relatively deep. Test borings B -2 and B-5 and the cone penetrometer probes extended to depths of 56 to 76.5 feet. Dames and Moore (now URS Corporation) prepared a study entitled "Report of Geotechnical Investigation, Distribution Center Expansion" dated November 22, 1995. This report was for the vacant parcel east of the warehouse building. They drilled five test borings to depths ranging from 49 feet to 74 feet for that study. The logs of these previous borings are attached to the back of this report in an appendix. In order to supplement these previous explorations, Geotech Consultants, Inc. drilled two additional test borings on the western portion of the site on December 9, 2004. These borings were drilled west of the warehouse to a depth of 59 feet. These borings were drilled using a truck- mounted, hollow -stem auger drill. Samples were taken at 5 -foot intervals with a standard penetration sampler. This split -spoon sampler, which has a 2 -inch outside diameter, is driven into the soil with a 140 -pound hammer falling 30 inches. The number of blows required to advance the sampler a given distance is an indication of the soil density or consistency. A geotechnical engineer from our staff observed the drilling process, logged the test borings, and obtained representative samples of the soil encountered. The Test Boring Logs are attached as Plates 3 through 6. Soil Conditions In general, all of the previous and current test borings found 10 to 12 feet of fill soils consisting of sand silt with some gravel. This is likely glacial till fill, and according to the Dames & Moore report, it was placed in the summer of 1965. The upper fill in the area east of the warehouse building was likely placed during the construction of the warehouse building in 1968. It appears that some compaction effort was used when the general fill was placed in 1965, as it is very stiff or medium - dense. Below the fill are alluvial silts and fine- grained sands typical for the surrounding area. The silts and sands are loose and fairly devoid of significant organic matter to a depth of about GEOTECH CONSULTANTS, INC. Wig Properties JN 04318 January 5, 2005 Page 3 20 feet. Below this is a zone where the loose silts and sands contain layers of peat. Samples of the peaty soils in our test borings had moisture contents of 98 to 146 percent. This organic -rich zone is about 10 feet thick. Below the organic layer, the explorations found layered loose silts and fine sands. Cleaner, medium -dense sands were observed in most of the borings from a depth of about 40 feet. The cone penetrometer probe at the northwest corner of the site (CPT -1) indicated this sand layer was only 10 feet thick, while CPT -2, nearer the north center of the site, encountered the sand to a depth of 65 feet. Below the medium -dense sand layer, loose sandy silt was encountered by the cone penetrometer. Our two test borings in the southwest area of the site found the top of this lower silt layer to be at 52 to 56 feet below the ground surface. Groundwater Conditions It should be noted that groundwater levels vary seasonally with rainfall and other factors. We anticipate that perched groundwater could be found near the surface of the original ground level at a depth of about 10 to 12 feet below the ground surface. In the area east of the warehouse, there are mapped wetlands, which means that there is perched surface water where the fill was not graded properly to allow the surface water to drain away. The final logs represent our interpretations of the field logs and laboratory tests. The stratification lines on the logs represent the approximate boundaries between soil types at the exploration locations. The actual transition between soil types may be gradual, and subsurface conditions can vary between exploration locations. The logs provide specific subsurface information only at the locations tested. If a transition in soil type occurred between samples in the borings, the depth of the transition was interpreted. The relative densities and moisture descriptions indicated on the test boring logs are interpretive descriptions based on the conditions observed during drilling. GENERAL CONCLUSIONS AND RECOMMENDATIONS THIS SECTION CONTAINS A SUMMARY OF OUR STUDY AND FINDINGS FOR THE PURPOSES OF A GENERAL OVERVIEW ONLY. MORE SPECIFIC RECOMMENDATIONS AND CONCLUSIONS ARE CONTAINED IN THE REMAINDER OF THIS REPORT. ANY PARTY RELYING ON THIS REPORT SHOULD READ THE ENTIRE DOCUMENT. The site is underlain by 8 to 10 feet of moderately compact fill soils. This fill was placed on top of alluvial silt and fine sand soils that are relatively loose and moderately compressible. A layer of more compressible soil containing peat lenses and inclusions occurs from about 22 to 30 feet below the existing surface in the borings drilled west of the existing warehouse building. This layer was not identified in most of the Dames & Moore borings east of the existing warehouse building. A denser sand layer occurs at about 40 feet below the ground surface, and extends to 50 to 60 feet deep, where soft silts were found to the maximum depth explored by the deeper explorations. Based on the encountered soil conditions, and our observations of building performance around the site, it is our opinion that the proposed retail buildings can be supported on conventional foundations. Preloading of the retail building area should not be necessary, except for the portion of the planned large building that will be located on the eastern side of the property. The existing fill soils have been in place over 30 years and are relatively thick, and the proposed overall building loads (a combination of floor and overall building structure loads), will be relatively light. Because GEOTECH CONSULTANTS, INC. Wig Properties JN 04318 January 5, 2005 Page 4 fill was placed only in a portion of the proposed eastern building, we recommend that areas where the existing ground surface is below elevation 25 feet be preloaded. The top of the preload should be at elevation 30 feet. Up to 8 feet of structural fill and preload fill will be required in this area. Structural fill in all buildings should be placed as quickly as possible in the construction phase in all building areas, and if the slab subgrade is more than 2 feet above the final grade, we recommend that the fill settlement be monitored (see the Preloading Program section of this report). Given the likelihood of detectable foundation settlement in the conventionally supported buildings, flexible building construction and materials are recommended where possible. Wood and steel structures are the most flexible construction types, followed by concrete tilt -up structures. Concrete masonry (CMU), brick, and stucco construction should be avoided, as these materials show cracking most readily. We are not aware of catastrophic structural damage to modem buildings in general from the 2001 Nisqually earthquake, which occurred between Tacoma and Olympia, and had a magnitude of approximately 7 on the Richter scale. This earthquake's epicenter was some distance away from the subject site and moderate in intensity. It did cause damage in the Seattle area to older buildings, and in some newer buildings with construction or design defects. Seismic settlement occurred, but few areas of seismic liquefaction were noted in the Seattle area from this event. The thick fill on this site will reduce the effects of seismic liquefaction and settlement, which may occur on this site in a large earthquake. Also, we recommend that floor slabs be tied to the perimeter and interior foundation, and the slabs reinforced to improve seismic resistance and reduce the effects of seismic settlement. Exterior foundations should be continuous. Based on our analysis and experience, we recommend that the proposed four -story parking garage structure (excluding the ground floor slab) should be constructed on deep foundations embedded into the layer of medium -dense sands. This type of building will have relatively large concentrated foundation loads and is more likely to be negatively affected by differential settlement. Considering the ground conditions, driven timber piles would be a suitable foundation type. The pile- supported building foundation should not be connected to the adjacent retail building foundations. The foundation and earthwork recommendations in this report involve some risk that must be assumed by the building owners. The risks involve more than "normal" foundation settlement from static or earthquake loading. However, as discussed, our recommendations generally are consistent with standard building practice in the area. Maintenance and other corrective measures may be required as the building ages, or after a large earthquake. The drainage and /or waterproofing recommendations presented in this report are intended only to prevent active seepage from flowing through concrete walls or slabs. Even in the absence of active seepage into and beneath structures, water vapor can migrate through walls, slabs, and floors from the surrounding soil, and can even be transmitted from slabs and foundation walls due to the concrete curing process. Excessive water vapor trapped within structures can result in a variety of undesirable conditions, including, but not limited to, moisture problems with flooring systems, excessively moist air within occupied areas, and the growth of molds, fungi, and other biological organisms that may be harmful to the health of the building occupants. The designer or architect must consider the potential vapor sources and likely occupant uses, and provide sufficient ventilation, either passive or mechanical, to prevent a build up of excessive water vapor within the planned structure. A significant geotechnical consideration for development of this site is the high silt content of the on -site soils. Based on our observations, and the results of existing laboratory tests, the moisture GEOTECH CONSULTANTS, INC. Wig Properties JN 04318 January 5, 2005 Page 5 contents of the on -site soils are variable. These fine- grained, silty soils are very sensitive to moisture, which makes them impossible to adequately compact when they have moisture contents even 2 to 3 percent above or below their optimum moisture content. The reuse of the upper existing fill soils as structural fill to level the site will only be successful when weather conditions are such that the moisture contents can be adjusted. Aeration or controlled wetting of soils is usually only possible during the warmer and drier late summer and early fall months. The earthwork contractor must be prepared to rework areas that do not achieve proper compaction due to improper moisture content. Utility trench backfill in structural areas, such as pavements, must be placed as structural fill. Improper compaction of backfill in utility trenches and around control structures is a common reason for pavement distress and failures. The alluvial silt and silty sand that underlies the existing fill would not be suitable for reuse in any structural areas on the site. Imported granular fill will be needed wherever it is not possible to dry the wetter on -site soils sufficiently before compaction. The erosion control measures needed during the site development will depend heavily on the weather conditions that are encountered. The existing pavements should be left in place wherever possible during site work to limit the generation of mud and the tracking of soil by trucks and equipment. Where necessary, rocked construction access roads should be constructed to allow truck and equipment traffic off pavements. Existing and new catchbasins should be protected with premanufactured silt socks. Soil stockpiles should be covered with plastic during wet weather. Geotech Consultants, Inc. should be allowed to review the final development plans to verify that the recommendations presented in this report are adequately addressed in the design. Such a plan review would be additional work beyond the current scope of work for this study, and it may include revisions to our recommendations to accommodate site, development, and geotechnical constraints that become more evident during the review process. We recommend including this report, in its entirety, in the project contract documents. This report should also be provided to any future property owners so they will be aware of our findings and recommendations. SEISMIC CONSIDERATIONS The site is located within Seismic Zone 3, as illustrated on Figure No. 16-2 of the 1997 Uniform Building Code (UBC). In accordance with Table 16-J of the 1997 UBC, the site soil profile within 100 feet of the ground surface is best represented by Soil Profile Type S (Soft Soil). Using the 2003 International Building Code (IBC), the soil profile would be Class E. Liquefaction The site is underlain by loose, saturated, alluvial soils consisting of silty sand, sand, and sandy silt. These soils have been demonstrated to have a moderate to high potential for liquefaction during a large earthquake. Current geotechnical analysis cannot accurately predict where and to what extent soil liquefaction will occur during a large earthquake. It is therefore prudent to assume that soil liquefaction could occur beneath the site. Dames & Moore concluded in their study of the site that seismic liquefaction could occur in the alluvial soils under a magnitude 7.5 earthquake, and that about 3 inches of seismic settlement could occur. Th further stated that their calculations indicated that there would be no significant surface effects from a magnitude 6.5 earthquake that resulted in 0.2g acceleration. GEOTECH CONSULTANTS, INC. Wig Properties JN 04318 January 5, 2005 Page 6 The study of liquefaction and its resulting effects is ongoing, as development in areas underlain by saturated alluvium or hydraulic fill has only really occurred to a great extent in the last 20 to 30 years. Recent observations from earthquakes occurring in the State of California and in Japan indicate the following information about structures in areas underlain by liquefiable soil: • Ground surface subsidence due to liquefaction tends to occur either over a large area or at concentrated points where sand boils occur. • Differential foundation settlement typically occurs either at the location of a sand boil or where the subsurface soil conditions change significantly. • Catastrophic foundation settlement due to liquefaction occurs primarily as a result of lateral spreading, particularly in waterfront areas. • Conventionally constructed commercial buildings have not been documented to exhibit a high percentage of catastrophic foundation failures in liquefiable areas. Due to the uncertainties in predicting the potential effects of seismic liquefaction on commercial structures in the Tukwila and Kent Valley, we recommend that all foundations be supported on at least 2 feet of structural fill and that perimeter foundations be continuous. This will allow the exterior footings to span across any areas of concentrated liquefaction (sand boils). The potential for a sand boil to occur beneath, or near, an interior spread footing where the ground surface is constrained by underslab fill and the slab itself is low. Additionally, we recommend that buildings be designed for a SE soil profile, which results in the largest total design base shear. The floor slabs should be tied to perimeter and interior foundations. Considering the recommendations presented in this geotechnical report, it is our professional opinion that the differential foundation settlement that could be experienced by the structure during a large earthquake should be on the order of 3 to 4 'inches in a distance of 100 feet. It is our opinion that no additional liquefaction mitigation measures need to be incorporated into the structure beyond what are recommended in this geotechnical report. By preventing catastrophic settlement of the foundations, the safety of the occupants should be protected. This conforms with the intent of Section 1626.1 of the 1997 UBC, which requires that the design "safeguards against major structural failures and loss of life.° The intent is not to prevent damage or ensure continued function of the structure after the design seismic event. PRELOADING PROGRAM As discussed in the General section of this report, it is recommended that some areas of the building to be constructed on the east side of the site be preloaded. This is to reduce differential settlement between areas of newly placed fill and the deeper fill that has been in place for 30 years. Before placing the surcharge (preload) fill, structural fill should be placed to the design finish grade in the areas to be preloaded. Then a surcharge fill should be added to provide additional preload to induce as much settlement as possible prior to building construction. The surcharge fill does not have to meet any specific requirements, except that it should have a minimum in -place total density GEOTECH CONSULTANTS. INC. Wig Properties JN 04318 January 5, 2005 Page 7 of 120 pounds per cubic foot (pcf). However, if the surcharge fill is to be used later as fill on another part of the site, we recommend it meet the requirements for structural fill, i.e. contain no organic sand and be compactable. Structural fill placed in wet weather should contain no more than 5 percent fines passing the No. 200 sieve. The side slopes of the surcharge fill should be inclined no steeper than 1:1 (Horizontal:Vertical), and the top of the surcharge should extend at least 5 feet beyond the building perimeter. No fill berms for landscaping purposes should be placed near the building, since the addition of any fill could induce further settlement. Prior to placement of any fill, we recommend installing at least five settlement markers in the preloaded area prior to fill placement. Care should be taken to protect these markers from disturbance by construction equipment. The markers should be surveyed by a licensed surveyor prior to and during, fill and surcharge placement, and then at intervals of 2, 4, 8, 16, 32, and so forth days after the completion of the fill placement. Initial readings should show the existing ground elevation, and the readings taken during the placement of the surcharge should show the surcharge fill thickness. Settlement readings should be furnished to, and evaluated by, Geotech Consultants, Inc. When the primary settlement is completed, the surcharge fill may be removed. The exposed subgrade should be proof - rolled, and any loose areas should be overexcavated and replaced by structural fill. CONVENTIONAL FOUNDATIONS The proposed one- or two -story retail structures can be supported on conventional continuous and spread footings bearing on the existing site fills where it can be verified that compaction is at least 95 percent of the maximum density, or on at least 2 feet of new, properly compacted structural fill. We recommend that for budget considerations that it be assumed that structural fill will be required below all building foundations. See the section entitled General Earthwork and Structural Fill for recommendations regarding the placement and compaction of structural fill beneath structures. Adequate compaction of structural fill should be verified with frequent density testing during fill placement. Prior to placing structural fill beneath foundations, the excavation should be observed by the geotechnical engineer to document that adequate bearing soils have been exposed. We recommend that continuous and individual spread footings have minimum widths of 16 and 24 inches, respectively. Footings should also be bottomed at least 18 inches below the lowest adjacent finish ground surface. The local building codes should be reviewed to determine if different footing widths or embedment depths are required. The structural fill below foundations must be at least as wide at the bottom as the sum of the depth of the overexcavation and the footing width. For example, an overexcavation extending 2 feet below the bottom of a 2- foot -wide footing must be at least 4 feet wide at the base of the excavation. An allowable bearing pressure of 3,000 pounds per square foot (psf) is appropriate for footings supported on structural fill. A one -third increase in this design bearing pressure may be used when considering short-term wind or seismic loads. For the above design criteria, it is anticipated that the total post - construction static settlement of footings founded after preloading will be about 1 to 2 inches, with differential settlements on the order of 1 inch in a distance of 50 feet along a continuous footing with a uniform load. Lateral loads due to wind or seismic forces may be resisted by friction between the foundation and the bearing soil, or by passive earth pressure acting on the vertical, embedded portions of the foundation. For the latter condition, the foundation must be either poured directly against relatively GEOTECH CONSULTANTS, INC. Wig Properties JN 04318 January 5, 2005 Page 8 level, undisturbed soil or be surrounded by level structural fill. We recommend using the following ultimate values for the foundation's resistance to lateral loading: We recommend maintaining a safety factor of at least 1.5 for the foundation's resistance to lateral loading, when using the above ultimate values. DRIVEN PILES ( PARAMETER Coefficient of Friction Passive Earth Pressure ULTIMATE VALUE 0.40 300 pcf Where: (I) pcf is pounds per cubic foot, and (ii) passive earth pressure is computed using the equivalent fluid density. The timber piles should conform to the specifications outlined in the Uniform Building Code for end - bearing piles. Timber piles should have a minimum tip diameter of 8 inches, and they should be placed no closer than three pile diameters, center- to-center. If driven steel pipe piles are used, they should have a minimum diameter of 10 inches. Pre - drilling through the existing fill could be required for installation of the piles. Test piles would ascertain if this is necessary. An allowable compressive pile capacity of 20 tons can be assumed for piles driven into the medium -dense sand layer to a depth of about 45 to 50 feet. We recommend using a hammer that has a rated energy of 15,000 foot - pounds. The piles should be marked in 1 -foot increments to facilitate the recording of blow counts during the driving process. The pile number should be clearly marked on the location stake. We recommend driving the piles with a steam, air, or diesel hammer with fixed leads. Because soil conditions can be variable and there is very soft silt below the sand layer, we recommend driving at least 3 test piles before ordering the production piles to obtain a more accurate estimate of pile lengths and to determine driving characteristics. The piles and hammer used for the testing should be the same type as those to be used in production driving. We further recommend that a load test be conducted on the last pile driven in the test pile sequence, which should be stopped before penetrating through the medium -dense sand. The other two test piles should be driven to a depth of at least 60 feet, which will likely penetrate into the underlying soft sift. Geotech Consultants, Inc. personnel should observe the installation of both the test piles and production piles on a full -time basis. We anticipate that timber or pipe piles that are driven to criteria established after the test piles are driven will have total or differential settlements on the order of one -half inch. Lateral loads due to wind or seismic forces may be resisted by the piles and by passive pressure on the grade beams. We anticipate each vertical pile will have an allowable lateral capacity of 2 tons. Additional lateral loads can be resisted by battered piles, friction between the slab and the subgrade, and passive earth pressures on the grade beams. Piles may be battered at an angle of 1:5 (Horizontal:Vertical) without a reduction of the vertical load capacity. The lateral capacity of a battered pile can be assumed to be equal to one -half of the horizontal component of the axial capacity. A coefficient of friction of 0.35 may be used between the floating concrete slab and subgrade. Passive earth GEOTECH CONSULTANTS, INC. PARAMETER i Active Earth Pressure' VALUE 35 pcf Passive Earth Pressure 300 pcf Coefficient of Friction 0.40 Soil Unit Weight 125 pcf Wig Properties JN 04318 January 5, 2005 Page 9 pressures on the grade beams can be assumed to be equal to that pressure exerted by a fluid that has a density of 300 pounds per cubic foot (pcf). This value assumes that compacted structural fill is placed against the grade beams and does not include a safety factor. PERMANENT FOUNDATION AND RETAINING WALLS It is unlikely that there will be tall retaining walls on this project. However, walls backfilled on only one side should be designed to resist the lateral earth pressures imposed by the soil they retain. The following recommended parameters are for walls that restrain level backfill: Where: (I) pcf Is pounds per cubic foot, and (ii) active and passive earth pressures are computed using the equivalent fluid pressures. • For a restrained wall that cannot deflect at least 0.002 times Its height, a uniform lateral pressure equal to 10 psf times the height of the wall should be added to the above active equivalent fluid pressure. The values given above are to be used to design permanent foundation and retaining walls only. The values for friction and passive resistance are ultimate values and do not include a safety factor. We recommend a safety factor of at least 1.5 for overturning and sliding, when using the above values to design the walls. Restrained wall soil parameters should be utilized for a distance of 1.5 times the wall height from corners or bends in the walls. This is intended to reduce the amount of cracking that can occur where a wall is restrained by a corner. The design values given above do not include the effects of any hydrostatic pressures behind the walls and assume that no surcharges, such as those caused by slopes, vehicles, or adjacent foundations will be exerted on the walls. If these conditions exist, those pressures should be added to the above lateral soil pressures. The surcharge due to traffic loads behind a wall can typically be accounted for by adding a uniform pressure equal to 2 feet multiplied by the above active fluid density. Heavy construction equipment should not be operated behind retaining and foundation walls within a distance equal to the height of a wall, unless the walls are designed for the additional lateral pressures resulting from the equipment. The wall design criteria assume that the backfill will be well - compacted in lifts no thicker than 12 inches. The compaction of backfill near the walls should be accomplished with hand - operated equipment to prevent the walls from being overloaded by the higher soil forces that occur during compaction. GEOTECH CONSULTANTS, INC. Wig Properties JN 04318 January 5, 2005 Page 10 Retaining Wall Backlit! and Waterproofing Backfill placed behind retaining or foundation walls should be coarse, free- draining structural fill containing no organics. This backfill should contain no more than 5 percent silt or clay particles and have no gravel greater than 4 inches in diameter. The percentage of particles passing the No. 4 sieve should be between 25 and 70 percent. The on -site soils have too high of a silt content to be used for backfill within a 1:1 (Horizontal:Vertical) zone from the base of the wall. The purpose of these backfill requirements is to ensure that the design criteria for a retaining wall are not exceeded because of a build -up of hydrostatic pressure behind the wall. The top 12 to 18 inches of the backfill should consist of a compacted, relatively impermeable soil or topsoil, or the surface should be paved. The ground surface must also slope away from backfilled walls to reduce the potential for surface water to percolate into the backfill. The section entitled General Earthwork and Structural Fill contains recommendations regarding the placement and compaction of structural fill behind retaining and foundation walls. SLABS -ON -GRADE The building floors may be constructed as slabs -on -grade atop new or existing structural fill compacted to at least 95 percent of maximum density for a thickness of at least one foot. To reduce the potential for cracking and downsets from long -term slab settlement, we recommend that the slabs be reinforced with No. 4 rebar on 18 -inch centers. The slabs should be tied into perimeter and individual spread foundations. The subgrade soil must be in a firm, non - yielding condition at the time of slab construction or underslab fill placement. Any soft areas encountered should be excavated and replaced with additional select, imported structural fill. All slabs -on -grade should be underlain by a capillary break or drainage layer consisting of a minimum 4 -inch thickness of coarse, free - draining structural fill with a gradation similar to that discussed in Permanent Foundation and Retaining Walls. As noted by the American Concrete Institute (ACI) in the Guides for Concrete Floor and Slab Structures, proper moisture protection is desirable immediately below any on -grade slab that will be covered by tile, wood, carpet, impermeable floor coverings, or any moisture - sensitive equipment or products. ACI also notes that vapor retarders, such as 6-mil plastic sheeting, are typically used. A vapor retarder is defined as a material with a permeance of less than 0.3 US perms per square foot (psf) per hour, as determined by ASTM E 96. It is possible that concrete admixtures may meet this specification, although the manufacturers of the admixtures should be consulted. Where plastic sheeting is used under slabs, joints should overlap by at least 6 inches and be sealed with adhesive tape. The sheeting should extend to the foundation walls for maximum vapor protection. If no potential for vapor passage through the slab is desired, a vapor barrier should be used. A vapor barrier, as defined by ACI, is a product with a water transmission rate of 0.00 perms per square foot per hour when tested in accordance with ASTM E 96. Reinforced membranes having sealed overlaps can meet this requirement. In the recent past, ACI (Section 4.1.5) recommended that a minimum of 4 inches of well- graded compactable granular material, such as a 5/8 inch minus crushed rock pavement base, should be placed over the vapor retarder or barrier for protection of the retarder or barrier and as a "blotter" to aid in the curing of the concrete slab. Sand was not recommended by ACI for this purpose. GEOTECH CONSULTANTS, INC. Wig Properties JN 04318 January 5, 2005 Page 11 However, the use of material over the vapor retarder is controversial as noted in current ACI literature because of the potential that the protection /blotter material can become wet between the time of its placement and the installation of the slab. If the material is wet prior to slab placement, which is always possible in the Puget Sound area, it could cause vapor transmission to occur up through the slab in the future, essentially destroying the purpose of the vapor barrier /retarder. Therefore, if there is a potential that the protection /blotter material will become wet before the slab is installed, ACI now recommends that no protection /blotter material be used. However, ACI then recommends that, because there is a potential for slab cure due to the loss of the blotter material, joint spacing in the slab be reduced, a low shrinkage concrete mixture be used, and "other measures" (steel reinforcing, etc.) be used. ASTM E- 1643 -98 "Standard Practice for Installation of Water Vapor Retarders Used in Contact with Earth or Granular Fill Under Concrete Slabs" generally agrees with the recent ACI literature. We recommend that the contractor, the project materials engineer, and the owner discuss these issues and review recent ACI literature and ASTM E -1643 for installation guidelines and guidance on the use of the protection /blotter material. Our opinion is that with impervious surfaces that all means should be undertaken to reduce water vapor transmission. It is very important that slab moisture be controlled. We were consultants for a shopping center in Federal Way where there was no groundwater, yet there were significant post - construction moisture problems, which caused considerable expense to resolve. Control and expansion joints should also be used to control cracking from expansion and contraction. Saw cuts or preformed strip joints used to control shrinkage cracking should extend through the upper one -fourth of the slab. The spacing of control or expansion joints depends on the slab shape and the amount of steel placed in it. Reducing the water -to- cement ratio of the concrete and curing the concrete, by preventing the evaporation of free water until cement hydration occurs, will also reduce shrinkage cracking. We recommend proof - rolling slab areas with a heavy truck or a large piece of construction equipment prior to slab construction. Any soft areas encountered during proof - rolling should be excavated and replaced with select, imported structural fill. EXCAVATIONS AND SLOPES No excavated slopes are anticipated other than for utility trenches. Excavation slopes should not exceed the limits specified in local, state, and national government safety regulations. Temporary cuts to a depth of about 4 feet may be attempted vertically in unsaturated soil, if there are no indications of slope instability. However, vertical cuts should not be made near property boundaries, or existing utilities and structures. Based upon Washington Administrative Code (WAC) 296, Part N, the compacted fill soil at the subject site would generally be classified as Type B. Therefore, temporary cut slopes greater than 4 feet in height cannot be excavated at an inclination steeper than 1:1 (Horizontal:Vertical), extending continuously between the top and the bottom of a cut. Deep utility trenches intersecting native soils or reaching groundwater seepage will require shoring. The above - recommended temporary slope inclination is based on what has been successful at other sites with similar soil conditions. Temporary cuts are those that will remain unsupported for a relatively short duration to allow for the construction of foundations, retaining walls, or utilities. It is possible that variations in soil and groundwater conditions will require modifications to inclination at which temporary slopes can stand. It is also important that surface water be directed away from GEOTECH CONSULTANTS, INC. Wig Properties JN 04318 January 5, 2005 Page 12 temporary slope cuts. The cut slopes should also be backfilled or retained as soon as possible to reduce the potential for instability. Please note that loose soil can cave suddenly and without warning. Excavation, foundation, and utility contractors should be made especially aware of this potential danger. These recommendations may need to be modified if the area near the potential cuts has been disturbed in the past by utility installation, or if settlement- sensitive utilities are located nearby. DRAINAGE CONSIDERATIONS Foundation drains should be used where (1) crawl spaces or basements will be below a structure, (2) a slab is below the outside grade, or (3) the outside grade does not slope downward from a building. A drain on the outside of the foundation must be installed where there are truck wells to collect drainage flowing under the granular fill below the pavement. Drains should also be placed at the base of all earth - retaining walls. These drains should be surrounded by at least 6 inches of 1- inch - minus, washed rock and then wrapped in non - woven, geotextile filter fabric (Mirafi 140N, Supac 4NP, or similar material). At its highest point, a perforated pipe invert should be at least 6 inches below the bottom of a slab floor, and it should be sloped for drainage. All roof and surface water drains must be kept separate from the foundation drain system. For the best long -term performance, perforated PVC pipe is recommended for all subsurface drains. If any of the structures includes an elevator, it may be necessary to provide special drainage or waterproofing measures for the elevator pit. If no seepage into the elevator pit is acceptable, it will be necessary to provide a footing drain and free - draining wall backfill, and the walls should be waterproofed. If the footing drain will be too low to connect to the storm drainage system, then it will likely be necessary to install a pumped sump to discharge the collected water. Alternatively, the elevator pit could be designed to be entirely waterproof; this would include designing the pit structure to resist hydrostatic uplift pressures. Water should not be allowed to stand in any area where foundations, slabs, or pavements are to be constructed. Final site grading in areas adjacent to the buildings should slope away at least 2 percent, except where the area is paved. Surface drains should be provided where necessary to prevent ponding of water behind foundation or retaining walls. PAVEMENT AREAS The pavement section may be supported on structural fill compacted to a 95 percent density. Because the existing site soils are silty and moisture sensitive, we recommend that the pavement subgrade in areas of new pavement consist of at least 6 inches of free - draining sand and gravel structural fill below the crushed rock base in parking areas, and 12 inches in areas to receive truck traffic. Crushed concrete can be used for this purpose. Additional granular structural fill or geotextile fabric may be needed to stabilize soft, wet, or unstable areas. To evaluate pavement subgrade strength, we recommend that a proof roll be completed with a loaded dump truck immediately before paving. The subgrade should be evaluated by Geotech Consultants, Inc., after the site is stripped and cut to grade. Recommendations for the compaction of structural fill beneath pavements are given in the section entitled General Earthwork and Structural PHI. The performance of site pavements is directly related to the strength and stability of the underlying subgrade. GEOTECH CONSULTANTS, INC. Wig Properties JN 04318 January 5, 2005 Page 13 The pavement for lightly loaded traffic and parking areas should consist of at least 2 inches of asphalt concrete (AC) over 4 inches of crushed rock base (CRB) or 3 inches of asphalt- treated base (ATB). We recommend providing heavily loaded areas with at least 3 inches of AC over 6 inches of CRB or 4 inches of ATB. Heavily loaded areas are typically main driveways, dumpster sites, or areas with truck traffic. This is in addition to the granular structural fill. The pavement section recommendations and guidelines presented in this report are based on our experience in the area and on what has been successful in similar situations. As with any pavements, some maintenance and repair of limited areas can be expected as the pavement ages. This is especially true in areas that are underlain by compressible alluvial soils that will undergo slow, long -term settlement. To provide for a pavement design without the need for any repair would be uneconomical. GENERAL EARTHWORK AND STRUCTURAL FILL All building and pavement areas should be stripped of surface vegetation, topsoil, organic soil, and other deleterious material. It is important that existing foundations be removed before site development. The stripped or removed materials should not be mixed with any materials to be used as structural fill, but they could be used in non - structural areas, such as landscape beds. Structural fill is defined as any fill, including utility backfill, placed under, or close to, a building, behind permanent retaining or foundation walls, or in other areas where the underlying soil needs to support loads. All structural fill should be placed in horizontal lifts with a moisture content at, or near, the optimum moisture content. The optimum moisture content is that moisture content that results in the greatest compacted dry density. The moisture content of fill is very important and must be closely controlled during the filling and compaction process. The allowable thickness of the fill lift will depend on the material type selected, the compaction equipment used, and the number of passes made to compact the lift. The loose lift thickness should not exceed 12 inches. We recommend testing the fill as it is placed. If the fill is not sufficiently compacted, it can be recompacted before another lift is placed. This eliminates the need to remove the fill to achieve the required compaction. The following table presents recommended relative compactions for structural fill: Beneath footings, slabs orwalkwa s LOCATION OF FILL PLACEMENT Filled slopes and behind retainin• walls Beneath pavements MINIMUM RELATIVE COMPACTION 95% 90% 95% for upper 12 inches of subgrade; 90% below that level Where: Minimum Relative Compaction is the ratio, expressed In percentages, of the compacted dry density to the maximum dry density, as determined in accordance with ASTM Test Designation D 1557 -91 (Modified Proctor). Structural fill that will be placed in wet weather should consist of a coarse granular soil with a silt or clay content of no more than 5 percent. The percentage of particles passing the No. 200 sieve should be measured from that portion of soil passing the three - quarter -inch sieve. GEOTECH CONSULTANTS, INC. Wig Properties JN 04318 • January 5, 2005 Page 14 LIMITATIONS The conclusions and recommendations contained in this report are based on site conditions as they existed at the time of our exploration and assume that the soil and groundwater conditions encountered in the test borings are representative of subsurface conditions on the site. If the subsurface conditions encountered during construction are significantly different from those observed in our explorations, we should be advised at once so that we can review these conditions and reconsider our recommendations where necessary. Unanticipated soil conditions are commonly encountered on construction sites and cannot be fully anticipated by merely taking soil samples in test borings. Subsurface conditions can also vary between exploration locations. Such unexpected conditions frequently require making additional expenditures to attain a properly constructed project. It is recommended that the owner consider providing a contingency fund to accommodate such potential extra costs and risks. This is a standard recommendation for all projects. This report has been prepared for the exclusive use of Wig Properties, LLC, and its representatives, for specific application to this project and site. Our conclusions and recommendations are professional opinions derived in accordance with current standards of practice within the scope of our services and within budget and time constraints. No warranty is expressed or implied. The scope of our services does not include services related to construction safety precautions, and our recommendations are not intended to direct the contractors methods, techniques, sequences, or procedures, except as specifically described in our report for consideration in design. Our services also do not include assessing or minimizing the potential for biological hazards, such as mold, bacteria, mildew and fungi in either the existing or proposed site development. ADDITIONAL SERVICES In addition to reviewing the final plans, Geotech Consultants, Inc. should be retained to provide geotechnical consultation, testing, and observation services during construction. This is to confirm that subsurface conditions are consistent with those indicated by our exploration, to evaluate whether earthwork and foundation construction activities comply with the general intent of the recommendations presented in this report, and to provide suggestions for design changes in the event subsurface conditions differ from those anticipated prior to the start of construction. However, our work would not include the supervision or direction of the actual work of the contractor and its employees or agents. Also, job and site safety, and dimensional measurements, will be the responsibility of the contractor. During the construction phase, we will provide geotechnical observation and testing services when requested by you or your representatives. We can only document site work that we actually observe. It is still the responsibility of your contractor or on -site construction team to verify that our recommendations are being followed, whether we are present at the site or not. GEOTECH CONSULTANTS, INC. Wig Properties January 5, 2005 The following plates are attached to complete this report: Plate 1 Vicinity Map Plate 2 Site Exploration Plan Plates 3 - 6 Test Boring Logs by Geotech Consultants, Inc. Plate 7 Typical Footing Drain Detail JRF/MRM: esn Appendix Logs of Previous Test Borings We appreciate the opportunity to be of service on this project. If you have any questions, or if we may be of further service, please do not hesitate to contact us. Respectfully submitted, GEOTECH CONSULTANTS, INC. trxaIRS 5/17105 1 James R. Finley, P.E. Principal Marc R. McGinnis, P.E. Principal GEOTECH CONSULTANTS, INC. jsi JN 04318 Page 15 Dear Mr. Wig: _ �_ We are pleased to present this geotechnical engineering.Ccport for the proposed retail development to be constructed at Southcenter Parkway and Minkler Bourevard.iNTukwila. The scope of our services consisted of reviewing existing subsurface information and conducting additional subsurface explorations, and then developing this report to provide recommendations for general earthwork and design criteria for foundations, retaining walls, and pavements. This work was authorized by your acceptance of our proposal dated November 23, 2004. ; GEOTECH CONSULTANTS, INC. Wig Properties 4811 — 134th Place Southeast Bellevue, Washington 98006 Attention: M.K. Wig c. Subject: Transmittal Letter— Geotechnical Engineering Study Proposed Shopping Center Southcenter Parkway and Mittkler Boulevard Tukwila, Washington The attached report contains a discussion of the study and our recommendations. Please contact us if there are any questions regarding this report, or for further assistance during the design and construction JRF /MRM: esn REVIEWED FOR CODE COMPLIANCE nnf/}'ICQ NOV 3 0 2006 City Of 7Ukwlla BUILDING DIVISION Respectfully submitted, GEOTECH CONSULTANTS, INC. Marc R. McGinnis, P.E. Principal GEOTECH CONSULTANTS, INC. site, Y +� � Y Pir 13256 Northeast 20th Street, Suite 16 Bellevue, Washington 98005 (425) 747 -5618 FAX (425) 747 -8561 January 5, 2005 JN 04318 Y'e ?t .1: RECEIVED CITY OFTUK(WILP OCT 112006 PERMIT CENTER PNo--534 M rw GEOTECHNICAL ENGINEERING STUDY Proposed Shopping Center Southcenter Parkway and Minkler Boulevard Tukwila, Washington r This report presents the findings and recommendations of our geotechnical engineering study for the site of the proposed retail center to be constructed at the northeast comer of Southcenter IN Parkway and Minkler Boulevard in Tukwila. Development of the property is in the planning stage. We were provided with two potential preliminary site plans prepared by Freiheit Ho Architects. Based on this information, we anticipate that the two existing buildings on the property will be removed. A large retail building will be constructed on the eastern side of the site, on the undeveloped portion of the property. We expect that several feet of fill will need to be placed above the existing grade to reach the floor slab elevation. A multi -story parking garage may be constructed on the north side of this building. Smaller, one- to two -story retail buildings will be constructed on the western portion of the site. The configuration for these buildings is still undecided. They will either be clustered more in the center of the property, or will line its perimeter. Most of the area around the buildings will be used for parking and access roadways. We anticipate that most of the site west of the planned eastern building will remain near its existing grade, with no significant cuts or fills expected. ri If the scope of the project changes significantly from what we have described above, we should be provided with revised plans as soon as possible in order to determine if modifications to the m recommendations and conclusions of this report are warranted. We further recommend that we review the geotechnical aspects of the site plans prior to final plan preparation. rJ r SURFACE SITE CONDITIONS The Vicinity Map, Plate 1, illustrates the general location of the site, located south of the Southcenter Shopping Mall. The project site is in an area developed for retail buildings and warehouses servicing retail buildings. Most of these buildings are concrete "tilt -up" structures of one to two stories in height. The project was developed with a large, two -story height former J.C. 'r Penney's distribution warehouse constructed in 1968, located in the center of the site. On the southwestern portion of the property is a smaller one -story building that was used for J.C. Penney's Auto Service Center, and most recently as a car dealership. Both of these buildings are vacant and will be demolished. The general developed site area has a pavement grade of 23 to 24 feet. The former auto service building has a finish floor slab grade of approximately 24 feet, and the warehouse building has a floor grade of approximately 27 feet. These grades are shown on a r survey completed by Bush, Roed and Hitchings, Inc. dated April 1996. Behind, or to the east, of the large warehouse building, there is an undeveloped parcel, which is covered partially by brush, cottonwood, and alder trees. Most of the southern two- thirds of the vacant parcel appears to have been filled to an elevation of about 26 feet, except a strip about 100 feet wide along the east property line. This area and the area north of the filled area has an existing ground elevation of 22 to 23 feet. W GEOTECH CONSULTANTS, INC. Wig Properties JN 04318 January 5, 2005 Page 2 We observed the condition of the existing warehouse building and the Bon Macy's warehouse r building to the north of the site. Both of these buildings are 30 years old, and it appears from a cursory examination that these buildings' foundations are in relatively good shape. Some settlement has occurred, as evidenced by cracks in the floor slab and minor cracks between tilt -up M panels, and at least one case where there has been a small amount of spalling at the panel connections due to settlement or earthquake- induced motion. The site topographic survey indicates that there is 3 to 4 inches of elevation difference in the floor slab between the northeast and north comers. Whether the slab was originally constructed level or not is not known. However, based on the appearance of the building, this amount of differential settlement may have actually occurred. Such settlement over a distance of 450 feet is well tolerated by a properly constructed tilt -up concrete building. Floor cracks that have developed have not impeded the use of these buildings. r We assume that the former J.C. Penney warehouse area was not preloaded, as Dames Moore did not recommend that the proposed addition by preloaded. Giles Engineering Associates recommended in 1996 that a 4- foot -high preload be utilized for a new one -story J.C. Penney Home Center to be constructed in front of the existing warehouse building. it SUBSURFACE For this study, we were provided a geotechnical report by Giles Engineering Associates, Inc. dated r December 23, 1996 entitled "Proposed J.C. Penney Home Store," which included logs of five test borings and two cone penetrometer probes on the west side of the warehouse building. One two of the test borings were relatively deep. Test borings B -2 and B -5 and the cone penetrometer probes r extended to depths of 56 to 76.5 feet. Dames and Moore (now URS Corporation) prepared a study entitled "Report of Geotechnical Investigation, Distribution Center Expansion" dated November 22, 1995. This report was for the vacant parcel east of the warehouse building. They drilled five test borings to depths ranging from 49 feet to 74 feet for that study. The logs of these previous borings are attached to the back of this report in an appendix. In order to supplement these previous explorations, Geotech Consultants, Inc. drilled two additional test borings on the western portion of the site on December 9, 2004. These borings were drilled west of the warehouse to a depth of 59 feet. These borings were drilled using a truck mounted, hollow -stem auger drill. Samples were taken at 5 -foot intervals with a standard penetration sampler. This split -spoon sampler, which has a 2 -inch outside diameter, is driven into the soil with a 140 -pound hammer failing 30 inches. The number of blows required to advance the sampler a given distance is an indication of the soil density or consistency. A geotechnical engineer from our r+ staff observed the drilling process, logged the test borings, and obtained representative samples of the soil encountered. The Test Boring Logs are attached as Plates 3 through 6. rr Soil Conditions In general, all of the previous and current test borings found 10 to 12 feet of fill soils consisting of sand silt with some gravel. This is likely glacial till fill, and according to the Dames Moore report, it was placed in the summer of 1965. The upper fill in the area east of the warehouse building was likely placed during the construction of the warehouse building in 1968. It appears that some compaction effort was used when the general fill was placed in 1965, as it is very stiff or medium dense. Below the fill are alluvial silts and fine- grained sands typical for the surrounding area. The silts and sands are loose and fairly devoid of significant organic matter to a depth of about GEOTECH CONSULTANTS, INC. Wig Properties JN 04318 January 5, 2005 Page 3 20 feet. Below this is a zone where the loose silts and sands contain layers of peat. Samples of the peaty soils in our test borings had moisture contents of 98 to 146 percent. This organic -rich zone is about 10 feet thick. Below the organic layer, the explorations found layered loose silts and fine sands. Cleaner, medium -dense sands were observed in most of the borings from a depth of about 40 feet. The cone penetrometer probe at the northwest corner of the site (CPT -1) indicated this sand layer was only 10 feet thick, while CPT -2, nearer the north center of the site, encountered the sand to a depth of 65 feet. Below the medium -dense sand layer, loose sandy silt was encountered by the cone penetrometer. Our two test borings in the southwest area of the site found the top of this lower silt layer to be at 52 to 56 feet below the ground surface. Groundwater Conditions It should be noted that groundwater levels vary seasonally with rainfall and other factors. We anticipate that perched groundwater could be found near the surface of the original ground level at a depth of about 10 to 12 feet below the ground surface. In the area east of the warehouse, there are mapped wetlands, which means that there is perched surface water where the fill was not graded properly to allow the surface water to drain away. The final logs represent our interpretations of the field logs and laboratory tests. The stratification lines on the logs represent the approximate boundaries between soil types at the exploration locations. The actual transition between soil types may be gradual, and subsurface conditions can vary between exploration locations. The logs provide specific subsurface information only at the locations tested. If a transition in soil type occurred between samples in the borings, the depth of the transition was interpreted. The relative densities and moisture descriptions indicated on the test boring logs are interpretive descriptions based on the conditions observed during drilling. GENERAL CONCLUSIONS AND RECOMMENDATIONS THIS SECTION CONTAINS A SUMMARY OF OUR STUDY AND FINDINGS FOR THE PURPOSES OF A GENERAL OVERVIEW ONLY MORE SPECIFIC RECOMMENDATIONS AND CONCLUSIONS ARE CONTAINED IN THE REMAINDER OF THIS REPORT ANY PARTY RELYING ON THIS REPORT SHOULD READ THE ENTIRE DOCUMENT. The site is underlain by 8 to 10 feet of moderately compact fill soils. This fill was placed on top of alluvial silt and fine sand soils that are relatively loose and moderately compressible. A layer of more compressible soil containing peat lenses and inclusions occurs from about 22 to 30 feet below the existing surface in the borings drilled west of the existing warehouse building. This layer was not identified in most of the Dames & Moore borings east of the existing warehouse building. A denser sand layer occurs at about 40 feet below the ground surface, and extends to 50 to 60 feet deep, where soft silts were found to the maximum depth explored by the deeper explorations. Based on the encountered soil conditions, and our observations of building performance around the site, it is our opinion that the proposed retail buildings can be supported on conventional foundations. Preloading of the retail building area should not be necessary, except for the portion of the planned large building that will be located on the eastern side of the property. The existing fill soils have been in place over 30 years and are relatively thick, and the proposed overall building loads (a combination of floor and overall building structure loads), will be relatively light. Because GEOTECH CONSULTANTS, INC. Wig Properties JN 04318 January 5, 2005 Page 4 r fill was placed only in a portion of the proposed eastern building, we recommend that areas where the existing ground surface is below elevation 25 feet be preloaded. The top of the preload should M be at elevation 30 feet. Up to 8 feet of structural fill and preload fill will be required in this area. Structural fill in all buildings should be placed as quickly as possible in the construction phase in all building areas, and if the slab subgrade is more than 2 feet above the final grade, we recommend r that the fill settlement be monitored (see the Preloading Program section of this report). Given the likelihood of detectable foundation settlement in the conventionally supported buildings, rr flexible building construction and materials are recommended where possible. Wood and steel structures are the most flexible construction types, followed by concrete tilt -up structures. Concrete masonry (CMU), brick, and stucco construction should be avoided, as these materials show w cracking most readily. We are not aware of catastrophic structural damage to modern buildings in general from the 2001 Nisqually earthquake, which occurred between Tacoma and Olympia, and had a magnitude of go approximately 7 on the Richter scale. This earthquake's epicenter was some distance away from the subject site and moderate in intensity. It did cause damage in the Seattle area to older buildings, and in some newer buildings with construction or design defects. Seismic settlement Aw occurred, but few areas of seismic liquefaction were noted in the Seattle area from this event. The thick fill on this site will reduce the effects of seismic liquefaction and settlement, which may occur on this site in a large earthquake. Also, we recommend that floor slabs be tied to the perimeter and w interior foundation, and the slabs reinforced to improve seismic resistance and reduce the effects of seismic settlement. Exterior foundations should be continuous. o Based on our analysis and experience, we recommend that the proposed four -story parking garage structure (excluding the ground floor slab) should be constructed on deep foundations embedded into the layer of medium -dense sands. This type of building will have relatively large concentrated foundation loads and is more likely to be negatively affected by differential settlement. Considering the ground conditions, driven timber piles would be a suitable foundation type. The pile- supported building foundation should not be connected to the adjacent retail building foundations. bw The foundation and earthwork recommendations in this report involve some risk that must be assumed by the building owners. The risks involve more than "normal" foundation settlement from static or earthquake loading. However, as discussed, our recommendations generally are Aw consistent with standard building practice in the area. Maintenance and other corrective measures may be required as the building ages, or after a large earthquake. iw The drainage and /or waterproofing recommendations presented in this report are intended only to prevent active seepage from flowing through concrete walls or slabs. Even in the absence of active seepage into and beneath structures, water vapor can migrate through walls, slabs, and floors from Iw the surrounding soil, and can even be transmitted from slabs and foundation walls due to the concrete curing process. Excessive water vapor trapped within structures can result in a variety of undesirable conditions, including, but not limited to, moisture problems with flooring systems, excessively moist air within occupied areas, and the growth of molds, fungi, and other biological organisms that may be harmful to the health of the building occupants. The designer or architect must consider the potential vapor sources and likely occupant uses, and provide sufficient M ventilation, either passive or mechanical, to prevent a build up of excessive water vapor within the planned structure. A significant geotechnical consideration for development of this site is the high silt content of the on -site soils. Based on our observations, and the results of existing laboratory tests, the moisture W GEOTECH CONSULTANTS, INC. Wig Properties JN 04318 January 5, 2005 Page 5 contents of the on -site soils are variable. These fine- grained, silty soils are very sensitive to moisture, which makes them impossible to adequately compact when they have moisture contents even 2 to 3 percent above or below their optimum moisture content. The reuse of the upper existing fill soils as structural fill to level the site will only be successful when weather conditions are such that the moisture contents can be adjusted. Aeration or controlled wetting of soils is usually only possible during the warmer and drier late summer and early fall months. The earthwork contractor must be prepared to rework areas that do not achieve proper compaction due to improper moisture content. Utility trench backfill in structural areas, such as pavements, must be placed as structural fill. Improper compaction of backfill in utility trenches and around control structures is a common reason for pavement distress and failures. The alluvial silt and silty sand that underlies the existing fill would not be suitable for reuse in any structural areas on the site. Imported granular fill will be needed wherever it is not possible to dry the wetter on -site soils r sufficiently before compaction. The erosion control measures needed during the site development will depend heavily on the 100 weather conditions that are encountered. The existing pavements should be left in place wherever possible during site work to limit the generation of mud and the tracking of soil by trucks and equipment. Where necessary, rocked construction access roads should be constructed to allow aw truck and equipment traffic off pavements. Existing and new catchbasins should be protected with premanufactured silt socks. Soil stockpiles should be covered with plastic during wet weather. r I Geotech Consultants, Inc. should be allowed to review the final development plans to verify that the recommendations presented in this report are adequately addressed in the design. Such a plan review would be additional work beyond the current scope of work for this study, and it may include revisions to our recommendations to accommodate site, development, and geotechnical constraints that become more evident during the review process. We recommend including this report, in its entirety, in the project contract documents. This report should also be provided to any future property owners so they will be aware of our findings and recommendations. r_I SEISMIC CONSIDERATIONS The site is located within Seismic Zone 3, as illustrated on Figure No. 16 -2 of the 1997 Uniform Building Code (UBC). In accordance with Table 16 -J of the 1997 UBC, the site soil profile within 100 feet of the ground surface is best represented by Soil Profile Type S (Soft Soil). Using the IW 2003 International Building Code (IBC), the soil profile would be Class E. Vauefacfiort W The site is underlain by loose, saturated, alluvial soils consisting of silty sand, sand, and sandy silt. These soils have been demonstrated to have a moderate to high potential for r liquefaction during a large earthquake. Current geotechnical analysis cannot accurately predict where and to what extent soil liquefaction will occur during a large earthquake. It is therefore prudent to assume that soil liquefaction could occur beneath the site. Dames r+ Moore concluded in their study of the site that seismic liquefaction could occur in the alluvial soils under a magnitude 7.5 earthquake, and that about 3 inches of seismic settlement could occur. The further stated that their calculations indicated that there would be no significant surface effects from a magnitude 6.5 earthquake that resulted in 0.2g acceleration. WA GEOTECH CONSULTANTS, INC. Wig Properties JN 04318 January 5, 2005 Page 6 r The study of liquefaction and its resulting effects is ongoing, as development in areas r underlain by saturated alluvium or hydraulic fill has only really occurred to a great extent in the last 20 to 30 years. Recent observations from earthquakes occurring in the State of California and in Japan indicate the following information about structures in areas underlain rr by liquefiable soil: Ground surface subsidence due to liquefaction tends to occur either over a large IN area or at concentrated points where sand boils occur. Differential foundation settlement typically occurs either at the location of a sand r boil or where the subsurface soil conditions change significantly. Catastrophic foundation settlement due to liquefaction occurs primarily as a r result of lateral spreading, particularly in waterfront areas. Conventionally constructed commercial buildings have not been documented to exhibit a high percentage of catastrophic foundation failures in liquefiable areas. r Due to the uncertainties in predicting the potential effects of seismic liquefaction on commercial structures in the Tukwila and Kent Valley, we recommend that all foundations be supported on at least 2 feet of structural fill and that perimeter foundations be continuous. This will allow the exterior footings to span across any areas of concentrated liquefaction (sand boils). The potential for a sand boil to occur beneath, or near, an interior r spread footing where the ground surface is constrained by underslab fill and the slab itself is low. Additionally, we recommend that buildings be designed for a S soil profile, which results in the largest total design base shear. The floor slabs should be tied to perimeter 60 and interior foundations. Considering the recommendations presented in this geotechnical report, it is our professional opinion that the differential foundation settlement that could be experienced by the structure during a large earthquake should be on the order of 3 to 4 w inches in a distance of 100 feet. It is our opinion that no additional liquefaction mitigation measures need to be incorporated into the structure beyond what are recommended in this geotechnical report. rr• By preventing catastrophic settlement of the foundations, the safety of the occupants should be protected. This conforms with the intent of Section 1626.1 of the 1997 UBC, which requires that the design "safeguards against major structural failures and loss of life." The 1W intent is not to prevent damage or ensure continued function of the structure after the design seismic event. rr PRELOADING PROGRAM r As discussed in the General section of this report, it is recommended that some areas of the building to be constructed on the east side of the site be preloaded. This is to reduce differential settlement between areas of newly placed fill and the deeper fill that has been in place for 30 years. r Before placing the surcharge (preload) fill, structural fill should be placed to the design finish grade in the areas to be preloaded. Then a surcharge fill should be added to provide additional preload to induce as much settlement as possible prior to building construction. The surcharge fill does not have to meet any specific requirements, except that it should have a minimum in -place total density Y GEOTECH CONSULTANTS, INC. Wig Properties JN 04318 January 5, 2005 Page 7 of 120 pounds per cubic foot (pcf). However, if the surcharge fill is to be used later as fill on another part of the site, we recommend it meet the requirements for structural fill, i.e. contain no r organic sand and be compactable. Structural fill placed in wet weather should contain no more than 5 percent fines passing the No. 200 sieve. The side slopes of the surcharge fill should be inclined no steeper than 1:1 (Hodzontal:Vertical), and the top of the surcharge should extend at w least 5 feet beyond the building perimeter. No fill berms for landscaping purposes should be placed near the building, since the addition of any fill could induce further settlement. IN Prior to placement of any fill, we recommend installing at least five settlement markers in the preloaded area prior to fill placement. Care should be taken to protect these markers from disturbance by construction equipment. The markers should be surveyed by a licensed surveyor prior to, and during, fill and surcharge placement, and then at intervals of 2, 4, 8, 16, 32, and so forth days after the completion of the fill placement. Initial readings should show the existing ground elevation, and the readings taken during the placement of the surcharge should show the surcharge fill thickness. r Settlement readings should be furnished to, and evaluated by, Geotech Consultants, Inc. When the primary settlement is completed, the surcharge fill may be removed. The exposed subgrade should be proof rolled, and any loose areas should be overexcavated and replaced by structural fill. MW CONVENTIONAL FOUNDATIONS The proposed one- or two -story retail structures can be supported on conventional continuous and 111M spread footings bearing on the existing site fills where it can be verified that compaction is at least 95 percent of the maximum density, or on at least 2 feet of new, properly compacted structural fill. We recommend that for budget considerations that it be assumed that structural fill will be required ow below all building foundations. See the section entitled General Earthwork and Structural Fill for recommendations regarding the placement and compaction of structural fill beneath structures. Adequate compaction of structural fill should be verified with frequent density testing during fill placement. Prior to placing structural fill beneath foundations, the excavation should be observed °i by the geotechnical engineer to document that adequate bearing soils have been exposed. We recommend that continuous and individual spread footings have minimum widths of 16 and 24 inches, respectively. Footings should also be bottomed at least 18 inches below the lowest IN adjacent finish ground surface. The local building codes should be reviewed to determine if different footing widths or embedment depths are required. W+ The structural fill below foundations must be at least as wide at the bottom as the sum of the depth of the overexcavation and the footing width. For example, an overexcavation extending 2 feet below the bottom of a 2- foot -wide footing must be at least 4 feet wide at the base of the excavation. rr An allowable bearing pressure of 3,000 pounds per square foot (psf) is appropriate for footings supported on structural fill. A one -third increase in this design bearing pressure may be used when considering short-term wind or seismic loads. For the above design criteria, it is anticipated that the total post construction static settlement of footings founded after preloading will be about 1 to 2 inches, with differential settlements on the order of 1 inch in a distance of 50 feet along a continuous footing with a uniform load. Lateral loads due to wind or seismic forces may be resisted by friction between the foundation and the bearing soil, or by passive earth pressure acting on the vertical, embedded portions of the foundation. For the latter condition, the foundation must be either poured directly against relatively M GEOTECH CONSULTANTS, )NC. Wig Properties JN 04318 January 5, 2005 Page 8 er level, undisturbed soil or be surrounded by level structural fill. We recommend using the following ultimate values for the foundation's resistance to lateral loading: r ULTIMATE PA I RAMETER VALUE Coefficient of Friction 0.40 Passive Earth Pressure I 300 pcf ,I rr Where: (1) pcf is pounds per cubic foot, and (fi) passive earth pressure is computed using the equivalent fluid density. L rr We recommend maintaining a safety factor of at least 1.5 for the foundation's resistance to lateral loading, when using the above ultimate values. DRIVEN PILES NW The timber piles should conform to the specifications outlined in the Uniform Building Code for end bearing piles. Timber piles should have a minimum tip diameter of 8 inches, and they should be Wr placed no closer than three pile diameters, center -to- center. If driven steel pipe piles are used, they should have a minimum diameter of 10 inches. Pre drilling through the existing fill could be required for installation of the piles. Test piles would ascertain if this is necessary. An allowable compressive pile capacity of 20 tons can be assumed for piles driven into the medium -dense sand layer to a depth of about 45 to 50 feet. We recommend using a hammer that has a rated energy of 15,000 foot pounds. The piles should be marked in 1 -foot increments to facilitate the recording of blow counts during the driving process. The pile number should be clearly marked on the location stake. We recommend driving the piles with a steam, air, or diesel hammer with fixed leads. w Because soil conditions can be variable and there is very soft silt below the sand layer, we recommend driving at least 3 test piles before ordering the production piles to obtain a more r+ accurate estimate of pile lengths and to determine driving characteristics. The piles and hammer used for the testing should be the same type as those to be used in production driving. We further recommend that a load test be conducted on the last pile driven in the test pile sequence, which w should be stopped before penetrating through the medium -dense sand. The other two test piles should be driven to a depth of at least 60 feet, which will likely penetrate into the underlying soft silt. Geotech Consultants, Inc. personnel should observe the installation of both the test piles and r production piles on a full -time basis. We anticipate that timber or pipe piles that are driven to criteria established after the test piles are driven will have total or differential settlements on the order of one -half inch. Lateral loads due to NO wind or seismic forces may be resisted by the piles and by passive pressure on the grade beams. We anticipate each vertical pile will have an allowable lateral capacity of 2 tons. Additional lateral loads can be resisted by battered piles, friction between the slab and the subgrade, and passive am earth pressures on the grade beams. Piles may be battered at an angle of 1:5 (Horizontal:Vertical) without a reduction of the vertical load capacity. The lateral capacity of a battered pile can be assumed to be equal to one -half of the horizontal component of the axial capacity. A coefficient of r friction of 0.35 may be used between the floating concrete slab and subgrade. Passive earth Id GEOTECH CONSULTANTS, INC. RIM Wig Properties JN 04318 January 5, 2005 Page 9 Me pressures on the grade beams can be assumed to be equal to that pressure exerted by a fluid that has a density of 300 pounds per cubic foot (pcf). This value assumes that compacted structural fill r. is placed against the grade beams and does not include a safety factor. r PERMANENT FOUNDATION AND RETAINING WALLS It is unlikely that there will be tall retaining walls on this project. However, walls backfilled on only r one side should be designed to resist the lateral earth pressures imposed by the soil they retain. The following recommended parameters are for walls that restrain level backfill: r PARA METER VALUE Active Earth Pressure' 35 pcf y Passive Earth Pressure I 300 pcf Coefficient of Friction I 0.40 r Soil Unit Weight I 125 pcf Where: (l) pcf is pounds per cubic foot, and (il) active and passive earth pressures are computed using the equivalent fluid ar pressures. For a restrained wall that cannot deflect at least 0.002 times Its height, a uniform lateral pressure equal to 10 psf times the height IN of the wall should be added to the above active equivalent fluid pressure. The values given above are to be used to design permanent foundation and retaining walls only. thi The values for friction and passive resistance are ultimate values and do not include a safety factor. We recommend a safety factor of at least 1.5 for overturning and sliding, when using the above values to design the walls. Restrained wall soil parameters should be utilized for a distance W+ of 1.5 times the wall height from corners or bends in the walls. This is intended to reduce the amount of cracking that can occur where a wall is restrained by a corner. W The design values given above do not include the effects of any hydrostatic pressures behind the walls and assume that no surcharges, such as those caused by slopes, vehicles, or adjacent foundations will be exerted on the walls. If these conditions exist, those pressures should be added to the above lateral soil pressures. The surcharge due to traffic loads behind a wall can typically be accounted for by adding a uniform pressure equal to 2 feet multiplied by the above active fluid density. W Heavy construction equipment should not be operated behind retaining and foundation walls within a distance equal to the height of a wall, unless the walls are designed for the additional lateral pressures resulting from the equipment. The wall design criteria assume that the backfill will be WIN well compacted in lifts no thicker than 12 inches. The compaction of backfill near the walls should be accomplished with hand operated equipment to prevent the walls from being overloaded by the higher soil forces that occur during compaction. r as GEOTECH CONSULTANTS, INC. Wig Properties January 5, 2005 M JN 04318 Page 10 Retainina Wall Backrill and Waterarootrna r Backfill placed behind retaining or foundation walls should be coarse, free draining structural fill containing no organics. This backfill should contain no more than 5 percent silt r or clay particles and have no gravel greater than 4 inches in diameter. The percentage of particles passing the No. 4 sieve should be between 25 and 70 percent. The on -site soils have too high of a silt content to be used for backfill within a 1:1 (Horizontal:Vertical) zone r from the base of the wall. The purpose of these backfill requirements is to ensure that the design criteria for a retaining wall are not exceeded because of a build -up of hydrostatic pressure behind the wall. The top 12 to 18 inches of the backfill should consist of a compacted, relatively impermeable soil or topsoil, or the surface should be paved. The ground surface must also slope away from backfilled walls to reduce the potential for surface water to percolate into the backfill. The section entitled General Earthwork and Structural Fill contains recommendations regarding the placement and compaction of structural fill behind retaining and foundation walls. rl SLABS -ON -GRADE rr The building floors may be constructed as slabs -on -grade atop new or existing structural fill compacted to at least 95 percent of maximum density for a thickness of at least one foot. To w reduce the potential for cracking and downsets from long -term slab settlement, we recommend that the slabs be reinforced with No. 4 rebar on 18 -inch centers. The slabs should be tied into perimeter and individual spread foundations. The subgrade soil must be in a firm, non yielding r I condition at the time of slab construction or underslab fill placement. Any soft areas encountered should be excavated and replaced with additional select, imported structural fill. w All slabs -on -grade should be underlain by a capillary break or drainage layer consisting of a minimum 4 -inch thickness of coarse, free draining structural fill with a gradation similar to that discussed in Permanent Foundation and Retaining Walls. As noted by the American Concrete Institute (ACI) in the Guides for Concrete Floor and Slab Structures, proper moisture protection is IM desirable immediately below any on -grade slab that will be covered by tile, wood, carpet, impermeable floor coverings, or any moisture sensitive equipment or products. ACI also notes that vapor retarders, such as 6 -mil plastic sheeting, are typically used. A vapor retarder is defined as a IN material with a permeance of less than 0.3 US perms per square foot (psf) per hour, as determined by ASTM E 96. It is possible that concrete admixtures may meet this specification, although the manufacturers of the admixtures should be consulted. Where plastic sheeting is used under slabs, w joints should overlap by at least 6 inches and be sealed with adhesive tape. The sheeting should extend to the foundation walls for maximum vapor protection. If no potential for vapor passage through the slab is desired, a vapor barrier should be used. A vapor barrier, as defined by ACI, is a r product with a water transmission rate of 0.00 perms per square foot per hour when tested in accordance with ASTM E 96. Reinforced membranes having sealed overlaps can meet this requirement. w In the recent past, ACI (Section 4.1.5) recommended that a minimum of 4 inches of well graded compactable granular material, such as a 5/8 inch minus crushed rock pavement base, should be r placed over the vapor retarder or barrier for protection of the retarder or barrier and as a "blotter" to aid in the curing of the concrete slab. Sand was not recommended by ACI for this purpose. U. GEOTECH CONSULTANTS, INC. Wig Properties JN 04318 January 5, 2005 Page 11 r However, the use of material over the vapor retarder is controversial as noted in current ACI literature because of the potential that the protection /blotter material can become wet between the r time of its placement and the installation of the slab. If the material is wet prior to slab placement, which is always possible in the Puget Sound area, it could cause vapor transmission to occur up through the slab in the future, essentially destroying the purpose of the vapor barrier /retarder. Therefore, if there is a potential that the protection /blotter material will become wet before the slab is installed, ACI now recommends that no protection /blotter material be used. However, ACI then recommends that, because there is a potential for slab cure due to the loss of the blotter material, joint spacing in the slab be reduced, a low shrinkage concrete mixture be used, and 'other measures" (steel reinforcing, etc.) be used. ASTM E- 1643 -98 "Standard Practice for Installation of Water Vapor Retarders Used in Contact with Earth or Granular Fill Under Concrete Slabs" generally agrees with the recent ACI literature. rr We recommend that the contractor, the project materials engineer, and the owner discuss these issues and review recent ACI literature and ASTM E -1643 for installation guidelines and guidance IN on the use of the protection /blotter material. Our opinion is that with impervious surfaces that all means should be undertaken to reduce water vapor transmission. It is very important that slab moisture be controlled. We were consultants for a shopping center in Federal Way where there r0 was no groundwater, yet there were significant post construction moisture problems, which caused considerable expense to resolve. r Control and expansion joints should also be used to control cracking from expansion and contraction. Saw cuts or preformed strip joints used to control shrinkage cracking should extend through the upper one -fourth of the slab. The spacing of control or expansion joints depends on r the slab shape and the amount of steel placed in it. Reducing the water -to- cement ratio of the concrete and curing the concrete, by preventing the evaporation of free water until cement hydration occurs, will also reduce shrinkage cracking. We recommend proof rolling slab areas with a heavy truck or a large piece of construction equipment prior to slab construction. Any soft areas encountered during proof rolling should be excavated and replaced with select, imported structural fill. W EXCAVATIONS AND SLOPES NMI No excavated slopes are anticipated other than for utility trenches. Excavation slopes should not exceed the limits specified in local, state, and national government safety regulations. Temporary r+ cuts to a depth of about 4 feet may be attempted vertically in unsaturated soil, if there are no indications of slope instability. However, vertical cuts should not be made near property boundaries, or existing utilities and structures. Based upon Washington Administrative Code I., (WAC) 296, Part N, the compacted fill soil at the subject site would generally be classified as Type B. Therefore, temporary cut slopes greater than 4 feet in height cannot be excavated at an inclination steeper than 1:1 (Horizontal:Vertical), extending continuously between the top and the bottom of a cut. Deep utility trenches intersecting native soils or reaching groundwater seepage will require shoring. The above recommended temporary slope inclination is based on what has been successful at other sites with similar soil conditions. Temporary cuts are those that will remain unsupported for a relatively short duration to allow for the construction of foundations, retaining walls, or utilities. It is possible that variations in soil and groundwater conditions will require modifications to inclination at which temporary slopes can stand. It is also important that surface water be directed away from M GEOTECH CONSULTANTS, INC. Wig Properties JN 04318 January 5, 2005 Page 12 temporary slope cuts. The cut slopes should also be backfilled or retained as soon as possible to reduce the potential for instability. Please note that loose soil can cave suddenly and without warning. Excavation, foundation, and utility contractors should be made especially aware of this potential danger. These recommendations may need to be modified if the area near the potential cuts has been disturbed in the past by utility installation, or if settlement- sensitive utilities are r located nearby. as DRAINAGE CONSIDERATIONS Foundation drains should be used where (1) crawl spaces or basements will be below a structure, (2) a slab is below the outside grade, or (3) the outside grade does not slope downward from a building. A drain on the outside of the foundation must be installed where there are truck wells to collect drainage flowing under the granular fill below the pavement. Drains should also be placed at the base of all earth retaining walls. These drains should be surrounded by at least 6 inches of 1- inch minus, washed rock and then wrapped in non woven, geotextile filter fabric (Mirafi 140N, Supac 4NP, or similar material). At its highest point, a perforated pipe invert should be at least 6 inches below the bottom of a slab floor, and it should be sloped for drainage. All roof and surface water drains must be kept separate from the foundation drain system. For the best long -term performance, perforated PVC pipe is recommended for all subsurface drains. If any of the structures includes an elevator, it may be necessary to provide special drainage or waterproofing measures for the elevator pit. If no seepage into the elevator pit is acceptable, it will be necessary to provide a footing drain and free draining wall backfill, and the walls should be r waterproofed. If the footing drain will be too low to connect to the storm drainage system, then it will likely be necessary to install a pumped sump to discharge the collected water. Alternatively, the elevator pit could be designed to be entirely waterproof; this would include designing the pit r structure to resist hydrostatic uplift pressures. Water should not be allowed to stand in any area where foundations, slabs, or pavements are to be W constructed. Final site grading in areas adjacent to the buildings should slope away at least 2 percent, except where the area is paved. Surface drains should be provided where necessary to prevent ponding of water behind foundation or retaining walls. +Ir PAVEMENTAREAS w The pavement section may be supported on structural fill compacted to a 95 percent density. Because the existing site soils are silty and moisture sensitive, we recommend that the pavement subgrade in areas of new pavement consist of at least 6 inches of free draining sand and gravel r+ structural fill below the crushed rock base in parking areas, and 12 inches in areas to receive truck traffic. Crushed concrete can be used for this purpose. Additional granular structural fill or geotextile fabric may be needed to stabilize soft, wet, or unstable areas. To evaluate pavement rW subgrade strength, we recommend that a proof roll be completed with a loaded dump truck immediately before paving. The subgrade should be evaluated by Geotech Consultants, Inc., after the site is stripped and cut to grade. Recommendations for the compaction of structural fill beneath pavements are given in the section entitled General Earthwork and Structural Fill. The performance of site pavements is directly related to the strength and stability of the underlying subgrade. rr am GEOTECH CONSULTANTS, INC. Wig Properties January 5, 2005 The pavement for lightly loaded traffic and parking areas should consist of at least 2 inches of asphalt concrete (AC) over 4 inches of crushed rock base (CRB) or 3 inches of asphalt- treated base (ATB). We recommend providing heavily loaded areas with at least 3 inches of AC over 6 inches of CRB or 4 inches of ATB. Heavily loaded areas are typically main driveways, dumpster sites, or areas with truck traffic. This is in addition to the granular structural fill. The pavement section recommendations and guidelines presented in this report are based on our experience in the area and on what has been successful in similar situations. As with any pavements, some maintenance and repair of limited areas can be expected as the pavement ages. This is especially true in areas that are underlain by compressible alluvial soils that will undergo slow, long -term settlement. To provide for a pavement design without the need for any repair would be uneconomical. GENERAL EARTHWORK AND STRUCTURAL FILL LOCATION 'OF FILL PLACEMENT Beneath footings, slabs or walkwa s Filled slopes and behind retainin• walls Beneath pavements MINIMUM RELATIVE COMPACTION 95% 90% 95% for upper 12 inches of subgrade; 90% below that level GEOTECH CONSULTANTS, INC. JN 04318 Page 13 All building and pavement areas should be stripped of surface vegetation, topsoil, organic soil, and other deleterious material. It is important that existing foundations be removed before site development. The stripped or removed materials should not be mixed with any materials to be used as structural fill, but they could be used in non - structural areas, such as landscape beds. Structural fill is defined as any fill, including utility backfill, placed under, or close to, a building, behind permanent retaining or foundation walls, or in other areas where the underlying soil needs to support loads. All structural fill should be placed in horizontal lifts with a moisture content at, or near, the optimum moisture content. The optimum moisture content is that moisture content that results in the greatest compacted dry density. The moisture content of fill is very important and must be closely controlled during the filling and compaction process. The allowable thickness of the fill lift will depend on the material type selected, the compaction equipment used, and the number of passes made to compact the lift. The loose lift thickness should not exceed 12 inches. We recommend testing the fill as it is placed. If the fill is not sufficiently compacted, it can be recompacted before another lift is placed. This eliminates the need to remove the fill to achieve the required compaction. The following table presents recommended relative compactions for structural fill: Where: Minimum Relative Compaction is the ratio, expressed In percentages, of the compacted dry density to the maximum dry density, as determined In accordance with ASTM Test Designation D 1557.91 (Modified Proctor). Structural fill that will be placed in wet weather should consist of a coarse granular soil with a silt or clay content of no more than 5 percent. The percentage of particles passing the No. 200 sieve should be measured from that portion of soil passing the three - quarter -inch sieve. Wig Properties JN 04318 January 5, 2005 Page 14 LIMITATIONS The conclusions and recommendations contained in this report are based on site conditions as they existed at the time of our exploration and assume that the soil and groundwater conditions encountered in the test borings are representative of subsurface conditions on the site. If the subsurface conditions encountered during construction are significantly different from those observed in our explorations, we should be advised at once so that we can review these conditions and reconsider our recommendations where necessary. Unanticipated soil conditions are commonly encountered on construction sites and cannot be fully anticipated by merely taking soil samples in test borings. Subsurface conditions can also vary between exploration locations. Such unexpected conditions frequently require making additional expenditures to attain a properly constructed project. It is recommended that the owner consider providing a contingency fund to accommodate such potential extra costs and risks. This is a standard recommendation for all projects. This report has been prepared for the exclusive use of Wig Properties, LLC, and its representatives, for specific application to this project and site. Our conclusions and recommendations are professional opinions derived in accordance with current standards of practice within the scope of our services and within budget and time constraints. No warranty is expressed or implied. The scope of our services does not include services related to construction safety precautions, and our recommendations are not intended to direct the contractor's methods, techniques, sequences, or procedures, except as specifically described in our report for consideration in design. Our services also do not include assessing or minimizing the potential for biological hazards, such as mold, bacteria, mildew and fungi in either the existing or proposed site development. ADDITIONAL SERVICES In addition to reviewing the final plans, Geotech Consultants, Inc. should be retained to provide geotechnical consultation, testing, and observation services during construction. This is to confirm that subsurface conditions are consistent with those indicated by our exploration, to evaluate whether earthwork and foundation construction activities comply with the general intent of the recommendations presented in this report, and to provide suggestions for design changes in the event subsurface conditions differ from those anticipated prior to the start of construction. ■+ However, our work would not include the supervision or direction of the actual work of the contractor and its employees or agents. Also, job and site safety, and dimensional measurements, will be the responsibility of the contractor. During the construction phase, we will provide geotechnical observation and testing services when requested by you or your representatives. We can only document site work that we actually observe. It is still the responsibility of your contractor or on -site construction team to verify that our recommendations are being followed, whether we are present at the site or not. GEOTECH CONSULTANTS, INC. The following plates are attached to complete this report: Plate 1 Vicinity Map Plate 2 Site Exploration Plan Plates 3 - 6 Test Boring Logs by Geotech Consultants, Inc. Plate 7 Typical Footing Drain Detail Wig Properties JN 04318 January 5, 2005 Page 15 JRF/MRM: esn Appendix Logs of Previous Test Borings We appreciate the opportunity to be of service on this project. If you have any questions, or if we may be of further service please do not hesitate to contact us. Respectfully submitted, GEOTECH CONSULTANTS, INC. 1EXPIRES 8/17 /o5" 1 James R. Finley, P.E. Principal Marc R. McGinnis, P.E. Principal GEOTECH CONSULTANTS, INC. 27 168TH u s 4400 • STRANDER • PLAZA I • Sa10 70 * P0/10 cn wa=026 1577N ST ew Ek_ (21 PANa�4Y SOW 5 1 22 1200 140111 <r ST 1714�o s 1_142 D 57 2 FOSTER • S n t p g MTh BOTH CREWS( PAM . 175111 . 76711 172111 $T • 430/) 178111 t 179111: = itlt/Jsail (Source: Thomas Brothers Street Guide and Directory) I 5! BLACK RIVER RIPARIAN FOREST RENTON 24 04-ss st0 4 • Yr RENTON WETLANDS 1 CASCADES STA NTON TION Ra 25 WETLANDS Ant sw 133RD re'l ST I sw sf Rii LA NOR77I IS VICINITY MAP outhcente r Pkwy. and Minkler Boulevard Tukwila, Washington Job No: 1 Date: I Plate: 04318 Jan. 2005 I Not To Scale 1 t t t cn O C fD \V C t Po a. co 5. o 03 0 C CD 0) a Q tyl C L. fCPT -1 ®B4 B -2 ® B -2 ® B-5 Existing Building ®B-3 B -1 ®CPT -2 Minkler Boulevard B -1 ® Borings conducted for current study 13-1 -95 or B -1 ® Previous borings conducted by Dames&Moore or Giles Engineering CPT -1 © Previous Cone Penetrometer by Giles Engineering ® 8-1-95 ®B -4-96 NORTH I ® B -2 -96 • I i ® B -3-96 ®B -6S6 1 I _ — — m=41. — a == 11 .7% m =14.6% _ — 20 29 21 17 7 22 7 35 FILL 2" asphalt over 8" gravel (FILL) 1 2 FILL Blue -gray, sandy SILT, with some gravel, moist, medium -dense (FILL) - becomes more gravelly, very stiff Gray, sandy SILT, medium -dense ML 3 4i 5 B 7 I' 1 SM I . I Black, slightly silty SAND, fine - grained, very moist, medium -dense G n Blue -gray, sandy SILT, with interbedded amorphous peat layers up to 2" thick and sand layers, fine - grained, very moist, loose -less organics Black SAND, medium - grained, very moist, medium -dense to dense Boring 1 continued on the next page... 8 SP 5 10 15 20 25 30 35 40 BORING 1 Description BORING LOG Southcenter Pkwy. and Minkler Blvd. Tukwila, Washington I J 043 I ° De 2004 I Logged ZJM (Plate: 31 40 45 50 55 60 65 70 75 mos IMP DIM 80 — st 4 949 64 61 24 12 9 10 11 12 BORING 1 (continued) ) Description ML II II ..Boring 1 continued from the previous page - soil heave in auger - interbedded silt and organic silt GEOTECH CONSULTANTS, INC. Gray SILT, low plasticity, very moist, soft Test boring was terminated at 69 feet on December 9, 2004. Groundwater seepage was encountered at 32 feet during drilling. BORING LOG Southcenter Pkwy. and Minkler Blvd. Tukwila, Washington 'Job 04318 IDate: Dec. 2004 'Logged ZJM 'Plate: 4 I — — 2" asphalt and gravel over Blue -gray, sandy SILT, with gravel, moist, very stiff (FILL) - becomes orange/tan, with iron staining -24.7% 32 1 FILL - becomes blue -gray — 22 2 Gray, sandy SILT, with sand layers and fine sand, wet medium -dense — 28 3 ML — 21 4 T I Blue -gray, silty SAND, with interbedded amorphous peat layers up to 7 -98% 7 5 I 2" thick, fine - grained, very moist, loose m -120% i j - � , I s ' i — 15 8 i - becomes black, fine- to medium - grained, very moist, loose to medium- - dense, less organics I 1 i m • sa.e% 17 7 ; - becomes very silty, wet — I !I — 0 8i� II ! ! Boring 2 continued on the next page... 5 10 15 20 25 30 35 40 BORING 2 Description BORING LOG Southcenter Pkwy. and Minkler Blvd. Tukwila, Washington r ob 43 18 I Dec. 2004 I Z1M/ Plate: 51 50 55 60 65 70 75 SIB m = 41.6% m =45.3% SIM 80— n 4 1 5� Description 29 42 9 10 11 12 ML 1 GEOTECH CONSULTANTS, INC. BORING 2 (continued) ..Boring 2 continued from the previous page - dark gray silt layer - becomes dark gray, fine - grained, wet, medium -dense - sand heave into auger - interbedded silt and organic silt Gray SILT, some fine sand, wet, loose Test boring was terminated at 59 feet on December 10, 2004. Groundwater seepage was encountered at 30 feet during drilling. BORING LOG Southcenter Pkwy. and Minkler Blvd. Tukwila, Washington 'Job 04318 'Date: Dec. 2004 I I P late: 6 1 7 ,o,'oo ° ° "000soa o:o:o :o:o 60 60° 0 O;o° Nonwoven Geotextile Filter Fabric �IIIII�IIIw Washed Rock (7/8" min. size) 6" min. Slope backfill away from foundation. Provide surface drains where necessary. GEOTECH CONSULTANTS, INC. 4" Perforated Hard PVC Pipe (Invert at least 8 inches below slab or crawl space. Slope to drain to appropriate outfall. Place holes downward.) Tightline Roof Drain (Do not connect to footing drain) NOTES: (1) In crawl spaces, provide an outlet drain to prevent buildup of water that bypasses the perimeter footing drains. (2) Refer to report text for additional drainage and waterproofing considerations. Vapor Retarder or Barrier Free - Draining Gravel (if appropriate) TYPICAL FOOTING DRAIN Southcenter Pkwy. and Minkler Boulevard Tukwila, Washington I Jo 04318 I Ja 2005 I S N j to Scale I Plate: 7 I Logs of Previous Test Borings Proposed Shopping Center Southcenter Parkway and Minkler Boulevard Tukwila, Washington GEOTECH CONSULTANTS, INC. r a a 22.9 26.9 34.2 51.4 a a o 4 / O Q- 40 37 9 12 20 18 Job No. 00443 - 181 - 016 # 0 —5 —10 — 15 —20 — 25 — 30 — 35 ML ML 'SP ML LOG OF BORING BORING B -1 -95 Surface Elevation: 23.71 Mottled ray and reddish brown fine sandy silt (moist) (hard) (fill). Grades to very stiff. Gray silt (wet) (stiff). Grades to very stiff. Black fine to medium sand (wet) (loose). Grades to medium dense. Groy silt with trace organic material (wet) (soft). Dames & Moore PLATE A -1 28.0 • / 26 .31 Job No. 00443 -181 -016 35 —45 —50 —55 —60 —65 70 ML BORING B -1 -95 (Continued) Grades to medium stiff. Black fine to medium sand (wet) (medium dense). Grades to dense. Boring completed at depth of 49 feet on 10/25/95. Ground water level not determined. LOG OF BORING Dames & Moore PLATE A -2 ✓ � 4M ? let 32.6 28.9 29.0 26.3 *Th g v o ar`` J 86 91 90 95 19 10 13 11 10 17 Job No. 00443 - 181 -016 —20 —25 —30 3 0 10 15 35 ML ML SP ML LOG OF BORING BORING B -2 -95 Surface Elevation: 23.7* Gray mottled reddish brown fine sandy silt (moist) (very stiff) (fill). Grades to stiff. Gray fine sandy silt (wet) (medium stiff). Black fine to medium sand (wet) (loose). Grades to medium dense. Gray silt with wood pieces (wet) (soft). Dames & Moore PLATE A -3 40.5 76 17 23 —40 —45 35 —50 —55 —60 —65 70 BORING B -2 -95 (Continued) 6 ML S Black fine to medium sand (wet) (medium dense). Boring completed at depth of 49 feet on 10/25/95. Groundwater encountered at depth of 12 feet. LOG OF BORING Dames & Moore Job No. 00443 - 161 -016 PLATE A -4 a 45 4/ 0 —5 10 —15 20 — 25 —30 35 S ML L L LOG OF BORING BORING B -3 -95 Surface Elevation: 25.4* Gray, mottled reddish brown fine sandy silt (moist) (very stiff) (fill). Grades to stiff. Grades to very stiff. Gray silt with trace organic material (wet) (soft). Black fine to medium sand (wet) (loose). Grades to medium dense. Gray fine sandy silt with pieces of wood (wet) (soft). Dames & Moore PLATE A -5 ✓ in 0 0 0 e u a T D 28.2 � ■EP 4 y �C� 2 0 4i = 4 4 a o / 94 12 23 10 17 15 16 Job No. 00443-181-016 Q 35 • '^ —40 —50 55 —60 —65 45 70 BORING B -3 -95 (Continued) ML S Black fine to medium sand (wet) (loose). .occasional wood chips. Grades to medium dense. LOG OF BORING Dames & Moore PLATE A -6 / 0 24 0 n '�Q / o r o v a ` �Q� �, aP/ 11 Job No. 00443-181-016 80 —85 70 75 —90 —95 —100 105 v S ML S LOG OF BORING BORING B-3---95 (Continued) Dark gray silt (wet) (medium stiff). Gray reen fine to medium sand (wet) (medium dense). Boring completed at depth of 74 feet on 10/25/95. Ground water encountered at depth of 15 feet. Dames & Moore PLATE A -7 BORING B -4 -95 Surface Elevation: 25.51 G SM Gray fine to medium sand with silt seams (moist) Q•f (dense) (fill). r 17.0 38 r 5 ML Gray fine sandy silt (moist) (very stiff) (fill). 28 r Grades to hard. 41.2 34 r 1 Grades to very stiff. 17 ML Gray silt (wet) (soft). r 43.7 3 0 15 r r 4 SP Gray fine sand (wet) (loose). 20 ML/01- Gray silt with organic material (wet) (soft). W 67.8 4 0 VW 25 rn m r M SM Gray silty fine sand (wet) (loose). 35.9 8 0 lV J r o 30 c ML Dark gray silt with trace organic material (wet) a (soft). r 2 0 N rn O 35 n i T d D N P a LOG OF BORING Dames Moore r Job No. 00443- 181 -016 PLATE A -8 44.9 22.1 32 a '� 35 —45 —50 —60 —65 40 55 70 clA S BORING B -4 -95 Occasional seams of fine sand about 1 inch thick. Grades to medium stiff. (Continued) Black fine to medium sand (wet) (dense). Boring completed at depth of 49 feet on 10/24/95. Ground water encountered at depth of 10 feet. LOG OF BORING Dames & Moore Job No. 00443 - 181 -016 PLATE A -9 (4 14.0 27.1 29.1 42.6 33.3 118 96 93 76 87 35 19 17 20 12 Job No. 00443 - 181 -016 0 — 5 — 10 —15 —20 — 25 —30 35 A SP SP ML S ML S ML BORING B-5--95 Surface Elevation: 26.2± ',light gray fine sand with some silt (damp) dense) `fill). Gray fine to medium sand (damp) (medium dense) (fill). Mottled gray and reddish brown silt (moist) (very stiff) (fill). Grades to stiff. LOG OF BORING Dark gray fine sand with trace silt (wet) (loose) Dark gray silt with organic material (wet) (soft). Black fine to medium sand (wet) (loose). Gray silt with organic material (wet) (soft). Dames & Moore PLATE A -10 • 37.1 24.9 Lv 82 Q 100 23 45 55 60 65 70 M BORING B -5 -95 (Continued) Black fine to medium sand (wet) (loose) Grades to medium dense. Boring completed at depth of 49 feet on 10/24/95. 50 Ground water encountered at depth of 17 feet. LOG OF BORING Dames & Moore Job No. 00443 - 181 -016 PLATE A -11 RECORD OF SUBSURFACE EXPLORATION (\`� GILES ENGINEERING ASSOCIATES, INC. Dallas Madison Seattle Milwaukee Los Angeles Washington, D.C. BORING NO. &efATION: t3 11 SURFACE ELEVATION; 22ft AMSL COMPLETION DATE: 11/21/96 FIELD REPRESENTATIVE: MMR PROJECT: JC Penney Home Store PROJECT LOCATION: 17204 Southcenter Parkway - Tukwila,Washin9ton PROJECT NUMBER: 6G- 9611005 MATERIAL DESCRIPTION Below Surface S No & Type N qu (tsf) q p (tsf) s (tsf) 3- PID NOTES 712" AC over 4" crushed rock base r — - — 1 -SS 17 29 15 8 9 12 10 14 34 BDL BDL BDL BDL BDL Firm, moist, gray to brown, sandy SILT to — silty SAND with some gravel (Probable Fill) - 2 -SS 5 S Z — 3 -5S 4-SS _ Loose, saturated, dark gray, fine sandy SILT 10 _ 5 -SS Boring terminated at 11..5 PIO: Results of volatile vapor scan conducted on collected soil samples utilizing ,________________■"----; a HNU Photoionization Detector (PID) equipped with a 11.7 eV lamp calibrated to a Benzene standard. Results expressed in HNU- units. .BDL =Below Detection Limit. WATER OBSERVATION DATA REMARKS V. WATER ENCOUNTERED DURING DRILLING: 8 ft. WATER LEVEL AFTER REMOVAL: CAVE DEPTH AFTER REMOVAL: WATER LEVEL AFTER HOURS: CAVE DEPTH AFTER HOURS: z r t . onam Ch anges in strata Indicated by thi anee are ap rosimate boundary between soil types. The *cm N trenutlon may ba gradual an borings. Location of Test Boring is shown on 'the Boring Location Han. RECORD OF SUBSURFACE EXPLORATION GILES ENGINEERING ASSOCIATES, Dallas Madison Milwaukee Washington, Los INC Seattle Angeles D.C. BORING NO. &J Ilia O5ATION: SURFACE ELEVATION: 25ft AMSL COMPLETION DATE: 11/21/96 FIELD REPRESENTATIVE: MMR PROJECT: JC Penney Home Store PROJECT LOCATION: 17204 Southcenter Parkway Tukwila,Washin9ton PROJECT NUMBER: 6G- 9611005 MATERIAL DESCRIPTION Below Surface SNO & Type N qu ftsf) 4 p (tsf) 4 s (tsf) w ( %) PID NOTES — 13.5" AC over 4" of 1.25" minus base rock f _ — — 1 - SS 17 16 27 20 4 6 3 4 2 0 1 27 15 35 40 46 BDL BDL BDL BDL BDL Switch to muc rot ary 200 wash Atterberg limi _ Firm, moist, tan to gray, sandy SILT with some gravel (Probable Fill) — — Grading to brown silt with tiny rootlets (Relic Topsoil) 2 -SS 5 — 3 -SS 4-SS 10 _ _ — 5 -SS _ Very loose, dark gray, saturated fine sandy _ SILT . .. A 6 -SS 15 20 7 -SS — 8-55 Very soft, saturated, gray,clayey SILT with — some fibrous peat — — — _ Decreasing peat content — 25 — — 9 -55 10 -ST 30 _ 11 -SS 35 — — 12 -SS — Firm saturated, black fine SAND WATER OBSERVATION DATA REMARKS St WATER ENCOUNTERED DURING DRILLING:9.5 ft WATER LEVEL AFTER REMOVAL: CAVE DEPTH AFTER REMOVAL: WATER LEVEL AFTER HOURS: CAVE DEPTH AFTER HOURS: Auger :0' to 10' Mud Rotary : 10' to 76.5' y ® Cha nges in strata Indicated by the lines are approximate boundary between soil types. The actual transition may be gradual and may vary c borings. Location of Teat Boring is shown on the Boring Location Plan. RECORD OF SUBSURFACE EXPLORATION BORING NO. &10ATION: 13 1 SURFACE ELEVATION: 25ft AMSL COMPLETION DATE: 11/21/96 FIELD REPRESENTATIVE: MMR PROJECT: JC Penney Home Store PROJECT LOCATION: 17204 Southcenter Parkway Tukwila, Washington PROJECT NUMBER; 6G- 9611005 GILES ENGINEERING ASSOCIATES, Dallas Madison Milwaukee Washington, Los INC. Seattle Angeles D.C. MATERIAL DESCRIPTION Feet Below Surface Sample No. & Type N q u (tsf) q p (tsf) q s (tsf) w ( %) PD NOTES Firm, saturated, black fine SAND with trace _ to some silt(as above) — — — 45 13 -SS 8 27 12 26 0 0 0 0 27 31 41 35 56 Sieve test Atterberg limits 14 -SS 50 55 15 -SS - 60 16 -SS Very soft, saturated, gray SILT with some — clay - — — — 65 17 -SS _ — 18 -SS 19 -ST 70 75 20-SS _ 21 -SS Boring terminated at 76.5 feet WATER OBSERVATION DATA REMARKS V. WATER ENCOUNTERED DURING DRILLING:9.5 ft WATER LEVEL AFTER REMOVAL: CAVE DEPTH AFTER REMOVAL: WATER LEVEL AFTER HOURS: CAVE DEPTH AFTER HOURS: Auger: 0' to 10' Mud Rotary : 10' to 76:5' y .r z c . Ch anges in strata indicated by the lines are approximate bGundery between soli types. The actual trans on may be gradual and may vary comu d borings. Location of Test Boring is shown on t e Boring Location Plan. RECORD OF SUBSURFACE EXPLORATION BORING NO. &1OOATION: SURFACE ELEVATION: 24ft AMSL COMPLETION DATE: 11/22/96 FIELD REPRESENTATIVE: MMR PROJECT: PROJECT LOCATION: JC Penney Home Store 17204 Southcenter Parkway Tukwila, Washington PROJECT NUMBER: 6G- 9611005 ,3" AC over 4" of 1.25 minus base Firm, moist, brown to tan, SILT to silty SAND with gravel (Probable Fill) Becomes wet Very loose, saturated, dark gray sandy SILT z 10 sz 3• a L'h ring terminated at 11.5 feet WATER OBSERVATION DATA WATER ENCOUNTERED DURING DRILLING:11 ft. WATER LEVEL AFTER REMOVAL: CAVE DEPTH AFTER REMOVAL: WATER LEVEL AFTER HOURS: CAVE DEPTH AFTER HOURS: ( MATERIAL DESCRIPTION indi cate d b y i l i I. Feet Below Surface 5 Sample No. & Type 1 -SS 2 -SS 3 -SS 4-SS 5 -SS N 23 15 17 15 2 q (tsf) q (t ( Is REMARKS ( %) 9 17 22 31 PID BDL BDL BDL BID BDL B PID: Results of volatile vapor scan conducted on collected soil samples utilizing a HNU Photoionization Detector (PID) equipped with a 11.7 eV lamp calibrated to a Benzene standard. Results expressed in HNU- units. BDL =Below Detection Limit. GILES ENGINEERIN ASSOCIATES, INC Dallas Madison Seattle Milwaukee Los Angela Washington, D.C. NOTES tinges RECORD OF SUBSURFACE EXPLORATION BORING NO. &LOCATION: SURFACE ELEVATION: 22.5 ft COMPLETION DATE: 11/22/96 FIELD REPRESENTATIVE: MMR PROJECT: JC Penney Home Store PROJECT LOCATION: 17204 Southcenter Parkway Tukwila,Washington PROJECT NUMBER: 6G- 9611005 MATERIAL DESCRIPTION \3" AC over 4" of 1.25" minus base r Firm, moist to wet, gray and brown, sandy SILT with some gravel (Probable Fill) IMP "Grades to brown SILT with rootlets (Relic Topsoil) ,Firm, saturated, dark gray sandy SILT Boring terminated at 11.5 feet PIO: Results of volatile vapor scan conducted on collected soil samples utilizing a HNU Photoionization Detector (PID) equipped with a 11.7 eV lamp calibrated to a Benzene standard. Results expressed in HNU- units. BDL =Below Detection Limit. nal Ch WATER OBSERVATION DATA WATER ENCOUNTERED DURING DRILLING: 10.5 WATER LEVEL AFTER REMOVAL: CAVE DEPTH AFTER REMOVAL: WATER LEVEL AFTER HOURS: CAVE DEPTH AFTER HOURS: 1 by th mate bounds b Feet Below Surface 5 z10 a Sample No. & Type 1 -SS 2 -SS 3 -SS 4-SS 5 -SS N 18 22 16 6 14 q (tat) 9 REMARKS be A) (tat) w ( %) 1 d PID BDL BDL BDL BDL BDL i nges. n strata 1i.? e L oves are aperanime , ... a areal ^tween so types. The actual trend-don GILES ENGINEERING ASSOCIATES, INC. Dallas Madison Seattle Milwaukee Los Angeles Washington, D.C. NOTES an may credos may vary considerably between RECORD OF SUBSURFACE EXPLORATION GILES ENGINEERIN ASSOCIATES, Dallas Madison Milwaukee Washington, INC Seattle Los Angeles D.C. BORING NO. &J O ATION: ttii �J SURFACE ELEVATION: 24ft AMSL COMPLETION DATE: 11/22/96 FIELD REPRESENTATIVE: MMR PROJECT: JC Penney Home Store PROJECT LOCATION: 17204 Southcenter Parkway Tukwila,Washin9ton PROJECT NUMBER: 6G- 9611005 MATERIAL DESCRIPTION Feet Below Surface Sample No. & Type N qu Itsf) q p Itsf) q s Itsf) w 1 %) PID NOTES 13 "AC over 4" of 1.25" minus base f - — — 1 -5S 15 50/4 50 5 29 7 9 a 3 0 o 18 43 33 40 BDL BDL BDL BDL BDL ' Overstated Overstated no recovery 200 wash Switch to rota Atterberg limi Very stiff, moist to wet, gray and tan, SILT — with variable sand and gravel content — (Probable Fill) — 'IGrades to brown SILT with rootlets (Relic ( — (Topsoil) 2 -SS 5 — 3 -SS 4-SS 10 — — 5 -SS — Loose, saturated, dark gray, fine sandy SILT — — — 6 -SS 15 7-SS 20 — 25 8 -SS — Very soft, saturated, gray clayey SILT with — peat interbeds — Decreasing peat content — 9 -SS 10 - ST 30 35 — — 11 -SS 12-SS Firm, saturated, black, fine to medium — SAND with trace to some silt WATER OBSERVATION DATA REMARKS SZ WATER ENCOUNTERED DURING DRILLING:12 ft. WATER LEVEL AFTER REMOVAL: CAVE DEPTH AFTER REMOVAL: WATER LEVEL AFTER HOURS: CAVE DEPTH AFTER HOURS: Auger: o to 15', Mud rotary: 15' to 58.5' z 5= z ami _ -I ...... Ti.. -- - -1 r... ^nn......a ha ',mans) and nu very considerably betwe, , RECORD OF SUBSURFACE EXPLORATION GILES ASSOCIATES, Dallas Milwaukee ENGINEERING Madison Washington, INC. Seattle Los Angeles D.C. BORING NO. &lOLATION: t3 b SURFACE ELEVATION: 24ft AMSL COMPLETION DATE: 11/22/96 FIELD REPRESENTATIVE: MMR PROJECT: JC Penney Home Store PROJECT LOCATION: 17204 Southcenter Parkway Tukwila,Washington PROJECT NUMBER: 6G- 9611005 MATERIAL DESCRIPTION Feet Surface Sample & Type N q u (tsf) q p (tsf) qs (tsf) `A' ( %) PID NOTES Firm, saturated, black, fine SAND with trace — to some silt — — 45 13 -SS 15 27 21 15 26 14-SS 50 15 -SS 55 _ 16 -SS Boring terminated at 56.5 feet PID: Results of volatile vapor scan conducted on collected soil samples utilizing a HNU Photoionization Detector (PID) equipped with a 11.7 eV lamp calibrated to a Benzene standard. Results expressed in HNU- units. BDL= Below Detection Limit. WATER OBSERVATION DATA REMARKS 7 WATER ENCOUNTERED DURING DRILLING:12 ft. WATER LEVEL AFTER REMOVAL: CAVE DEPTH AFTER REMOVAL: WATER LEVEL AFTER HOURS: CAVE DEPTH AFTER HOURS: Auger: O to 15', Mud rotary: 15' to 56.5' z :=747 y s® ' borings. Location of est Boring is shown on t e Boring Location Plan. I I I I 0 0 L r 5 10 15 W 20 0, C 25 >c O 30 35 40 45 50 Test Date : Nov 23, 1996 Lo.aiion : 1.G Panay Clearance Censer, NW Corner 40 DI .ams5ue unequal sag msaslkce CI(Is BO 120 Pr Aslio- 100 -21po) Gamma 100 per Cone Penetration Test - CPT -1 a Operator : Northwest Cone Exploration Fr. Ratio (%) PWP (tsf) Su (tsf) 160 200 0 2 3 4 5 1 0 1 2 3 4 0 1 2 3 4 g ■ twig n � tr\ - 211 . - Su -MI Dina) /149 N6.12 Gams. l00 pct M!! li 5 0 Ground Surf. Elev.: (100 Water Table Depth : 16.00 N1(60) (blows/ft 5 10 15 20 Afar Aefkeia W Davies(199J) 25 PROJECT NO.6G-0611005 DATE: Novarrbei 26, 1996 DRAWN BY: K.rb Brown Giles Engineering Associates, Inc. ■■� r a a — 50 55 60 65 70 75 60 85 90 95 100 Test Dale : Nov 25, 1996 Location : S.C. Penny Clearance Center. NW Coma at (tsf) Fr. Ratio (%) PWP (tsf) 40 60 120 180 200 0 1 2 3 4 5 -1 0 1 2 3 4 Qi nmmMimdfor uncqual tad area circus Pr Rada. I00 Oumu. 100 pct Cone Penetration Test - CPT -1 Operator : Northwest Cone Exploration ( ) Su (tsf) 0 1 2 3 4 ■(Qt sipuv)IKt Mk .12 Chat 100 pd 5 0 Ground Surf. Ekv.: 0.00 Water Table Depth : 16.00 NI(60) (blows/ft) 5 10 15 20 After WINN. .ad Davin 0991) 25 PROJECT NO 660611005 DATE: November 26, 1996 DRAWN BY: Kaah Brown Giles Engineering Associates, Inc. [ a■a a�a a■a a�a eta 10 15 20 C 25 t a 8 30 35 40 45 50 Test Date : Nov 25, 1996 Operator : Northwest Cone Exploration Ground Surf. Elev. : 0.00 Location : 1.0 Penny Clearance Center, NE Corner Water Table Depth : 16.00 Qt (ts ) Fr. Ratio ( %) 0 40 BO 120 160 200 0 1 2 3 WIN Eon NEIN 01 sonata tad h aria - 100•F4Q.5ttaw) waled end um enema Duos • 100 pot Cone Penetration Test - CPT -2 PWP (tsf) 6 •1 0 1 2 9 0 Su (tsf) I 2 3 4 aWW r s Se -(QI Nyman) I NE tit 12 Cans 100 pd N1(60) (blows /ft 5 0 5 10 15 20 25 C S 1~z After Jerked ma Davies (19931 PROJECT NO 60.9611005 DATE: November 26. 1906 DRAWN BY: KeBI Brown Giles Engineering Associates, Inc. 50 0 55 60 65 70 75 BO 85 90 95 100 Test Date : Nov 25, 1996 Location :1.C Penny Clearance Center, NE Corner 40 CH (ts ) B0 120 Qt numalbc4 unequal tad ma eieca 160 200 0 Pr Raio. leo•F(Q.Sitaw) Ga. .400 per Cone Penetration Test - CPT -2 Fr. Ratio (%) 1 2 3 4 Operator : Northwest Cone Exploration PWP (tsf) Su (ts ) 6 :1 0 1 2 3 4 0 1 2 3 t Mgr 66. (43g a+tm•V)I ter. ter. II Oa. 100 pct a Ground Surf. EIev. : 0.00 Water Table Depth : 15.00 N1(60) (blows/ft 5 0 5 10 15 20 25 wfar kfkrica and Davies0991) •. , o• a GEOTECH CONSULTANTS, INC. Wig Properties 4811 — 134th Place Southeast Bellevue, Washington 98006 Dear Mr. Wig: ZJM /MRM: jyb REVIEWED FOR CODE COMPLIANCE C. $n.lonIre ) NOV 3 0 2 (L" City Of'Nkwlla BUILDING DIVISION cc: Leshya Wig — via email aLE COPY Attention: M.K. Wig Subject: Transmittal Letter — Geotee hnicai Engineering Study Proposed Kohl's Department Store • 17200 Southcenter Parkway Tukwila, Washington - We are pleased to present this geotechnical engineering report for the proposed Kohl's department store to be constructed 17200 Southcenter Parkvjy_in Tukwila. The scope of our services consisted of reviewing existing subsurface information and cdnducting-.4dditionai subsurface explorations, and then developing this report to provide recommendations for general earthwork and design criteria for foundations, retaining walls, and pavements. This work was authorized by your acceptance of our proposal dated April 25, 2006. The attached report contains a discussion of the study and our recommendations. Please contact us if there are any questions regarding this report, or for further assistance during the design and construction phases of this project. Respeiitfully submitted, GEOTECH CONSULTANTS, INC. as-- Ir. M ir Marc R. McGinnis, P.E. Principal GEOTECH CONSULTANTS, INC. 13256 Northeast 20th Street, Suite 16 Bellevue, Washington 98005 (425) 747 -5618 FAX (425) 747 -8561 June 20, 2006 JN 04318 -1 RECEIVED arty OFTEIVWILP out 112006 PERMIT CENTER i 1) This report presents the findings and recommendations of our geotechnical engineering study for the site of the proposed Kohl's shopping center to be constructed in the northeast corner of the property at 17200 Southcenter Parkway in Tukwila. Development of the property is in the planning stages at this time. We were provided with potential preliminary site plans prepared by Freiheit & Ho Architects. Based on this information, and our discussions with Wig Properties, we anticipate that a one -story Kohl's department store and associated paved parking /drive areas will be constructed in the northeast corner of the subject property. Specific information regarding the building's construction and anticipated foundation loads is contained in the Geotechnical Services section of the April 2005 Design Criteria manual published for Kohl's Department Stores. This document indicates that the building will have one floor, with an internal mezzanine. The structure is to be either concrete tilt -up or masonry (CMU) construction. The following typical design foundation and slab loads (combined dead and live loads) are indicated in the Design Criteria: SURFACE GEOTECHNICAL ENGINEERING STUDY Proposed Kohl's Department Store 17200 Southcenter Parkway Tukwila, Washington Main Building Area: • Wall Loads — 3,700 pounds per lineal foot (plf) • Column Loads — 85 kips • Floor Loads —175 pounds per square foot (psf) Mezzanine Areas: • Wall Loads — 7,000 plf • Column Loads —165 kips • Floor Loads — 210 psf The finish floor elevation for the building is to be approximately 26.5 feet. In order to reach this floor elevation, and the surrounding final site grades, fills of one foot to almost 4 feet will be placed above the existing grades. The area between the building and the north and east property boundaries will be filled to create paved areas for parking, and truck drive lanes and load /unload areas. If the scope of the project changes significantly from what we have described above, we should be provided with revised plans as soon as possible in order to determine if modifications to the recommendations and conclusions of this report are warranted. SITE CONDITIONS The Vicinity Map, Plate 1, illustrates the general location of the site, located south of the Southcenter Shopping Mall. The majority of the planned building footprint lies within an overgrown, undeveloped area on the eastern side of the original J.C. Penney Distribution Center property. This area is covered with brush, and small deciduous trees. The westernmost edge of the proposed footprint is currently covered by asphalt pavement. To the west of the planned building, GEOTECH CONSULTANTS, INC. Wig Properties June 20, 2006 SUBSURFACE GEOTECH CONSULTANTS, INC. JN 04318 -1 Page 2 the northern one -third of the future Kohl's parking lot is currently covered by asphalt and concrete that served as the truck staging and loading dock area for the now - vacant J.C. Penney warehouse building, which covers the southern approximately two- thirds of the Kohl's parking area. Based on the topographic survey provided to us, the finish floor elevation of the J.C. Penney building is approximately 27 feet. The southern one -half of the Kohl's building footprint is at an elevation of 25 to 26 feet. The ground surface on the remainder of the Kohl's parcel is currently at an elevation of 22 to 23 feet. The majority of the nearby buildings are one- and two -story warehouse or retail structures. From our previous experience in the area, we are aware that most of these structures are supported on conventional foundations. Deep foundations, such as augercast piers or driven piles, have only been used for the larger, more settlement- sensitive buildings in the Westfield Shopping Center to the north of the site. We observed the condition of the existing J.C. Penney warehouse building and the Bon - Macy's warehouse building to the north of the site. Both of these buildings are 30 years old, and it appears from a visual examination that these buildings' foundations are in relatively good shape. Some settlement has occurred, as evidenced by cracks in the floor slab and minor cracks between tilt -up wall panels, and there is at least one case where there has been a small amount of spelling at the panel connections due to settlement or earthquake - induced motion. The site topographic survey indicates that there is 3 to 4 inches of elevation difference in the floor slab between the northeast and north corners. Whether the slab was originally constructed with this elevation difference, or not, or not is not known. However, based on the appearance of the building, this amount of differential settlement may have actually occurred. Such settlement over a distance of 450 feet has been easily tolerated by a properly constructed tilt -up concrete building. Floor cracks that have developed do not appear to have impeded the use of these buildings. We assume that the former J.C. Penney warehouse area was not preloaded, as Dames & Moore did not recommend in their 1995 report that a proposed addition by preloaded. This addition was to be located in generally the same area as the Kohl's building footprint. Giles Engineering Associates recommended in 1996 that a 4 -foot -high preload be utilized for a new one -story J.C. Penney Home Center that was to have been constructed in front of the existing warehouse building. Dames and Moore (now URS Corporation) prepared a study entitled °Report of Geotechnical Investigation, Distribution Center Expansion° dated November 22, 1995. This report was for the vacant parcel east of the J.C. Penney warehouse building. They drilled five test borings to depths ranging from 49 feet to 74 feet for that study. Two of these borings (B -1 -95 and B - - 95) were conducted inside the Kohl's building area and the logs of these previous borings are attached to the back of this report in Appendix A. In order to supplement these previous explorations, Geotech Consultants, Inc. drilled eight additional test borings on the Kohl's site on May 16, 2006. Five deeper borings were drilling inside the proposed building area to a depth of 51.5 feet. Three shallower borings were drilled in the parking and truck loading areas outside of the footprint of the existing J.C. Penney warehouse building. It was not possible to drill borings on the southern portion of the future Kohl's parking area, due to the presence of the existing warehouse building. The recent borings were drilled using trailer- mounted and track - mounted, hollow -stem auger drills. Samples were taken at 5 -foot intervals with a standard penetration sampler. This split -spoon sampler, which has a 2 -inch outside diameter, is driven into the soil with a 140 -pound hammer falling 30 inches. The number of blows required to advance the sampler a given distance is an indication of the soil density or consistency. A geotechnical engineer from our staff observed the drilling process, logged the test borings, and Wig Properties June 20, 2006 obtained representative samples of the soil encountered. The Test Boring Logs are attached as Plates 3 through 15. We were also able to confirm the composition of the building pad fill beneath the J.C. Penney in several shallow test holes that were excavated in holes cut through the floor slab. Soil Conditions JN 04318 -1 Page 3 In general, all of the previous and current test borings found 5 to 8.5 feet of fill soils consisting of sand sift with some gravel. This is likely glacial till fill, and according to the Dames & Moore report, it was placed in the summer of 1965. The upper fill in the area east of the warehouse building was likely placed during the construction of the warehouse building in 1968. It appears that some compaction effort was used when the general fill was placed in 1965, as it is very stiff or medium - dense. Within the footprint of the J.C. Penney building, the fill underlying the concrete floor slab is a medium - dense, gravelly sand that was imported to the site, and which had obviously been compacted when it was originally placed. Below the fill are alluvial sediments consisting of silts and fine - grained sands typical for the surrounding area. These soils have been deposited by numerous episodes of flooding and the meandering of streams and rivers across the valley floor following recession of the last glaciers. The silts and sands are loose and fairly devoid of significant organic matter to a depth of about 20 feet. Below this is a zone where the loose silts and sands contain layers of peat. Samples of the peaty soils in our test borings had moisture contents of 98 to 146 percent. This organic -rich zone is about 10 feet thick. Below the organic layer, the explorations found layered loose silts and fine sands. Cleaner, medium -dense sands were observed in most of the borings from a depth of about 40 feet. The deepest borings conducted within the proposed Kohl's property extended to a depth of approximately 50 feet. There was a boring drilled previously by Dames & Moore to a depth of approximately 74 feet immediately to the south of the proposed Kohl's building. This boring did not encounter dense or glacially- compressed soils before it was terminated. Field Hydrocarbon Testing of Soil Samples As required by the Kohl's Design Criteria manual, we conducted field screening for petroleum hydrocarbons on the soil samples that were retrieved from the recent borings. Using a photoionization detector (PID), we scanned each of the samples for volatile organic compounds (VOCs) that could indicate hydrocarbon contamination. No VOCs were detected by the PID. We also did not observe any visual indications of hydrocarbon contamination (stains, odor, etc.) in any of the retrieved samples. Groundwater Conditions It should be noted that groundwater levels vary seasonally with rainfall and other factors. Groundwater seepage was observed in the borings, and represents the approximate location of the regional water table that lies beneath the entire surrounding river valley. This water table may fluctuate seasonally with rainfall and other factors. The final logs represent our interpretations of the field logs and laboratory tests. The stratification lines on the logs represent the approximate boundaries between soil types at the exploration GEOTECH CONSULTANTS, INC. Wig Properties June 20, 2006 locations. The actual transition between soil types may be gradual, and subsurface conditions can vary between exploration locations. The logs provide specific subsurface information only at the locations tested. If a transition in soil type occurred between samples in the borings, the depth of the transition was interpreted. The relative densities and moisture descriptions indicated on the test boring logs are interpretive descriptions based on the conditions observed during drilling. GENERAL CONCLUSIONS AND RECOMMENDATIONS GEOTECH CONSULTANTS, INC. JN 04318 -1 Page 4 THIS SECTION CONTAINS A SUMMARY OF OUR STUDY AND FINDINGS FOR THE PURPOSES OF A GENERAL OVERVIEW ONLY. MORE SPECIFIC RECOMMENDATIONS AND CONCLUSIONS ARE CONTAINED IN THE REMAINDER OF THIS REPORT. ANY PARTY RELYING ON THIS REPORT SHOULD READ THE ENTIRE DOCUMENT. The site of the Kohl's building is underlain by 5 to 8 feet of moderately - compact fill soils. This fill was placed on top of alluvial silt and fine sand soils that are relatively loose and moderately compressible. A layer of more compressible soil containing peat lenses and inclusions occurs from about 22 to 30 feet below the existing surface in the borings drilled east of the existing warehouse building. This layer was not identified in most of the Dames & Moore borings east of the existing warehouse building. Underlying the soft silts were loose alluvial sands and on the southwest corner of the pad soft silt interbeds were observed to the maximum explored depth. Based on the encountered soil conditions, and our observations of building performance around the site, it is our opinion that the proposed Kohl's building can be supported on a conventional foundation system. The existing fill soils have been in place over 30 years and are relatively thick, and the proposed overall building loads (a combination of floor and overall building structure loads), will not be excessively heavy. Considering the variable elevation of the ground surface within the building area, and the somewhat varying thickness of the existing fill, we recommend that the entire building area be preloaded to an elevation at least 4 feet above the planned slab elevation. This 4- foot preload would be placed following completion of the structural fill for the building pad. We recommend that the preload fill settlement be monitored (see the Preloading Program section of this report). In addition to the preload, the continuous wall footings should contain additional reinforcing to reduce the potential for differential settlement along the length of the walls. The foundation and earthwork recommendations in this report involve some risk that must be assumed by the building owners. The risks involve foundation settlement that should be typical for the for the previous developments in the area. We expect that post - construction foundation settlements, following preloading, will be on the order of one to 2 inches under static building loads. This is more than the one inch maximum indicated in the Design Criteria manual. However, this amount of settlement is typical for previous similar construction in the area, and is certainly tolerable by flexible commercial construction. Preventing this amount of settlement would require the use of deep foundations, which would be extremely costly, as they could easily need to extend in excess of 100 feet below the existing grade. As we have discussed, our recommendations are generally consistent with standard building practice in the area. Maintenance and other corrective measures may be required as the building ages, or after a large earthquake. Given the likelihood of detectable foundation settlement in the conventionally supported buildings, flexible building construction and materials are recommended wherever possible. Concrete tilt -up construction typically performs quite well in similar conditions, Wig Properties June 20, 2006 JN 04318 -1 Page 5 as the wall panels tend to span over the softer areas, causing differential movement mostly at the flexible joints between the panels. Concrete masonry (CMU) construction is less forgiving to settlement, more readily showing cracks in the masonry units and mortar from even small amounts of settlement. Providing more frequent control and isolation joints in CMU walls can reduce this cracking, as the differential movement will occur at the joints. Settlement - sensitive finishes, such as brick, stucco, and tile should be avoided, as these materials show cracking most readily. We also recommend that sidewalks and concrete approach aprons be doweled into the perimeter foundations to prevent any downset that could result in a trip hazard as the soils beneath the site settle over time. Reinforcing exterior on -grade slabs and sidewalks with rebar would also be prudent to reduce long -term cracking and differential movement. The site soils within the expected depth of excavation do not have a high corrosive potential and are not susceptible to shrinkage or swelling. As with most sites in the Puget Sound region, no special measures are needed to address corrosion for elements that are founded in or above the existing fill soils. The drainage and/or waterproofing recommendations presented in this report are intended only to prevent active seepage from flowing through concrete walls or slabs. Even in the absence of active seepage into and beneath structures, water vapor can migrate through walls, slabs, and floors from the surrounding soil, and can even be transmitted from slabs and foundation walls due to the concrete curing process. Excessive water vapor trapped within structures can result in a variety of undesirable conditions, including, but not limited to, moisture problems with flooring systems, excessively moist air within occupied areas, and the growth of molds, fungi, and other biological organisms that may be harmful to the health of the building occupants. The designer or architect must consider the potential vapor sources and likely occupant uses, and provide sufficient ventilation, either passive or mechanical, to prevent a build up of excessive water vapor within the planned structure. A significant geotechnical consideration for development of this site is the high silt content of the on -site soils. Based on our observations, and the results of existing laboratory tests, the moisture contents of the on -site soils are variable. These fine - grained, silty soils are very sensitive to moisture, which makes them impossible to adequately compact when they have moisture contents even 2 to 3 percent above or below their optimum moisture content. The reuse of the upper existing fill soils as structural fill to level the site will only be successful when weather conditions are such that the moisture contents can be adjusted. Aeration or controlled wetting of soils is usually only possible during the warmer and drier late summer and early fall months. The earthwork contractor must be prepared to rework areas that do not achieve proper compaction due to improper moisture content. Utility trench backfill in structural areas, such as pavements, must be placed as structural fill. Improper compaction of backfill in utility trenches and around control structures is a common reason for pavement distress and failures. The alluvial silt and silty sand that underlies the existing fill would not be suitable for reuse in any structural areas on the site. Imported granular fill will be needed wherever it is not possible to dry the wetter on -site soils sufficiently before compaction. Geotech Consultants, Inc. should be allowed to review the final development plans to verify that the recommendations presented in this report are adequately addressed in the design. Such a plan review would be additional work beyond the current scope of work for this study, and it may include revisions to our recommendations to accommodate site, development, and geotechnical constraints that become more evident during the review process. GEOTECH CONSULTANTS, INC. Wig Properties June 20, 2006 We recommend including this report, in its entirety, in the project contract documents. This report should also be provided to any future property owners so they will be aware of our findings and recommendations. SEISMIC CONSIDERATIONS JN 04318 -1 Page 6 Under the 2003 International Building Code (IBC), the soil profile would be Class E. The saturated alluvial soils have a moderate potential for seismic liquefaction, which is a partial or total loss of soil bearing strength due to high porewater pressures during strong ground shaking. However, the presence of 8 to 10 feet of compacted fill beneath the building will prevent localized bearing loss under the foundations, and should minimize area -wide liquefaction beneath the structure. Dames & Moore concluded in their previous study of the site that seismic liquefaction could occur in the alluvial soils under a magnitude 7.5 earthquake, and that about 3 inches of seismic settlement could occur. They further stated that their calculations indicated that there would be no significant surface effects from a magnitude 6.5 earthquake that resulted in 0.2g acceleration. Due to the uncertainties in predicting the potential effects of seismic liquefaction on commercial structures in the Tukwila and Kent Valley, we recommend that perimeter foundations be continuous and be reinforced with additional rebar. This will allow the exterior footings to span across any areas of concentrated liquefaction (sand boils). The potential for a sand boil to occur beneath, or near, an interior spread footing where the ground surface is constrained by underslab fill and the slab itself is low. The floor slabs should be tied to perimeter and interior foundations. Considering the recommendations presented in this geotechnical report, it is our professional opinion that the differential foundation settlement that could be experienced by the structure during a large earthquake should be on the order of 3 to 4 inches in a distance of 100 feet. It is our opinion that no additional liquefaction mitigation measures need to be incorporated into the structure beyond what are recommended in this geotechnical report. By preventing catastrophic settlement of the foundations, the safety of the occupants should be protected. The intent of our recommendations is not to prevent damage or ensure continued function of the structure after the design seismic event. PRELOADING PROGRAM As discussed in the General section of this report, we recommend preloading the building pad once it has been completed to the design subgrade elevation. This preload is intended to induce some pre- construction consolidation into the underlying soils, and to reduce differential settlement between areas of newly placed pad fill and the thicker fill that has been in place for 30 years. Before placing the surcharge (preload) fill, structural fill should be placed to the design finish grade in the areas to be preloaded. Then a surcharge fill should be added to provide additional preload to induce as much settlement as possible prior to building construction. The surcharge fill does not have to meet any specific requirements, except that it should have a minimum in -place total density of 120 pounds per cubic foot (pcf). However, if the surcharge fill is to be used later as fill on another part of the site, it is important that the material used for the preload meets the requirements for structural fill, i.e. contain no organic sand and be compactable. Also, the potential weather conditions at the time of fill placement should be considered in the material selection, as structural fill placed in wet weather should be coarse - grained and contain no more than 5 percent fines passing the No. 200 sieve. GEOTECH CONSULTANTS, INC. Wig Properties June 20, 2006 The side slopes of the surcharge fill should be inclined no steeper than 1:1 (Horizontal:Vertical), and the top of the surcharge should extend at least 5 feet beyond the building perimeter. No fill berms for landscaping purposes should be placed near the building, since the later addition of any fill could induce further settlement. Prior to placement of any fill, we recommend installing at least five settlement markers in the preloaded area prior to fill placement. Care should be taken to protect these markers from disturbance by construction equipment. The markers should be surveyed by a licensed surveyor prior to and during, fill and surcharge placement, and then at intervals of 2, 4, 8, 16, 32, and so forth days after the completion of the fill placement. Initial readings should show the existing ground elevation, and the readings taken during the placement of the surcharge should show the surcharge fill thickness Settlement readings should be furnished to, and evaluated by, Geotech Consultants, Inc. When the primary settlement is completed, the surcharge fill may be removed. The exposed subgrade should be proof - rolled, and any loose areas should be overexcavated and replaced by structural fill. CONVENTIONAL FOUNDATIONS GEOTECH CONSULTANTS, INC. JN 04318 -1 Page 7 The proposed building can be supported on conventional continuous and spread footings bearing on the existing site fills where it can be verified that compaction is at least 95 percent of the maximum density, or on new, properly compacted structural fill placed over the existing fill soils. We recommend that for budget considerations that it be assumed that structural fill will be required below all building foundations. See the section entitled General Earthwork and Structural Fill for recommendations regarding the placement and compaction of structural fill beneath structures. Adequate compaction of structural fill should be verified with frequent density testing during fill placement. Prior to placing structural fill beneath foundations, the exposed subgrade soils should be observed by the geotechnical engineer of record to document that adequate bearing soils have been exposed. We recommend that continuous and individual spread footings have minimum widths of 16 and 24 inches, respectively. Footings should also be bottomed at least 18 inches below the lowest adjacent finish ground surface The local building codes should be reviewed to determine if different footing widths or embedment depths are required. The structural fill below foundations must be at least as wide at the bottom as the sum of the depth of the overexcavation and the footing width. For example, an overexcavation extending 2 feet below the bottom of a 2- foot -wide footing must be at least 4 feet wide at the base of the excavation. We recommend that the perimeter foundations be reinforced sufficiently to theoretically be able to span a distance of 10 feet without soil support. This typically involves simply adding more horizontal rebar in the footing and stem wall to create a more rigid foundation. An allowable bearing pressure of up to 3,000 pounds per square foot (psf) is appropriate for footings supported on properly - compacted structural fill. A one -third increase in this maximum design bearing pressure may be used when considering short-term wind or seismic loads. For the above design criteria, it is anticipated that the total post - construction static settlement of footings founded after preloading will be about 1 to 2 inches, with differential settlements on the order of 1 inch in a distance of 100 feet along a continuous footing with a uniform load. Most of this settlement will be the result of slow, long -term consolidation of the underlying alluvial soils. PARAMETER Active Earth Pressure * VALUE 35 pcf Passive Earth Pressure 300 pcf Coefficient of Friction 0.45 Soil Unit Weight 125 pcf Wig Properties June 20, 2006 JN 04318 -1 Page 8 Lateral loads due to wind or seismic forces may be resisted by friction between the foundation and the bearing soil, or by passive earth pressure acting on the vertical, embedded portions of the foundation. For the latter condition, the foundation must be either poured directly against relatively level, undisturbed soil or be surrounded by level structural fill. We recommend using the following ultimate values for the foundation's resistance to lateral loading: PARAMETER Coefficient of Friction Passive Earth Pressure ULTIMATE VALUE 0.45 300 pcf Where: (I) pcf is pounds per cubic foot, and (II) passive earth pressure Is computed using the equivalent fluid density. We recommend maintaining a safety factor of at least 1.5 for the foundation's resistance to lateral loading, when using the above ultimate values. PERMANENT FOUNDATION AND RETAINING WALLS It is unlikely that there will be tall retaining walls on this project. However, walls backfilled on only one side should be designed to resist the lateral earth pressures imposed by the soil they retain. The following recommended parameters are for walls that restrain level backfill: Where: (I) pcf is pounds per cubic foot, and (II) active and passive earth pressures are computed using the equivalent fluid pressures. • For a restrained wall that cannot deflect at least 0.002 times Its height, a uniform lateral pressure equal to 10 psf times the height of the wail should be added to the above active equivalent fluid pressure. The values given above are to be used to design permanent foundation and retaining walls only. The values for friction and passive resistance are ultimate values and do not include a safety factor. We recommend a safety factor of at least 1.5 for overturning and sliding, when using the above values to design the walls. Restrained wall soil parameters should be utilized for a distance of 1.5 times the wall height from corners or bends in the walls. This is intended to reduce the amount of cracking that can occur where a wall is restrained by a corner. GEOTECH CONSULTANTS, INC. Wig Properties June 20, 2006 The design values given above do not include the effects of any hydrostatic pressures behind the walls and assume that no surcharges, such as those caused by slopes, vehicles, or adjacent foundations will be exerted on the walls. If these conditions exist, those pressures should be added to the above lateral soil pressures. The surcharge due to traffic loads behind a wall can typically be accounted for by adding a uniform pressure equal to 2 feet multiplied by the above active fluid density. Heavy construction equipment should not be operated behind retaining and foundation walls within a distance equal to the height of a wall, unless the walls are designed for the additional lateral pressures resulting from the equipment. The wall design criteria assume that the backfill will be well - compacted in lifts no thicker than 12 inches. The compaction of backfill near the walls should be accomplished with hand - operated equipment to prevent the walls from being overloaded by the higher soil forces that occur during compaction. Retaining Wall Backfill and Waterproofing GEOTECH CONSULTANTS, INC. JN 04318 -1 Backfill placed behind retaining or foundation walls should be coarse, free - draining structural fill containing no organics. This backfill should contain no more than 5 percent silt or clay particles and have no gravel greater than 4 inches in diameter. The percentage of particles passing the No. 4 sieve should be between 25 and 70 percent. The on -site soils have too high of a silt content to be used for backfill within a 1:1 (Horizontal:Vertical) zone from the base of the wall. The purpose of these backfill requirements is to ensure that the design criteria for a retaining wall are not exceeded because of a build -up of hydrostatic pressure behind the wall. The top 12 to 18 inches of the backfill should consist of a compacted, relatively impermeable soil or topsoil, or the surface should be paved. The ground surface must also slope away from backfilled walls to reduce the potential for surface water to percolate into the backfill. The section entitled General Earthwork and Structural Fill contains recommendations regarding the placement and compaction of structural fill behind retaining and foundation walls. The above recommendations are not intended to waterproof below -grade walls, or to prevent the formation of mold, mildew or fungi in interior spaces. Over time, the performance of subsurface drainage systems can degrade, subsurface groundwater flow patterns can change, and utilities can break or develop leaks. Therefore, waterproofing should be provided where future seepage through the walls is not acceptable. This typically includes limiting cold - joints and wall penetrations, and using bentonite products, spray -on liners, or membranes on the outside of the walls. Applying a thin coat of asphalt emulsion to the outside face of a wall is not considered waterproofing, and will only help to reduce moisture generated from water vapor or capillary action from seeping through the concrete. As with any project, adequate ventilation of basement and crawl space areas is important to prevent a build up of water vapor that is commonly transmitted through concrete walls from the surrounding soil, even when seepage is not present. This is appropriate even when waterproofing is applied to the outside of foundation and retaining walls. The choice of an appropriate waterproofing system depends on the specific site conditions, the intended construction and use for the project, and the expectations of the end user. We recommend that you contact a specialty consultant if detailed recommendations or specifications related to waterproofing design and /or minimizing the potential for infestations of mold and mildew are desired. Waterproofing materials and systems should also be evaluated and installed Page 9 Wig Properties June 20, 2006 by an experienced contractor familiar with the anticipated construction and subsurface conditions. FLOOR SLABS GEOTECH CONSULTANTS, INC. JN 04318 -1 Page 10 The building floors may be constructed as slabs -on -grade atop new or existing structural fill compacted to at least 95 percent of maximum density for a thickness of at least one foot. As we have found on previous projects, it is very important that fill placed in utility trenches beneath slabs, and around the foundations be properly compacted to avoid localizes slab settlement and cracking. To reduce the potential for cracking and downsets from long -term slab settlement resulting from consolidation of the alluvial soils, we recommend that the slabs be reinforced with No. 4 rebar on 18 -inch centers, The slabs should be tied into perimeter and individual spread foundations. The subgrade soil must be in a firm, non - yielding condition at the time of slab construction or underslab fill placement. Any soft areas encountered should be excavated and replaced with additional select, imported structural fill. We recommend using a subgrade modulus of 150 pounds per cubic inch (poi) for design of on- grade floor slabs. All slabs -on -grade should be underlain by a capillary break or drainage layer consisting of a minimum 4 -inch thickness of coarse, free - draining structural fill with a gradation similar to that discussed in Permanent Foundation and Retaining Walls. As noted by the American Concrete Institute (ACI) in the Guides for Concrete Floor and Slab Structures, proper moisture protection is desirable immediately below any on -grade slab that will be covered by tile, wood, carpet, impermeable floor coverings, or any moisture - sensitive equipment or products. ACI also notes that vapor retarders, such as 6 -mil plastic sheeting, are typically used. A vapor retarder is defined as a material with a permeance of less than 0.3 US perms per square foot (psf) per hour, as determined by ASTM E 96. It is possible that concrete admixtures may meet this specification, although the manufacturers of the admixtures should be consulted. Where plastic sheeting is used under slabs, joints should overlap by at least 6 inches and be sealed with adhesive tape. The sheeting should extend to the foundation walls for maximum vapor protection. If no potential for vapor passage through the slab is desired, a vapor barrier should be used. A vapor barrier, as defined by ACI, is a product with a water transmission rate of 0.00 perms per square foot per hour when tested in accordance with ASTM E 96. Reinforced membranes having sealed overlaps can meet this requirement. Deletion, improper installation or excessive damage of the vapor barrier /retarder has been the cause of several flooring- and vapor - related problems on past projects we have been associated with. In the recent past, ACI (Section 4.1.5) recommended that a minimum of 4 inches of well- graded compactable granular material, such as a 5/8 inch minus crushed rock pavement base, should be placed over the vapor retarder or barrier for protection of the retarder or barrier and as a "blotter" to aid in the curing of the concrete slab. Sand was not recommended by ACI for this purpose. However, the use of material over the vapor retarder is controversial as noted in current ACI literature because of the potential that the protection/blotter material can become wet between the time of its placement and the installation of the slab. If the material is wet prior to slab placement, which is always possible in the Puget Sound area, it could cause vapor transmission to occur up through the slab in the future, essentially destroying the purpose of the vapor barrier /retarder. Therefore, if there is a potential that the protection /blotter material will become wet before the slab is installed, ACI now recommends that no protection /blotter material be used. However, ACI then Wig Properties June 20, 2006 recommends that, because there is a potential for slab cure due to the loss of the blotter material, joint spacing in the slab be reduced, a low shrinkage concrete mixture be used, and "other measures" (steel reinforcing, etc.) be used. ASTM E- 1643 -98 "Standard Practice for Installation of Water Vapor Retarders Used in Contact with Earth or Granular Fill Under Concrete Slabs" generally agrees with the recent ACI literature. We recommend that the contractor, the project materials engineer, and the owner discuss these issues and review recent ACI literature and ASTM E -1643 for installation guidelines and guidance on the use of the protection /blotter material. Our opinion is that with impervious surfaces that all means should be undertaken to reduce water vapor transmission. It is very important that slab moisture be controlled. We were consultants for a shopping center in Federal Way where there was no groundwater, yet there were significant post - construction moisture problems, which caused considerable expense to resolve. Control and expansion joints should also be used to control cracking from expansion and contraction. Saw cuts or preformed strip joints used to control shrinkage cracking should extend through the upper one -fourth of the slab. The spacing of control or expansion joints depends on the slab shape and the amount of steel placed in it. Reducing the water - to-cement ratio of the concrete and curing the concrete, by preventing the evaporation of free water until cement hydration occurs, will also reduce shrinkage cracking. EXCAVATIONS AND SLOPES GEOTECH CONSULTANTS, INC. JN 04318 -1 Page 11 No excavated slopes are anticipated other than for utility trenches. Excavation slopes should not exceed the limits specified in local, state, and national government safety regulations. Temporary cuts to a depth of about 4 feet may be attempted vertically in unsaturated soil, if there are no indications of slope instability. However, vertical cuts should not be made near property boundaries, or existing utilities and structures. Based upon Washington Administrative Code (WAC) 296, Part N, the compacted fill soil at the subject site would generally be classified as Type B. Therefore, temporary cut slopes greater than 4 feet in height cannot be excavated at an inclination steeper than 1:1 (Horizontal:Vertical), extending continuously between the top and the bottom of a cut. Deep utility trenches intersecting alluvial soils or reaching groundwater seepage will require shoring. The above- recommended temporary slope inclination is based on what has been successful at other sites with similar soil conditions. Temporary cuts are those that will remain unsupported for a relatively short duration to allow for the construction of foundations, retaining walls, or utilities. It is possible that variations in soil and groundwater conditions will require modifications to inclination at which temporary slopes can stand. It is also important that surface water be directed away from temporary slope cuts. The cut slopes should also be backfilled or retained as soon as possible to reduce the potential for instability. Please note that loose soil can cave suddenly and without warning. Excavation, foundation, and utility contractors should be made especially aware of this potential danger. These recommendations may need to be modified if the area near the potential cuts has been disturbed in the past by utility installation, or if settlement- sensitive utilities are located nearby. Wig Properties June 20, 2006 DRAINAGE CONSIDERATIONS PAVEMENT AREAS GEOTECH CONSULTANTS, INC. JN 04318 -1 Page 12 Foundation drains should be used where (1) crawl spaces or basements will be below the structure, (2) a slab is below the outside grade, or (3) the outside grade does not slope downward from a building. A drain on the outside of the foundation must be installed where there are truck wells to collect drainage flowing under the granular fill below the pavement. Drains should also be placed at the base of all earth - retaining walls. These drains should be surrounded by at least 6 inches of 1- inch - minus, washed rock and then wrapped in non - woven, geotextile filter fabric (Mirafi 140N, Supac 4NP, or similar material). At its highest point, a perforated pipe invert should be at least 6 inches below the bottom of a slab floor, and it should be sloped for drainage. Alt roof and surface water drains must be kept separate from the foundation drain system. For the best long -term performance, perforated PVC pipe is recommended for all subsurface drains. A typical footing drain detail is included as Plate 16. If the structure includes an elevator, it may be necessary to provide special drainage or waterproofing measures for the elevator pit. If no seepage into the elevator pit is acceptable, it will be necessary to provide a footing drain and free - draining wall backfill, and the walls should be waterproofed. If the footing drain will be too low to connect to the storm drainage system, then it will likely be necessary to install a pumped sump to discharge the collected water. Alternatively, the elevator pit could be designed to be entirely waterproof; this would include designing the pit structure to resist hydrostatic uplift pressures. Water should not be allowed to stand in any area where foundations, slabs, or pavements are to be constructed. Final site grading in areas adjacent to the building should slope away at least 2 percent, except where the area is paved. Surface drains should be provided where necessary to prevent ponding of water behind foundation or retaining walls. The pavement section may be supported on structural fill compacted to a 95 percent density. Because the existing near - surface site soils are silty and moisture sensitive, we recommend that the pavement subgrade in areas of new pavement consist of at least 6 inches of well - graded, coarse - grained gravelly sand or crushed structural fill below the pavement section in lightly - loaded pavement areas, such as parking areas, and 12 inches in areas that will receive truck traffic. Crushed concrete can be used for this purpose. Additional granular structural fill or geotextile fabric may be needed to stabilize soft, wet, or unstable areas. To evaluate pavement subgrade strength, we recommend that a proof roll be completed with a loaded dump truck immediately before paving. The subgrade should be evaluated by Geotech Consultants, Inc., after the site is stripped and cut to grade. Recommendations for the compaction of structural fill beneath pavements are given in the section entitled General Earthwork and Structural Fill. The performance of site pavements is directly related to the strength and stability of the underlying subgrade. We completed a pavement design for the project using the two loading conditions contained in Section B of the Geotechnical Services portion of the Design Criteria manual. Based on this design, which was completed using the AASHTO Guide, we recommend that the pavement for lightly - loaded traffic and parking areas consist of at least 2 inches of asphalt concrete (AC) over 4 inches of crushed rock base (CRB) or 3 inches of asphalt- treated base (ATB). We recommend providing heavily loaded areas subjected to truck traffic with at least 4 inches of AC over 4 inches of CRB or 3 inches of ATB. Main drive lanes between the parking spots may not carry heavy truck traffic, but are subjected to loads from turning vehicles, which can do more long -term damage to LOCATION OF FILL PLACEMENT Beneath footings, slabs or walkways MINIMUM RELATIVE COMPACTION 95% Filled slopes and behind retaining walls 90% Beneath pavements 95% for upper 12 inches of subgrade; 90% below that level Wig Properties June 20, 2006 GENERAL EARTHWORK AND STRUCTURAL FILL JN 04318 -1 Page 13 pavement sections. Long -term performance of the pavements in the drive lanes would be improved by using a pavement section of 3 inches of AC over 4 inches of CRB or 3 inches of ATB. These pavement sections are to be placed over the above - recommended thicknesses of imported structural fill. The pavement section recommendations and guidelines presented in this report are based on pavement design, experience in the area, and what has been successful in similar situations. As with any pavements, some maintenance and repair of limited areas can be expected as the pavement ages. This is especially true in areas that are underlain by compressible alluvial soils that will undergo slow, long -term settlement. To provide for a pavement design without the need for any repair would be uneconomical. All building and pavement areas should be stripped of surface vegetation, topsoil, organic soil, and other deleterious material. It is important that existing foundations be removed before site development. The stripped or removed materials should not be mixed with any materials to be used as structural fill, but they could be used in non - structural areas, such as landscape beds. Structural fill is defined as any fill, including utility backfill, placed under, or close to, a building, behind permanent retaining or foundation walls, or in other areas where the underlying soil needs to support loads. All structural fill should be placed in horizontal lifts with a moisture content at, or near, the optimum moisture content. The optimum moisture content is that moisture content that results in the greatest compacted dry density. The moisture content of fill is very important and must be closely controlled during the filling and compaction process. The allowable thickness of the fill lift will depend on the material type selected, the compaction equipment used, and the number of passes made to compact the lift. The loose lift thickness should not exceed 12 inches. We recommend testing the fill as it is placed. If the fill is not sufficiently compacted, it can be recompacted before another lift is placed. This eliminates the need to remove the fill to achieve the required compaction. The following table presents recommended relative compactions for structural fill: Where: Minimum Relative Compaction is the ratio, expressed In percentages, of the compacted dry density to the maximum dry density, as determined in accordance with ASTM Test Designation D 1657 -91 (Modified Proctor). Structural fill that will be placed in wet weather should consist of a coarse granular soil with a silt or clay content of no more than 5 percent. The percentage of particles passing the No. 200 sieve should be measured from that portion of soil passing the three - quarter -inch sieve. The General section contains a discussion of considerations related to the potential reuse of on -site soils as GEOTECH CONSULTANTS. INC. Wig Properties June 20, 2006 LIMITATIONS JN 04318 -1 Page 14 structural fill. Crushed concrete resulting from demolition of the existing buildings could be reused as structural fill. The gradation and maximum particle size for crushed concrete will depend on its intended use, and should be discussed with the geotechnical engineer of record at the time of demolition and site earthwork. The conclusions and recommendations contained in this report are based on site conditions as they existed at the time of our exploration and assume that the soil and groundwater conditions encountered in the test borings are representative of subsurface conditions on the site. If the subsurface conditions encountered during construction are significantly different from those observed in our explorations, we should be advised at once so that we can review these conditions and reconsider our recommendations where necessary. Unanticipated soil conditions are commonly encountered on construction sites and cannot be fully anticipated by merely taking soil samples in test borings. Subsurface conditions can also vary between exploration locations. Such unexpected conditions frequently require making additional expenditures to attain a properly constructed project. It is recommended that the owner consider providing a contingency fund to accommodate such potential extra costs and risks. This is a standard recommendation for all projects. This report has been prepared for the exclusive use of Wig Properties, LLC, and its representatives, for specific application to this project and site. Our conclusions and recommendations are professional opinions derived in accordance with current standards of practice within the scope of our services and within budget and time constraints. No warranty is expressed or implied. The scope of our services does not include services related to construction safety precautions, and our recommendations are not intended to direct the contractors methods, techniques, sequences or procedures, except as specifically described in our report for consideration in design. Our services also do not include assessing or minimizing the potential for biological hazards, such as mold, bacteria, mildew and fungi in either the existing or proposed site development. ADDITIONAL SERVICES In addition to reviewing the final plans, Geotech Consultants, Inc. should be retained to provide geotechnical consultation, testing, and observation services during construction. This is to confirm that subsurface conditions are consistent with those indicated by our exploration, to evaluate whether earthwork and foundation construction activities comply with the general intent of the recommendations presented in this report, and to provide suggestions for design changes in the event subsurface conditions differ from those anticipated prior to the start of construction. However, our work would not include the supervision or direction of the actual work of the contractor and its employees or agents. Also, job and site safety, and dimensional measurements, will be the responsibility of the contractor. During the construction phase, we will provide geotechnical observation and testing services when requested by you or your representatives. We can only document site work that we actually observe. It is still the responsibility of your contractor or on -site construction team to verify that our recommendations are being followed, whether we are present at the site or not. GEOTECH CONSULTANTS, INC. Wig Properties June 20, 2006 The following plates are attached to complete this report: Plate 1 Vicinity Map Plate 2 Site Exploration Plan Plates 3 -15 Logs of Test Borings by Geotech Consultants, Inc. Plate 16 Typical Footing Drain Detail The following appendices are also attached to this report: Appendix A Logs of Previous Borings Appendix B Results of Proctor, CBR and Resistivity Tests We appreciate the opportunity to be of service on this project. If you have any questions, or if we may be of further service, please do not hesitate to contact us. MRM: jyb Respectfully submitted, GEOTECH CONSULTANTS, INC. EXPIRES Marc R. McGinnis, P.E. Principal GEOTECH CONSULTANTS, INC. Alt Vol 10125 / JN 04318 -1 Page 15 i ----i,. ww < ■ ST ,g. x N ° - ..;3 ,... 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VICINITY MAP 17200 Southcenter Parkway Tukwila, Washington I Job 04318 -1 I Date: y 2006 J Scale: Not to Scale I Plate: 1 � _ _. .._.._ • _ 0 Q5 B -7 B -6 (Dedicated Parking For Kohl's Existing Building (To Be Removed) South 172nd Street e: I i 0 B -1 Proposed Kohl's B -1 -95 0 B-4 0 B -3 0 B -2 B-2-95 O: • B - 8 0 B -5 0._ Approximate boring locations by Geotech Consultants Inc. 0 - Approximate previous boring locations by Dames and Moore North SITE PLAN 17200 Southcenter Parkway Tukwila, Washington Job 04318-1 I Ma t y 2006 I Scale: Not o Scale I Plate: 2 r — 26.8 _ — — _ — — - r — — — I 27 10 9 7 7 q 31 Gray, silty SAND, medium- to fine - grained, moist, medium -dense (FILL) FILL 1 Brown, sandy SILT, non - plastic, very moist, medium -dense 2 ML 3t ��� 11. II I , . Dark brown, silty SAND, fine- to medium - grained, wet, loose SM Black SAND, medium- to fine - grained, wet, loose - becomes coarse- to medium- grained SP: g 6' Brown SILT with organics, low plasticity, very moist, medium -stiff - becomes dark gray, slightly sandy, wet ML 7 I 8 ` :,a; Black SAND, medium- to fine- grained, wet, medium -dense 5 10 15 20 25 30 35 40 ate y < 5 I ` do icor 5 0`' GEOTECH CONSULTANTS, INC. BORING 1 Description BORING LOG 17200 Southcenter Parkway Tukwila, Washington I Job No: I Date: I Logged br 1 Plate: 04318 -1 May 2006 ZJM 3 50 55 IMP d ONS o," 6 6 / 4�� e 1 (Continued) tl ap f a n y on" y � 0 Description 15 14 9 1 SP * Test boring was terminated at 50 feet on May 16, 2006. * Groundwater seepage was encountered at 11 feet during drilling. GEOTECH CONSULTAN'T'S, INC. Black SAND, medium- to fine- grained, wet, medium -dense BORING LOG 17200 Southcenter Parkway Tukwila, Washington r o b 18-1 I Date: ay 2008 j ZJM y. I Mare: 4 I 10 15 20 25 30 ON MEI 35 — 40— 24 10 5 gLA ML - becomes wet, soft GEOTECH CONSULTANTS, INC. BORING 2 Description Brown, silty SAND with gravel, organics, medium- to fine - grained, moist, medium -dense (FILL) Brown, sandy SILT with organics, low plasticity, moist, medium -stiff Black SAND, medium - grained, wet, loose Black, silty SAND, fine- grained, wet, loose SP ? Black SAND, medium - grained, wet, medium -dense BORING LOG 17200 Southcenter Parkway Tukwila, Washington I Job 04318 -1 I DM ay2008 I Lo ZJM I Plate: 5 I 45 50 IMP NMI 55 r is e �< y 4 �` BORING 2 (Continued) ts° y y �y Description 17 13 21 9 10 SP GEOTECH CONSULTANTS, INC. Black SAND, medium - grained, wet, medium -dense - becomes coarser grained, gravelly • Test boring was terminated at 51.5 feet on May 16, 2006. Groundwater seepage was encountered at 10.5 feet during drilling. BORING LOG 17200 Southcenter Parkway Tukwila, Washington ' Job No: I Date: 2008 I `° - ' I Plate: 6 04318-1 10 15 20 25 30 35 gab 40— �y�e 4 4 I 0 27.8 22 17 16 19 17 3 5 2 6 I FILL SM SM ML SM BORING 3 Description Brown, silty SAND with gravel, medium- to fine - grained, moist, medium -dense (FILL) Brown with blue -gray, sandy SILT, low plasticity, very moist, medium -stiff Dark brown, silty SAND, fine- grained, very moist, medium -dense Black SAND with organics, medium- to fine - grained, wet, loose Black, silty SAND, fine - grained, wet, loose SP Black SAND, coarse - to medium - grained, wet, loose BORING LOG 17200 Southcenter Parkway Tukwila, Washington I Job 16 I Date: ay 2006 Logged ZJM I Plate: 7 50 55 o� ¢ � � � �y t ORING 3 (Continued) + 0 ,1 ° `�, 4 4 � 50 .S Description 9 5 I 10! ML Black SAND, coarse- to medium - grained, wet, loose Dark brown SILT with organics, medium - plastic, very moist, soft - becomes sandy, no organics • Test boring was terminated at 50 feet on May 16, 2006. * Groundwater seepage was encountered at 12 feet during drilling. GEOTECH CONSULTANTS, INC. BORING LOG 17200 Southcenter Parkway Tukwila, Washington I Jab 04318 -1 I D May 2006 I ZJM I Plate. 8 10 15 20 40— 0 1121 S 4 0 0 _ 29.6 36 am BORING 4 Description Brown, silty SAND with gravel, medium- to fine- grained, very moist, medium -dense (FILL) Brown, silty SAND, medium- to fine- grained, very moist - becomes blue -gray and wet Black SAND with occasional silt lenses medium- to fine- grained, wet, loose - occasional gravel and organics - no organics - becomes finer grained, occasional organics BORING LOG 17200 Southcenter Parkway Tukwila, Washington I Job 04318 -1 I D May2006 I� ZJM I mo: 9 I 45 50 MEI 55 cfr ,A1 Jy BORING 4 (Continued) 20 11 5 8 9 P - becomes coarser, no organics 10 ' =......... * Test boring was terminated at 51.5 feet on May 16, 2006. * Groundwater seepage was encountered at 9.5 feet during drilling. 4,0 GEOTECH CONSULTANTS, INC. BORING LOG 17200 Southcenter Parkway Tukwila, Washington I Job Ala: -1 I Date: 2006 I Logged b I Mate: 10 15 10 — 20 — 25 Map MIS 30 — _ 19.7 35 — 40 — th ° e< � .0 \e Q olo ecor 4 SS 27 7 13 7 I FILL I M - becomes wet GEOTECH CONSULTANTS, INC. BORING 5 Description Brown with gray, silty SAND with gravel and occasional organics, medium- to fine- grained, moist, medium -dense (FILL) Brown, sandy SILT to silty SAND, occasional organics, medium - plastic, veri soft Black SAND, medium - grained, wet, loose - becomes coarse- to medium - grained Brown, slightly sandy SILT with organics, medium - plastic, very moist, soft Black SAND, medium- t� fine - grained, wet, medium -dense BORING LOG 17200 Southcenter Parkway Tukwila, Washington I Job 04318 - I Date: May2006 I� � M I Plate: 11 I 50 55 e < �5 F o°` ‘ BORING 5 (Continued) o iio ? y 4 � Description 12 10 10 8 9 101 SP GEOTECH CONSULTANTS, INC. - becomes coarse- to fine- grained - becomes medium- to fine - grained * Test boring was terminated at 51.5 feet on May 16, 2006. * Groundwater seepage was encountered at 12 feet during drilling. BORING LOG 17200 Southcenter Parkway Tukwila, Washington I Job 04318 -1 I May 2006 'Logged ZJ : I Plate: 12 10 15 NIB 5 e , OEM 20— 27 I FILL 8P S M * Test boring was terminated at 15 feet on May 16, 2006. * Groundwater seepage was encountered at 10 feet during drilling. A# GEOTECH CONSULTANTS, INC. BORING 6 Description Brown, silty SAND with gravel, medium- to fine - grained, very moist, medium -dense (FILL) Brown, silty SAND, medium- to fine- grained, very moist, loose BORING LOG 17200 Southcenter Parkway Tukwila, Washington ' Job No: 04318 -1 I Date: ay 2008 I ZJM I Pate: 13 15 PPM 20 — Nis 010 is, � 27.2 30 10 3 ML GEOTECH j CONSULTANTS, INC. BORING 7 Description Brown, silty SAND with gravel, medium- to fine- grained, moist, dense (FILL) Brown with blue -gray, sandy SILT, non - plastic, very moist, wet, loose Black, slightly silty SAND with organics, fine - grained, wet, loose * Test boring was terminated at 15 feet on May 16, 2006. * Groundwater seepage was encountered at 10 feet during drilling. BORING LOG 17200 Southcenter Parkway Tukwila, Washington I Job 04318 -1 I Date: 2006 I ed .J M : I Plate: 14 I 10 15 Mal e ow da .S°)) y ob ' J6 — 50.8 SIP 20 — I 23 11 9 2 3 L GEOTECH CONSULTANTS, INC. BORING 8 Description Brown, silty SAND with gravel, with iron staining, medium- to fine- grained, moist, medium -dense (FILL) Brown with blue -gray SILT with organics, low plasticity, very moist, medium -stiff - becomes wet, soft Black SAND, medium- to fine - grained, wet, loose • Test boring was terminated at 15 feet on May 16, 2006. • Groundwater seepage was encountered at 10 feet during drilling. BORING LOG 17200 Southcenter Parkway Tukwila, Washington I Job 04318 -1 I Date: ay 2006 I� DM I Plate: 15 I • 4" min. Slope backfill away from foundation. Provide surface drains where necessary. �• :o :o :o: o:o :o'/' :o:o o:o° Nonwoven Geotextile Filter Fabric yl Washed Rock F : - Possible Slab (7/8" min. size) 4" Perforated Hard PVC Pipe (Invert at least 6 inches below slab or crawl space. Slope to drain to appropriate outfall. Place holes downward.) NOTES: (1) In crawl spaces, provide an outlet drain to prevent buildup of water that bypasses the perimeter footing drains. (2) Refer to report text for additional drainage, waterproofing, and slab considerations. GEOTECH CONSULTANTS, INC. Tightline Roof Drain (Do not connect to footing drain) Vapor Retarder/Barrier and Capillary Break/Drainage Layer (Refer to Report text) FOOTING DRAIN DETAIL 17200 Southcenter Parkway Tukwila, Washington I Job I Date: I Scale: I Plate: 04318-1 May 2006 Not to Scale 16 APPENDIX A - Logs of Previous Borings Kohl's Department Store 17200 Southcenter Parkway Tukwila, Washington GEOTECH CONSULTANTS. INC. 0 0 0 0 / 4 22.9 26.9 34.2 51.4 37 19 12 20 13 6 —10 —15 —25 0 20 —30 35 1 ML S ML ML BORING B -1 -95 Surface Elevation; 23.71 Mottled gray and reddish brown fine sandy silt (moist) (hard) (fill). Grades to very stiff. Gray silt (wet) (stiff). Grades to very stiff. Black fine to medium sand (wet) (loose). Grades to medium dense. Gray silt with trace organic material (wet) (soft). LOG OF BORING Dames & Moore Job No. 00443- 181 -016 PLATE A -1 • n N N 7 0 0 J Y N a 28.0 26 31 Job No. 00443 - 181 -016 —45 —50 —55 —60 —65 35 40 70 M S Grades to dense. LOG OF BORING BORING B -1 -95 Grades to medium stiff. (Continued) Black fine to medium sand (wet) (medium dense). Boring completed at depth of 49 feet on 10/25/95. Ground water level not determined. Dames & Moore PLATE A -2 • a a v J 32.6 28.9 29.0 26.3 86 91 90 95 19 10 13 11 0 7 Job No. 00443 - 181 -016 —5 H 0 10 —15 —25 —30 20 35 ML ML SP ML LOG OF BORING BORING B -2 -95 Surface Elevation. 23.7± ray, mottled reddish brown fine sandy silt (moist) (very stiff) (fill Grades to stiff. Gray fine sandy silt (wet) (medium stiff). Black fine to medium sand (wet) (loose) Grades to medium dense. Gray silt with wood pieces (wet) (soft). Dames & Moore PLATE A -3 y 40.5 76 17 23 d —45 —50 — 60 35 55 —65 70 S ML SP BORING B -2 -95 (Continued) Black fine to medium sand (wet) (medium dense). Boring completed at depth of 49 feet on 10/25/95. Groundwater encountered at depth of 12 feet. LOG OF BORING Dames & Moore Job No. 00443 - 181 -016 PLATE A -4 APPENDIX B — Results of Proctor, CBR and Resistivity Tests Kohl's Department Store 17200 Southcenter Parkway Tukwila, Washington GEOTECH CONSULTANTS, INC. Point 1 2 3 4 •3/4' nat. MC Mold + Wet SoII 24.15 24.52 24.43 Mold 14.23 14.23 14.23 Wet Soli 9.92 10.29 10.2 Factor 0.075 0.075 0.075 Wet Density 132.3 137.2 136.0 Pan + Wet Soil 836.74 761.86 809.80 1231.70 Pan + Dry Soil 784.21 698.65 748.18 1099.00 Moisture Loss 52.53 63.21 61.62 132.7 Pan Tare 221.58 214.15 210.38 210.40 Dry Soil 562.63 484.5 537.8 888.6 Moisture Content 9.3% 13.0% 11.5% 14.9% Dry Density 121.0 121.4 122.0 Corr. Moisture Corr. Dry Density • 150 145 140 135 130 126 1120 115 110 10e 56 5% 10% 1 % 20% 25% Moisture Cartel (%) 60% 35% 100% Staten Ie54zee) Job Name: GEOTECH44318.1 Job Number. 1174404-00 Boring R: Sample St 1 Depth: Date: 5.24.06 Tested by: Braydan Soil Description: Brown silty tc sand with occ. gravel ISM) MOD (pcfl 122.0 OMC S4) 11.5 A •Corrected Values 0 .Uncorrected Values Gravel Weight 0.76 Soli Minus Gravel 55:11 Total Soil Weight 53.37 % Gravel 1.4 Gravel Size +3/4' ASTM Gravel Correction Require Yes GEOENGINEER9 5/31/200 ASTM D1557 • 1" Job: Geotech Consultants #04318 -1 Job # 1174 - 004-00 Date: 5 -30-06 Boring: B-6 Sample: N/A Depth: 0-5.0' 1000 900 800 .c 700 C M S 600 500 1 S 400 s g . $ 300 200 100 Load - Penetration I -•-10 B ows -9-25 Blows -•-56 Blows 1 � �dlt 11111 L 1111111111 P21111 11111111111111E111111111 1111IJ11111!ii11111111111 11111111P.'ri111111111111111 111fi11t111n111111111111 1111151111111111111111111 111%111111111111111111111 11 €1111111Wu.I"_ un I' II!EIV11111111111111 FP' 0 0.00 0.10 0.20 0.30 0.40 0.50 Penetration in Inches Sample #: No. of Blows Remolded moisture content Dry Density of remold (pcf) % maximum dry density Moisture content after soak Dry Density after soak (pcf) maximum dry density Swell (% of initial height) Bearing Ratio @ 10 Blows CBR Dry Density (pcf) 7.0 6.5 111.4 111.4 . 1" A 111.4 Bearing Ratio @ 25 Blows CBR Dry Density (pot) 22.0 22.3 118.1 118.1 60.0 50.0 40.0 as • 30.0 U 20.0 10.0 0.0 • • • 110 Dry Density vs. CBR 115 120 Dry Density (pcf) 125 -4- -10 Blows -1 -25 Blows -• -56 Blows Optimum Moisture Content Max Dry Density (pcf) B 11.3 11.3 11.3 110.9 116.5 A i B ICI 118.1 . 1" C 122.9 1 91.3% 1 96.8% 1 100.7% 16.3% 14.3% 12.0% 122.1 1 90.9% I 95.5% J 100.1% I 0.0 J 0.0 1 0.0 I 11.5 122.0 Bearing Ratio @ 56 Blows CBR Dry Density (pcf) 48.5 54.0 122.9 122.9 Boring # B -8 8-8 Sample # A B Depth 0.0 -5.0' 0.0 -5.0' Dilution 10 10 Correction 1.28 2.66 504 Rending 9.72 7.06 [504] (mg /I) 84.4 44.0 Job Name : Ge o5naineers Date : 5 -30 -06 504 Concentration Resistivity Geotech Consultants #04318 -1 Job Number : 1174- 004 -00 Tested By : Clayton Boring # Sample # Depth Resistivity (ohm -cm) B -8 A 0.0 -5.0' 4.5 x 10 9 -8 B 0.0 -5.0' 5.2 x 10 Note LLI If ILLI i'dj i t - AEU -iL f-il REVIEWED FOR CODE COMPLIANCE ftnmeln..cQ NOV 3 0 21)06 City Of Tukwila BUILDING DIVISION) ITILE COPY Perm't No. ,1 . Ft E 1 - T7 c ; LUC, ODDS u Uu ` RC HITECTS, INC P.S.% 102 • NE POINTS DRIVE SUITE 300 KIRKLAND, WA 98033 -I: 3 P:42$, 7.21Q0`F WWW.FHOARCH.COM OJECT MANUAL and SPECIFICATIONS FOR: SOUTHOENTER SQUARE Wig Properties LLC -1 atii t£OE 17200 Southcenter Parkway Tukwila, Washington 98188 VOLUME 1 PERMIT SUBMITTAL - OCTOBER 10,2006 ITVOF RI WiLP OCI 112006 PERMIT CENTER VOLUME 1 Amoco SUMMARY W "'00 412100 ALLOWANCES ,0y2 (.I.TERNATES 1400 (( CONTRACT MODIFICATION PROCEDURES UNIT PRICES v0`j 310D 12900 PAYMENT PROCEDURES ,6 PROJECT MANAGEMENT AND COORDINATION 13207 CONSTRUCTION PROGRESS DOCUMENTATION � trie r I • TABLE OF CONTENTS DIVISION 1- GENERAL REQUIREMENTS 701600 I& u wenn Y • t • v'61700 ',7b1770 4i781 x ,.01782? 0►90 DIVISION 3 - CONCRETE 4 300b CAST -IN -PLACE CONCRETE 03301 CONRETE TESTING & INSPECTION SERVICE 03490 GLASS - FIBER - REINFORCED CONCRETE (GFRC) DIVISION 4 - MASONRY SUBMITTAL PROCEDURES QUALITY REQUIREMENTS REFERENCES TEMPORARY FACILITIES AND CONTROLS PRODUCT REQUIREMENTS EXECUTION REQUIREMENTS CLOSEOUT PROCEDURES PROJECT RECORD DOCUMENTS OPERATION AND MAINTENANCE DATA DEMONSTATION AND TRAINING 04810 UNIT MASONRY ASSEMBLIES 04861 MANUFACTURED STONE VENEER ASSEMBLIES DIVISION 5 - METALS 05120 STRUCTURAL STEEL 05210 STEEL JOISTS 05310 STEEL DECK 05400 COLD - FORMED METAL FRAMING 05500 METAL FABRICATIONS 05511 METAL STAIRS DIVISION 6 - WOOD AND PLASTICS ✓011113 ps2*3 a TABLE OF CONTENTS /61009 ✓661603 ✓66160 ROUGH CARPENTRY MISCELLANEOUS CARPENTRY SHEATHING ,. • - - _19• A • Y a ML P. yr DIVISION 7 - 'THERMAL AND MOISTURE PROTECTION BITUMINOUS DAMPPROOFING 500 i i • i ii M1118 & INSPECTION 4171900 WATER REPELLENTS 07512 MINERAL CAP BUILT -UP ROOFING 07620 SHEET METAL FLASHING AND TRIM 07720 ROOF ACCESSORIES 07920 JOINT SEALANTS DIVISION 8 - DOORS AND WINDOWS 08111 STANDARD STEEL DOORS AND FRAMES 08211 FLUSH WOOD DOORS 08331 OVERHEAD COILING DOORS 08411 ALUMINUM - FRAMED ENTRANCES AND STOREFRONTS 08413 GLAZED ALUMINUM CURTAIN WALLS 08469 AUTOMATIC SLIDING ENTRANCE DOORS 08710 DOOR HARDWARE 08800 GLAZING 08951 STRUCTURED - POLYCARBONATE -PANEL ASSEMBLIES DIVISION 9 - FINISHES 09111 NON - LOAD - BEARING STEEL FRAMING 09240 PORTLAND CEMENT PLASTERING 09250 GYPSUM BOARD 09265 GYPSUM BOARD SHAFT -WALL ASSEMBLIES 09911 EXTERIOR PAINTING 09931 EXTERIOR WOOD STAINS DIVISION 10 - SPECIALTIES 10290 PEST CONTROL DIVISION 11 EQUIPMENT 11600 LOADING DOCK EQUIPMENT -4424b D ► SPEC 077(2 Wad. F- st at' • trovcdm SECTION 011000 - SUMMARY PART 1- GENERAL 1.1 SUMMARY A. This Section includes the following: 1. Work covered by the Contract Documents. 2. Work phases. 3. Work under other contracts. 4. Use of premises. 5. Owner's occupancy requirements. 6. Specification formats and conventions. B. See Division 01 Section "Multiple Contract Summary" for division of responsibilities for the Work 1.2 WORK COVERED BY CONTRACT DOCUMENTS A. Project Identification: Southcenter Square — Site and East Building. Project number A03-446. 1. Project Location: 17200 Southcenter Parkway, Tukwila, Washington 98188 B. Owner. Wig Properties, LLC -SS, 4811 — 134 Place SE, Bellevue, Washington 98006 1. Owner's Representative: Mon Wig, Leshya Wig C. Architect: Freiheit & Ho Architects, Inc., P.S., 10230 NE Points Drive, Suite 300, Kirkland, Washington 98033 D. The Work consists of the following: 1. The Work includes Construction of Retail Buildings and related site work, consisting of concrete tilt -up panels and storefront systems. E. Project will be constructed under a single prime contract. 1.3 WORK PHASES A. The Work shall be conducted in three phases in the following other, with each phase substantially complete before beginning the next phase: 1. Phase 1: Site work and utilities, Road work and utilities, pad for Kohl's Building (El), and East Building (E2/E3). Work of this phase shall be substantially complete and ready for occupancy within 7 months after commencement of construction of this phase. SUMMARY 011000 -1 2. Phase 2: South Building (S). Work of this phase shall be substantially complete and ready for occupancy within 7 months after commencement of construction of this phase. 3. Phase 2: North Building (N). The remaining Work shall be substantially complete and ready for occupancy at time of Substantial Completion. B. Before commencing Work of each phase, submit a schedule showing the sequence, commencement and completion dates, and move-out and -in dates of Owner's personnel for all phases of the Work. 1.4 WORK UNDER OTHER CONTRACTS A. General: Cooperate fully with separate contractors so work on those contracts may be carried out smoothly, without interfering with or delaying work under this Contract. Coordinate the Work of this Contract with work performed under separate contracts. 1.5 USE OF PREMISES A. General: Contractor shall have full use of premises for construction operations, including use of Project site, during construction period. Contractor's use of premises is limited only by Owner's right to perform work or to retain other contractors on portions of Project. 1.6 OWNER'S OCCUPANCY REQUIREMENTS A. Full Owner Occupancy: Owner will occupy site building during entire construction period. Cooperate with Owner during construction operations to minimize conflicts and facilitate Owner usage. Perform the Work so as not to interfere with Owner's day - to-day operations. Maintain existing exits, unless otherwise indicated. 1. Maintain access to existing walkways, corridors, and other adjacent occupied or used facilities. Do not close or obstruct walkways, corridors, or other occupied or used facilities without written permission from Owner and authorities having jurisdiction. B. Partial Owner Occupancy: Owner will occupy the premises during entire construction period, with the exception of areas under construction. Cooperate with Owner during construction operations to minimize conflicts and facilitate Owner usage. Perform the Work so as not to interfere with Owner's operations. Maintain existing exits, unless otherwise indicated. 1. Maintain access to existing walkways, corridors, and other adjacent occupied or used facilities. Do not close or obstruct walkways, corridors, or other occupied or used facilities without written permission from Owner and authorities having jurisdiction. C. Owner Occupancy of Completed Areas of Construction: Owner reserves the right to occupy and to place and install equipment in completed areas of building, before Substantial Completion, provided such occupancy does not interfere with completion of the Work. Such placement of equipment and partial occupancy shall not constitute acceptance of the total Work. SUMMARY 011000 - 2 1. Architect will prepare a Certificate of Substantial Completion for each specific portion of the Work to be occupied before Owner occupancy. 2. Obtain a Certificate of Occupancy from authorities having jurisdiction before Owner occupancy. 3. Before partial Owner occupancy, mechanical and electrical systems shall be fully operational, and required tests and inspections shall be successfully completed. On occupancy, Owner will operate and maintain mechanical and electrical systems serving occupied portions of building. 4. On occupancy, Owner will assume responsibility for maintenance and custodial service for occupied portions of building. 1.7 SPECIFICATION FORMATS AND CONVENTIONS A. Specification Format: The Specifications are organized into Divisions and Sections using the 16-division format and CSI/CSC's "MasterFormat" numbering system. 1. Division 01: Sections in Division 01 govern the execution of the Work of all Sections in the Specifications. B. Specification Content: The Specifications use certain conventions for the style of language and the intended meaning of certain terms, words, and phrases when used in particular situations. These conventions are as follows: 1. Abbreviated Language: Language used in the Specifications and other Contract Documents is abbreviated. Words and meanings shall be interpreted as appropriate. Words implied, but not stated, shall be inferred as the sense requires. Singular words shall be interpreted as plural, and plural words shall be interpreted as singular where applicable as the context of the Contract Documents indicates. 2. Imperative mood and streamlined language are generally used in the Specifications. Requirements expressed in the imperative mood are to be performed by Contractor. Occasionally, the indicative or subjunctive mood may be used in the Section Text for clarity to describe responsibilities that must be fulfilled indirectly by Contractor or by others when so noted. a. The words "shall," "shall be," or "shall comply with," depending on the context, are implied where a colon (:) is used within a sentence or phrase. PART 2 - PRODUCTS (Not Used) PART 3 - EXECUTION (Not Used) END OF SECTION 011000 SUMMARY 011000 - 3 SECTION 012100 - ALLOWANCES PART 1 - GENERAL 1.1 SUMMARY A. This Section includes administrative and procedural requirements governing the following 1. Lump -sum allowances. 2. Unit -cost allowances. 3. Quantity allowances. 4. Contingency allowances. 5. Testing and inspecting allowances. B. See Division 01 Section "Unit Prices" for procedures for using unit prices. C. See Division 01 Section "Quality Requirements" for procedures governing the use of allowances for testing and inspecting. 1.2 SELECTION AND PURCHASE A. At the earliest practical date after award of the Contract, advise Architect of the date when final selection and purchase of each product or system described by an allowance must be completed to avoid delaying the Work. B. At Architect's request, obtain proposals for each allowance for use in making final selections. Include recommendations that are relevant to performing the Work. C. Purchase products and systems selected by Architect from the designated supplier. 1.3 SUBMITTALS A. Submit proposals for purchase of products or systems included in allowances, in the form specified for Change Orders. B. Submit invoices or delivery slips to show actual quantities of materials delivered to the site for use in fulfillment of each allowance. C. Coordinate and process submittals for allowance items in same manner as for other portions of the Work. 1.4 COORDINATION A. Coordinate allowance items with other portions of the Work. Furnish templates as required to coordinate installation. ALLOWANCES 012100 -1 1.5 LUMP -SUM, UNIT -COST, AND QUANTITY ALLOWANCES A. Allowance shall include cost to Contractor of specific products and materials ordered by Owner under allowance and shall include taxes, freight, and delivery to Project site. B. Contractor's costs for receiving and handling at Project site, labor, installation, overhead and profit, and similar costs related to products and materials ordered by Owner under allowance shall be included as part of the Contract Sum and not part of the allowance. 1.6 CONTINGENCY ALLOWANCES A. Use the contingency allowance only as directed by Architect for Owner's purposes and only by Change Orders that indicate amounts to be charged to the allowance. B. Contractor's overhead, profit, and related costs for products and equipment ordered by Owner under the contingency allowance are included in the allowance and are not part of the Contract Sum. These costs include delivery, installat ion, taxes, insurance, equipment rental, and similar costs. C. Change Orders authorizing use of funds from the contingency allowance will include Contractor's related costs and reasonable overhead and profit margins. D. At Project closeout, credit unused amounts remaining in the contingency allowance to Owner by Change Order. 1.7 TESTING AND INSPECTING ALLOWANCES A. Testing and inspecting allowances include the cost of engaging testing agencies, actual tests and inspections, and reporting results. B. The allowance does not include incidental labor required to assist the testing agency or costs for retesting if previous tests and inspections result in failure. The cost for incidental labor to assist the testing agency shall be included in the Contract Sum. C. Costs of services not required by the Contract Documents are not included in the allowance. D. At Project closeout, credit unused amounts remaining in the testing and inspecting allowance to Owner by Change Order. 1.8 UNUSED MATERIALS A. Return unused materials purchased under an allowance to manufacturer or supplier for credit to Owner, after installation has been completed and accepted. 1. If requested by Architect, prepare unused material for storage by Owner when it is not economically practical to return the material for credit. If directed by Architect, deliver unused material to Owner's storage space. Otherwise, disposal of unused material is Contractor's responsibility. ALLOWANCES 012100 - 2 A. Examine products covered by an allowance promptly on delivery for damage or defects. Return damaged or defective products to manufacturer for replacement. 3.2 PREPARATION A. Coordinate materials and their installation for each allowance with related materials and installations to ensure that each allowance item is completely integrated and interfaced with related work. 3.3 SCHEDULE OF ALLOWANCES A. Allowance No. As shown on Drawings. END OF SECTION 012100 ALLOWANCES 012100-3 SECTION 012200 - UNIT PRICES PART) - GENERAL 1.1 SUMMARY A. This Section includes administrative and procedural requirements for unit prices. B. See Division 01 Section "Allowances" for procedures for using unit prices to adjust quantity allowances. 1.2 DEFINITIONS A. Unit price is a price per unit of measurement for materials or services added to or deducted from the Contract Sum by appropriate modification, if estimated quantities of Work required by the Contract Documents are increased or decreased. 1.3 PROCEDURES A. Unit prices include all necessary material, plus cost for delivery, installation, insurance, applicable taxes, overhead, and profit. B. Measurement and Payment: Refer to individual Specification Sections for work that requires establishment of unit prices. Methods of measurement and payment for unit prices are specified in those Sections. C. Owner reserves the right to reject Contractor's measurement of work -in -place that involves use of established unit prices and to have this work measured, at Owner's expense, by an independent surveyor acceptable to Contractor. D. List of Unit Prices: A list of unit prices is included in Part 3. Specification Sections referenced in the schedule contain requirements for materials described under each unit price. PART 2 - PRODUCTS (Not Used) PART 3 - EXECUTION (Not Used) END OF SECTION 012200 UNIT PRICES 012200 - 1 SECTION 012300 - ALTERNATES PART 1- GENERAL 1.1 SUMMARY A. This Section includes administrative and procedural requirements for alternates. 1.2 DEFINITIONS A. Alternate: An amount proposed by bidders and stated on the Bid Form for certain work defined in the Bidding Requirements that may be added to or deducted from the Base Bid amount if Owner decides to accept a corresponding change either in the amount of construction to be completed or in the products, materials, equipment, systems, or installation methods described in the Contract Documents. 1. The cost or credit for each alternate is the net addition to or deduction from the Contract Sum to incorporate alternate into the Work. No other adjustments are made to the Contract Sum. 1.3 PROCEDURES A. Coordination: Modify or adjust affected adjacent work as necessary to completely integrate work of the alternate into Project. I. Include as part of each alternate, miscellaneous devices, accessory objects, and similar items incidental to or required for a complete installation whether or not indicated as part of alternate. B. Notification: Immediately following award of the Contract, notify each party involved, in writing, of the status of each alternate. Indicate if alternates have been accepted, rejected, or deferred for later consideration. Include a complete description of negotiated modifications to alternates. C. Execute accepted alternates under the same conditions as other work of the Contract. D. Schedule: A Schedule of Alternates is included at the end of this Section. Specification Sections referenced in schedule contain requirements for materials necessary to achieve the work described under each alternate. ALTERNATES 012300 - 1 SECTION 012600 - CONTRACT MODIFICATION PROCEDURES PART 1- GENERAL 1.1 SUMMARY A. This Section specifies administrative and procedural requirements for handling and processing Contract modifications. B. See Division 01 Section "Allowances" for procedural requirements for handling and processing allowances. C. See Division 01 Section "Unit Prices" for administrative requirements for using unit prices. 1.2 MINOR CHANGES IN THE WORK A. Architect will issue supplemental instructions authorizing Minor Changes in the Work, not involving adjustment to the Contract Sum or the Contract Time, on form included at end of Part 3. 1.3 PROPOSAL REQUESTS A. Owner- Initiated Proposal Requests: Architect will issue a detailed description of proposed changes in the Work that may require adjustment to the Contract Sum or the Contract Time. If necessary, the description will include supplemental or revised Drawings and Specifications. 1. Proposal Requests issued by Architect are for information only. Do not consider them instructions either to stop work in progress or to execute the proposed change. 2. Within time specified in Proposal Request after receipt of Proposal Request, submit a quotation estimating cost adjustments to the Contract Sum and the Contract Time necessary to execute the change. a. Include a list of quantities of products required or eliminated and unit costs, with total amount of purchases and credits to be made. If requested, furnish survey data to substantiate quantities. b. Indicate applicable taxes, delivery charges, equipment rental, and amounts of trade discounts. c. Include costs of labor and supervision directly attributable to the change. d. Include an updated Contractor's Construction Schedule that indicates the effect of the change, including, but not limited to, changes in activity duration, start and finish times, and activity relationship. Use available total float before requesting an extension of the Contract Time. B. Contractor - Initiated Proposals: If latent or unforeseen conditions require modifications to the Contract, Contractor may propose changes by submitting a request for a change to Architect. CONTRACT MODIFICATION PROCEDURES 012600 - 1 1. Include a statement outlining reasons for the change and the effect of the change on the Work. Provide a complete description of the proposed change. Indicate the effect of the proposed change on the Contract Sum and the Contract Time. 2. Include a list of quantities of products required or eliminated and unit costs, with total amount of purchases and credits to be made. If requested, famish survey data to substantiate quantities. 3. Indicate applicable taxes, delivery charges, equipment rental, and amounts of trade discounts. 4. Include costs of labor and supervision directly attributable to the change. 5. Include an updated Contractor's Construction Schedule that indicates the effect of the change, including, but not limited to, changes in activity duration, start and finish times, and activity relationship. Use available total float before requesting an extension of the Contract Time. 6. Comply with requirements in Division 01 Section "Product Requirements" if the proposed change requires substitution of one product or system for product or system specified. C. Proposal Request Form: Use AIA Document G709 for Proposal Requests. 1.4 ALLOWANCES A. Allowance Adjustment: To adjust allowance amounts, base each Change Order proposal on the difference between purchase amount and the allowance, multiplied by final measurement of work -in- place. If applicable, include reasonable allowances for cutting losses, tolerances, mixing wastes, normal product imperfections, and similar margins. 1. Include installation costs in purchase amount only where indicated as part of the allowance. 2. If requested, prepare explanation and documentation to substantiate distribution of overhead costs and other —.,:—s claimed. 3. Submit substantiation of a change in scope of work, if any, claimed in Change Orders related to unit-cost allowances. 4. Owner reserves the right to establish the quantity of work -in -place by independent quantity survey, measure, or count. B. Submit claims for increased costs because of a change in scope or nature of the allowance described in the Contract Documents, whether for the Purchase Order amount or Contractor's handling, labor, installation, overhead, and profit. Submit claims within 21 days of receipt of the Change Order or Construction Change Directive authorizing work to proceed. Owner will reject claims submitted later than 21 days after such authorization. 1. Do not include Contractor's or subcontractor's indirect expense in the Change Order cost amount unless it is clearly shown that the nature or extent of work has changed from what could have been foreseen from information in the Contract Documents. 2. No change to Contractor's indirect expense is permitted for selection of higher- or lower priced materials or systems of the same scope and nature as originally indicated. CONTRACT MODIFICATION PROCEDURES 012600-2 e L 1.5 CHANGE ORDER PROCEDURES A. On Owner's approval of a Proposal Request, Architect will issue a Change Order for signatures of Owner and Contractor on AIA Document G701. 1.6 CONSTRUCTION CHANGE DIRECTIVE A. Construction Change Directive: Architect may issue a Construction Change Directive on AIA Document G714. Construction Change Directive instructs Contractor to proceed with a change in the Work, for subsequent inclusion in a Change Order. 1. Construction Change Directive contains a complete description of change in the Work. It also designates method to be followed to determine change in the Contract Sum or the Contract Time. B. Documentation: Maintain detailed records on a time and material basis of work required by the Construction Change Directive. 1. After completion of change, submit an itemized account and supporting data necessary to substantiate cost and time adjustments to the Contract. PART 2 - PRODUCTS (Not Used) PART 3 - EXECUTION (Not Used) END OF SECTION 012600 CONTRACT MODIFICATION PROCEDURES 012600 - 3 0 w W 6 6 W W 6, 6 W SECTION 012900 -PAYMENT PARTI GENERAL 1.1 SUMMARY A. This Section specifies administrative and procedural requirements necessary to prepare and process Applications for Payment. 1.2 SCHEDULE OF VALUES A. Coordination: Coordinate preparation of the Schedule of Values with preparation of Contractor's Construction Schedule. 1. Correlate line items in the Schedule of Values with other required administrative forms and schedules, including Application for Payment forms with Continuation Sheets, Submittals Schedule. 2. Submit the Schedule of Values to Architect at earliest possible date but no later than seven days before the date scheduled for submittal of initial Applications for Payment. 3. Subschedules: Where the Work is separated into phases requiring separately phased payments, provide subschedules showing values correlated with each phase of payment. B. Format and Content: Use the Project Manual table of contents as a guide to establish line items for the Schedule of Values. Provide at least one line item for each Specification Section. 1. Identification: Include the following Project identification on the Schedule of Values: hr W tai 6 w W t• a. Project name and location. b. Name of Architect. C. Architect's project number. d. Contractor's name and address. e. Date of submittal. 2. Submit draft of AIA Document G703 Continuation Sheets. 3. Provide a breakdown of the Contract Sum in enough detail to facilitate continued evaluation of Applications for Payment and progress reports. Coordinate with the Project Manual table of contents. Provide several line items for principal subcontract amounts, where appropriate. 4. Round amounts to nearest whole dollar, total shall equal the Contract Sum 5. Provide a separate line item in the Schedule of Values for each part of the Work where Applications for Payment may include materials or equipment purchased or fabricated and stored, but not yet installed. 6. Provide separate line items in the Schedule of Values for initial cost of materials, for each subsequent stage of completion, and for total installed value of that part of the Work. 7. Allowances: Provide a separate line item in the Schedule of Values for each allowance. Show line -item value of unit -cost allowances, as a product of the unit cost, multiplied by /ut9lO tip Z 012900-1 1W measured quantity. Use information indicated in the Contract Documents to determine quantities. 8. Each item in the Schedule of Values and Applications for Payment shall be complete. Include total cost and proportionate share of general overhead and profit for each item. a. Temporary facilities and other major cost items that are not direct cost of actual work -in -place may be shown either as separate line items in the Schedule of Values or distributed as general overhead expense, at Contractor's option. 9. Schedule Updating: Update and resubmit the Schedule of Values before the next Applications for Payment when Change Orders or Construction Change Directives result in a change in the Contract Sum. 1.3 APPLICATIONS FOR PAYMENT A. Each Application for Payment shall be consistent with previous applications and payments as certified by Architect and paid for by Owner. 1. Initial Application for Payment, Application for Payment at time of Substantial Completion, and final Application for Payment involve additional requirements. B. Payment Application Times: The date for each progress payment is indicated in the Agreement between Owner and Contractor. The period of construction Work covered by each Application for Payment is the period indicated in the Agreement. C. Payment Application Times: Progress payments shall be submitted to Architect by the 25th of the month. The period covered by each Application for Payment is one month, ending on the last day of the month. D. Payment Application Forms: Use AIA Document 0702 and MA Document G703 Continuation Sheets as form for Applications for Payment. E. Application Preparation: Complete every entry on form. Notarize and execute by a person authorized to sign legal documents on behalf of Contractor. Architect will return incomplete applications without action. 1. Entries shall match data on the Schedule of Values and Contractor's Construction Schedule. Use updated schedules if revisions were made. 2. Include amounts of Change Orders and Construction Change Directives issued before last day of construction period covered by application. F. Transmittal: Submit 3 signed and notarized original copies of each Application for Payment to Architect by a method ensuring receipt within 24 hours. One copy shall include waivers of lien and similar attachments if required. I. Transmit each copy with a transmittal form listing attachments and recording appropriate information about application. PAYMENT PROCEDURES 012900 - 2 G. Waivers of Mechanic's Lien: With each Application for Payment, submit waivers of mechanic's lien from every entity who is lawfully entitled to file a mechanic's lien arising out of the Contract and related to the Work covered by the payment. 1. Submit partial waivers on each item for amount requested in previous application, after deduction for retainage, on each item. 2. When an application shows completion of an item, submit final or full waivers. 3. Owner reserves the right to designate which entities involved in the Work must submit waivers. 4. Waiver Forms: Submit waivers of lien on forms, executed in a manner acceptable to Owner. H. Initial Application for Payment: Administrative actions and submittals that must precede or coincide with submittal of first Application for Payment include the following: 1. List of subcontractors. 2. Schedule of Values. 3. Contractor's Construction Schedule (preliminary if not final). 4. Schedule of unit prices. 5. Submittals Schedule (preliminary if not final). 6. List of Contractor's staff assignments. 7. List of Contractor's principal consultants. 8. Copies of building permits. 9. Copies of authorizations and licenses from authorities having jurisdiction for performance of the Work. 10. Initial progress report. 11. Report of preconstruction conference. 12. Certificates of insurance and insurance policies. I. Application for Payment at Substantial Completion: After issuing the Certificate of Substantial Completion, submit an Application for Payment showing 100 percent completion for portion of the Work claimed as substantially complete. I. Include documentation supporting claim that the Work is substantially complete and a statement showing an accounting of changes to the Contract Sum. 2. This application shall reflect Certificates of Partial Substantial Completion issued previously for Owner occupancy of designated portions of the Work. J. Final Payment Application: Submit final Application for Payment with releases and supporting documentation not previously submitted and accepted, including, but not limited, to the following: 1. Evidence of completion of Project closeout requirements. 2. Insurance certificates for products and completed operations where required and proof that taxes, fees, and similar obligations were paid. 3. Updated final statement, accounting for final changes to the Contract Sum. 4. MA Document 0706, "Contractor's Affidavit of Payment of Debts and Claims." 5. MA Document G706A, "Contractor's Affidavit of Release of Liens." 6. AIA Document G707, "Consent of Surety to Final Payment." 7. Evidence that claims have been settled. PAYMENT PROCEDURES 012900 - 3 8. Final meter readings for utilities, a measured record of stored fuel, and similar data as of date of Substantial Completion or when Owner took possession of and assumed responsibility for corresponding elements of the Work. 9. Final, liquidated damages settlement statement. PART 2 - PRODUCTS (Not Used) PART 3 - EXECUTION (Not Used) END OF SECTION 012900 PAYMENT PROCEDURES 012900 - 4 B. See Division 01 Section "Multiple Contract Summary" for a description of the division of Work among separate contracts and responsibility for coordination activities not in this Section. SECTION 013100 - PROJECT MANAGEMENT AND COORDINATION PART 1 - GENERAL 1.1 SUMMARY A. This Section includes administrative provisions for coordinating construction operations on Project including, but not limited to, the following: 1. Coordination Drawings. 2. Project meetings. 3. Requests for Interpretation (RFIs). C. See Division 01 Section "Execution" for procedures for coordinating general installation and field-engineering services, including establishment of benchmarks and control points. 1.2 DEFINITIONS A. RFI: Request from Contractor seeking interpretation or clarification of the Contract Documents. 1.3 COORDINATION A. Coordination: Coordinate construction operations included in different Sections of the Specifications to ensure efficient and orderly installation of each part of the Work. Coordinate construction operations, included in different Sections, that depend on each other for proper installation, connection, and operation. 1. Schedule construction operations in sequence required to obtain the best results where installation of one part of the Work depends on installation of other components, before or after its own installation. 2. Coordinate installation of different components with other contractors to ensure maximum accessibility for required maintenance, service, and repair. 3. Make adequate provisions to accommodate items scheduled for later installation. 4. Where availability of space is limited, coordinate installation of different components to ensure maximum performance and accessibility for required maintenance, service, and repair of all components, including mechanical and electrical. B. Prepare memoranda for distribution to each party involved, outlining special procedures required for coordination. Include such items as required notices, reports, and list of attendees at meetings. 1. Prepare similar memoranda for Owner and separate contractors if coordination of their Work is required. PROJECT MANAGEMENT AND COORDINATION 013100 - 1 C. Administrative Procedures: Coordinate scheduling and timing of required administrative procedures with other construction activities and activities of other contractors to avoid conflicts and to ensure orderly progress of the Work. Such administrative activities include, but are not limited to, the following: 1. Preparation of Contractor's Construction Schedule. 2. Preparation of the Schedule of Values. 3. Installation and removal of temporary facilities and controls. 4. Delivery and processing of submittals. 5. Progress meetings. 6. Preinstallation conferences. 7. Project closeout activities. 8. Startup and adjustment of systems. 9. Project closeout activities. 1.4 SUBMITTALS A. Coordination Drawings: Prepare Coordination Drawings if limited space availability necessitates maximum utilization of space for efficient installation of different components or if coordination is required for installation of products and materials fabricated by separate entities. 1. Content: Project - specific information, drawn accurately to scale. Do not base Coordination Drawings on reproductions of the Contract Documents or standard printed data. Include the following information, as applicable: a. Indicate functional and spatial relationships of components of architectural, structural, civil, mechanical, and electrical systems. b. Indicate dimensions shown on the Contract Drawings and make specific note of dimensions that appear to be in conflict with submitted equipment and minimum clearance requirements. Provide alternate sketches to Architect for resolution of such conflicts. Minor dimension changes and difficult installations will not be considered changes to the Contract. 2. Sheet Size: At least 8 -1/2 by 11 inches (215 by 280 mm) but no larger than 30 by 40 inches (750 by 1000 mm). 3. Number of Copies: Submit two opaque copies of each submittal. Architect will return one copy. 4. Refer to individual Sections for Coordination Drawing requirements for Work in those Sections. 1.5 PROJECT MEETINGS A. General: Schedule and conduct meetings and conferences at Project site, unless otherwise indicated. 1. Attendees: Inform participants and others involved, and individuals whose presence is required, of date and time of each meeting. Notify Owner and Architect of scheduled meeting dates and times. 2. Agenda: Prepare the meeting agenda. Distribute the agenda to all invited attendees. PROJECT MANAGEMENT AND COORDINATION 013100 - 2 is 1ri 3. Minutes: Record significant discussions and agreements achieved. Distribute the meeting minutes to everyone concerned, including Owner and Architect, within seven days of the meeting. �i B. Preconstruction Conference: Schedule a preconstruction conference before starting construction, at a time convenient to Owner and Architect, but no later than 15 days after W execution of the Agreement. Hold the conference at Project site or another convenient location. Conduct the meeting to review responsibilities and assignments. 1. Attendees: Authorized representatives of Owner, Architect, and their consultants; Contractor and its superintendent; major subcontractors; suppliers; and other concerned parties shall attend the conference. All participants at the conference shall be familiar with Project and authorized to conclude matters relating to the Work. 2. Agenda: Discuss items of significance that could affect progress, including the following: ty a. Tentative construction schedule. b. Phasing. C. Critical work sequencing and long -lead items. d. Designation of key personnel and their duties. e. Procedures for processing field decisions and Change Orders. f. Procedures for RFIs. g. Procedures for testing and inspecting. h. Procedures for y .,,.,..ing Applications for Payment. i. Distribution of the Contract Documents. j. Submittal procedures. k. LEED requirements. 1. Preparation of Record Documents. m. Use of the premises. 6, n. Work restrictions. o. Owner's occupancy requirements. p. Responsibility for temporary facilities and controls. im q. Construction waste management and recycling. r. Parking availability. S. Office, work, and storage areas. bw t. Equipment deliveries and priorities. U. First aid. V. Security. W W. Progress cleaning. X. Working hours. 3. Minutes: Record and distribute meeting minutes. im C. Preinstallation Conferences: Conduct a preinstallation conference at Project site before each construction activity that requires coordination with other construction. W 1. Attendees: Installer and representatives of manufacturers and fabricators involved in or affected by the installation and its coordination or integration with other materials and Yr installations that have preceded or will follow, shall attend the meeting. Advise Architect of scheduled meeting dates. PROJECT MANAGEMENT AND COORDINATION 013100-3 17 2. Agenda: Review progress of other construction activities and preparations for the particular activity under consideration, including requirements for the following: a. The Contract Documents. b. Options. c. Related RFIs. d. Related Change Orders. e. Purchases. f. Deliveries. g. Submittals. h. Review of mockups. i. Possible conflicts. j. Compatibility problems. k. Time schedules. 1. Weather limitations. m. Manufacturer's written recommendations. n. Warranty requirements. o. Compatibility of materials. p. Acceptability of substrates. q. Temporary facilities and controls. r. Space and access limitations. s. Regulations of authorities having jurisdiction. t. Testing and inspecting requirements. u. Installation procedures. v. Coordination with other work. w. Required performance results. x. Protection of adjacent work. y. Protection of construction and personnel. 3. Record significant conference discussions, agreements, and disagreements, including required corrective measures and actions. 4. Reporting: Distribute minutes of the meeting to each party present and to parties who should have been present. 5. Do not proceed with installation if the conference cannot be successfully concluded. Initiate whatever actions are necessary to resolve impediments to performance of the Work and reconvene the conference at earliest feasible date. D. Progress Meetings: Conduct progress meetings at weekly or biweekly intervals. Coordinate dates of meetings with preparation of payment requests. 1. Attendees: In addition to representatives of Owner and Architect, each contractor, subcontractor, supplier, and other entity concerned with current progress or involved in planning, coordination, or performance of fixture activities shall be represented at these meetings. All participants at the conference shall be familiar with Project and authorized to conclude matters relating to the Work. 2. Agenda: Review and correct or approve minutes of previous progress meeting. Review other items of significance that could affect progress. Include topics for discussion as app priate to status of Project. a. Contractor's Construction Schedule: Review progress since the last meeting. Determine whether each activity is on time, ahead of schedule, or behind schedule, PROJECT MANAGEMENT AND COORDINATION 013100-4 in relation to Contractor's Construction Schedule. Determine how construction behind schedule will be expedited; secure commitments from parties involved to do so. Discuss whether schedule revisions are required to ensure that cuuent and subsequent activities will be completed within the Contract Time. I) Review schedule for next period. b. Review present and future needs of each entity present, including the following: 1) Interface requirements. 2) Sequence of operations. 3) Status of submittals. 4) Deliveries. 5) Off -site fabrication. 6) Access. 7) Site utilization. 8) Temporary facilities and controls. 9) Work hours. 10) Hazards and risks. 11) Progress cleaning. 12) Quality and work standards. 13) Status of correction of deficient items. 14) Field observations. 15) RFIs. 16) Status of proposal requests. 17) Pending changes. 18) Status of Change Orders. 19) Pending claims and disputes. 20) Documentation of information for payment requests. 3. Minutes: Record the meeting minutes. 4. Reporting: Distribute minutes of the meeting to each party present and to parties who should have been present. a. Schedule Updating: Revise Contractor's Construction Schedule after each progress meeting where revisions to the schedule have been made or recognized. Issue revised schedule concurrently with the report of each meeting. 1.6 REQUESTS FOR INTERPRETATION (RFIs) A. Procedure: Immediately on discovery of the need for interpretation of the Contract Documents, and if not possible to request interpretation at Project meeting, prepare and submit an RFI in the form specified. 1. RFIs shall originate with Contractor. RFIs submitted by entities other than Contractor will be returned with no response. 2. Coordinate and submit RFIs in a prompt manner so as to avoid delays in Contractor's work or work of subcontractors. PROJECT MANAGEMENT AND COORDINATION 013100 - 5 B. Content of the RFI: Include a detailed, legible description of item needing interpretation and the following: 1. Project name. 2. Date. 3. Name of Contractor. 4. Name of Architect. 5. RFI number, numbered sequentially. 6. Specification Section number and title and related paragraphs, as appropriate. 7. Drawing number and detail references, as appropriate. 8. Field dimensions and conditions, as appropriate. 9. Contractor's suggested solution(s). If Contractor's solution(s) impact the Contract Time or the Contract Sum, Contractor shall state impact in the RFI. 10. Contractor's signature. 11. Attachments: Include drawings, descriptions, measurements, photos, Product Data, Shop Drawings, and other information necessary to fully describe items needing interpretation. C. Hard -Copy RFIs: Form at end of this Section. 1. Identify each page of attachments with the RFI number and sequential page number. D. Architect's Action: Architect will review each RFI, determine action required, and return it. Allow seven working days for Architect's response for each RFI. RFIs received after 1:00 p.m. will be considered as received the following working day. 1. The following RFIs will be returned without action: a. Requests for approval of submittals. b. Requests for approval of substitutions. c. Requests for coordination information already indicated in the Contract Documents. d. Requests for adjustments in the Contract Time or the Contract Sum. e. Requests for interpretation of Architect's actions on submittals. f. Incomplete RFIs or RFIs with numerous errors. 2. Architect's action may include a request for additional information, in which case Architect's time for response will start again. 3. Architect's action on RFIs that may result in a change to the Contract Time or the Contract Sum may be eligible for Contractor to submit Change Proposal according to Division 01 Section "Contract Modification Procedures." a. If Contractor believes the RH response warrants change in the Contract Time or the Contract Sum, notify Architect in writing within 10 days of receipt of the RFI response. E. On receipt of Architect's action, update the RFI log and immediately distribute the RFI response to affected parties. Review response and notify Architect within seven days if Contractor disagrees with response. F. RFI Log: Prepare, maintain, and submit a tabular log of RFIs organized by the RFI number. Submit log weekly. Include the following: PROJECT MANAGEMENT AND COORDINATION 013100 - 6 rr w 1. Project name. 2. Name and address of Contractor. 3. Name and address of Architect. W 4. RFI number including RFIs that were dropped and not submitted. 5. RFI description. 6. Date the RFI was submitted. 7. Date Architect's response was received. 8. Identification of related Minor Change in the Work, Construction Change Directive, and Proposal Request, as appropriate. 9. Identification of related Field Order, Work Change Directive, and Proposal Request, as appropriate. iW PART 2 PRODUCTS (Not Used) 16 PART 3 EXECUTION (Not Used) END OF SECTION 013100 d W d 0 d d d r a Is PROJECT MANAGEMENT AND COORDINATION 013100-7 Yn SECTION 013200 - CONSTRUCTION PROGRESS DOCUMENTATION PART I - GENERAL 1.1 SUMMARY A. This Section includes administrative and procedural requirements for documenting the progress of construction during performance of the Work, including the following: 1. Contractor's Construction Schedule. 2. Submittals Schedule. 3. Daily construction reports. 4. Field condition reports. B. See Division 01 Section "Multiple Contract Summary" for preparing a combined Contractor's Construction Schedule. C. See Division 01 Section "Payment Procedures" for submitting the Schedule of Values. D. See Division 01 Section "Photographic Documentation" for submitting construction photographs. 1.2 DEFINITIONS A. Activity: A discrete part of a project that can be identified for planning, scheduling, monitoring, and controlling the construction project. Activities included in a construction schedule consume time and resources. 1. Critical activities are activities on the critical path. They must start and finish on the planned early start and finish times. 2. Predecessor Activity: An activity that precedes another activity in the network. 3. Successor Activity: An activity that follows another activity in the network. B. CPM: Critical path method, which is a method of planning and scheduling a construction project where activities are arranged based on activity relationships. Network calculations determine when activities can be performed and the critical path of Project. C. Critical Path: The longest connected chain of interdependent activities through the network schedule that establishes the minimum overall Project duration and contains no float. D. Fragnet: A partial or fragmentary network that breaks down activities into smaller activities for greater detail. E. Major Area: A story of construction, a separate building, or a similar significant construction element. CONSTRUCTION PROGRESS DOCUMENTATION 013200 -1 1.3 SUBMITTALS A. Submittals Schedule: Submit three copies of schedule. Arrange the following information in a tabular format: 1. Scheduled date for first submittal. 2. Specification Section number and title. 3. Submittal category (action or informational). 4. Name of subcontractor. 5. Description of the Work covered. 6. Scheduled date for Architect's final release or approval. B. Contractor's Construction Schedule: Submit two opaque copies of initial schedule, large enough to show entire schedule for entire construction period. 1. Submit an electronic copy of schedule, using software indicated, on CD -R, and labeled to comply with requirements for submittals. Include type of schedule (Initial or Updated) and date on label. C. Daily Construction Reports: Submit two copies at weekly intervals. D. Field Condition Reports: Submit two copies at time of discovery of differing conditions. 1.4 COORDINATION A. Coordinate preparation and processing of schedules and reports with performance of construction activities and with scheduling and reporting of separate contractors. B. Coordinate Contractor's Construction Schedule with the Schedule of Values, list of subcontracts, Submittals Schedule, progress reports, payment requests, and other required schedules and reports. 1. Secure time commitments for performing critical elements of the Work from parties involved. 2. Coordinate each construction activity in the network with other activities and schedule them in proper sequence. PART 2- PRODUCTS 2.1 SUBMITTALS SCHEDULE A. Preparation: Submit a schedule of submittals, arranged in chronological order by dates required by construction schedule. Include time required for review, resubmittal, ordering, manufacturing, fabrication, and delivery when establishing dates. 1. Coordinate Submittals Schedule with list of subcontracts, the Schedule of Values, and Contractor's Construction Schedule. 2. Submit concurrently with the first complete submittal of Contractor's Construction Schedule. CONSTRUCTION PROGRESS DOCUMENTATION 013200 - 2 C V 2.2 CONTRACTOR'S CONSTRUCTION SCHEDULE, GENERAL A. Time Frame: Extend schedule from date established for commen..,....,,..t of the Work to date of y Substantial Completion. 1. Contract completion date shall not be changed by submission of a schedule that shows an early completion date, unless specifically authorized by Change Order. B. Activities: Treat each story or separate area as a separate numbered activity for each principal element of the Work. Comply with the following: 1. Activity Duration: Define activities so no activity is longer than 30 days, unless specifically allowed by Architect. V 2. Procr.. Activities: Include procurement process activities for the following long lead items and major items, requiring a cycle of more than 60 days, as separate activities in schedule. Procurement cycle activities include, but are not limited to, submittals, W approvals, purchasing, fabrication, and delivery. 3. Submittal Review Time: Include review and resubmittal times indicated in Division 01 1W Section "Submittal Procedures" in schedule. Coordinate submittal review times in Contractor's Construction Schedule with Submittals Schedule. 4. Startup and Testing Time: Include not less than 3 days for startup and testing. 5. Substantial Completion: Indicate completion in advance of date established for 16 Substantial Completion, and allow time for Architect's administrative procedures necessary for certification of Substantial Completion. C. Constraints: Include constraints and work restrictions indicated in the Contract Documents and as follows in schedule, and show how the sequence of the Work is affected. 1. Phasing: Arrange list of activities on schedule by phase. 2. Work under More Than One Contract: Include a separate activity for each contract. 3. Work by Owner: Include a separate activity for each portion of the Work performed by Owner. 4. Work Restrictions: Show the effect of the following items on the schedule: a. Coordination with existing construction. bw b. Limitations of continued occupancies. C. Unintemrptible services. d. Partial occupancy before Substantial Completion. h+ e. Use of premises restrictions. L Provisions for future construction. g. Seasonal variations. 1r h. Environmental control. 5. Work Stages: Indicate important stages of construction for each major portion of the IN Work. D. Milestones: Include milestones indicated in the Contract Documents in schedule, including, but Ir not limited to, the Notice to Proceed, Substantial Completion, and Final Completion. CONSTRUCTION PROGRESS DOCUMENTATION 013200-3 im E. Contract Modifications: For each proposed contract modification and concurrent with its submission, prepare a time - impact analysis using fragnets to demonstrate the effect of the proposed change on the overall project schedule. 2.3 CONTRACTOR'S CONSTRUCTION SCHEDULE (GANTT CHART) A. Gantt-Chart Schedule: Submit a comprehensive, fully developed, horizontal Gantt-chart -type, Contractor's Construction Schedule within 30 days of date established for commencement of the Work. Base schedule on the Preliminary Construction Schedule and whatever updating and feedback was received since the start of Project. B. Preparation: Indicate each significant construction activity separately. Identify first workday of each week with a continuous vertical line. 1. For construction activities that require 3 months or longer to complete, indicate an estimated completion percentage in 10 percent increments within time bar. 2.4 CONTRACTOR'S CONSTRUCTION SCHEDULE (CPM SCHEDULE) A. General: Prepare network diagrams using AON (activity -on -node) format. B. CPM Schedule: Prepare Contractor's Construction Schedule using a computerized time - scaled CPM network analysis diagram for the Work. 1. Develop network diagram in sufficient time to submit CPM schedule so it can be accepted for use no later than 30 days after date established for commencement of the Work. a. Failure to include any work item required for performance of this Contract shall not excuse Contractor from completing all work within applicable completion dates, regardless of Architect's approval of the schedule. 2. Establish procedures for monitoring and updating CPM schedule and for reporting progress. Coordinate procedures with progress meeting and payment request dates. 3. Use "one workday" as the unit of time. Include list of nonworking days and holidays incorporated into the schedule. C. CPM Schedule Preparation: Prepare a list of all activities required to complete the Work. Using the preliminary network diagram, prepare a skeleton network to identify probable critical paths. 1. Activities: Indicate the estimated time duration, sequence requirements, and relationship of each activity in relation to other activities. Include estimated time frames for the following activities: a. Preparation and processing of submittals. b. Mobilization and demobilization. c. Purchase of materials. d. Delivery. CONSTRUCTION PROGRESS DOCUMENTATION 013200 - 4 D. Initial Issue of Schedule: Prepare initial network diagram from a list of straight "early start-total float" sort. Identify critical activities. Prepare tabulated reports showing the following: 2. Critical Path Activities: Identify critical path activities, including those for interim completion dates. Scheduled start and completion dates shall be consistent with Contract milestone dates. 3. Processing: Process data to produce output data on a computer - drawn, time - scaled network. Revise data, reorganize activity sequences, and reproduce as often as necessary to produce the CPM schedule within the limitations of the Contract Time. 4. Format: Mark the critical path. Locate the critical path near center of network; locate paths with most float near the edges. 1. Contractor or subcontractor and the Work or activity. 2. Description of activity. 3. Principal events of activity. 4. hnmediate preceding and succeeding activities. 5. Early and late start dates. 6. Early and late finish dates. 7. Activity duration in workdays. 8. Total float or slack time. 9. Average size of workforce. E. Schedule Updating: Concurrent with making revisions to schedule, prepare tabulated reports showing the following: 1. Identification of activities that have changed. 2. Changes in early and late start dates. 3. Changes in early and late finish dates. 4. Changes in activity durations in workdays. 5. Changes in the critical path. 6. Changes in total float or slack time. 7. Changes in the Contract Time. 2.5 REPORTS e. Fabrication. f. Utility interruptions. g. Installation. h. Work by Owner that may affect or be affected by Contractor's activities. i. Testing. A. Daily Construction Reports: Prepare a daily construction report recording the following information concerning events at Project site: 1. List of subcontractors at Project site. 2. Equipment at Project site. 3. Material deliveries. 4. High and low temperatures and general weather conditions. 5. Accidents. 6. Stoppages, delays, shortages, and losses. CONSTRUCTION PROGRESS DOCUMENTATION 013200 - 5 7. Meter readings and similar recordings. 8. Orders and requests of authorities having jurisdiction. 9. Services connected and disconnected. 10. Equipment or system tests and startups. B. Field Condition Reports: Immediately on discovery of a difference between field conditions and the Contract Documents, prepare and submit a detailed report. Submit with a request for interpretation. Include a detailed description of the differing conditions, together with recommendations for changing the Contract Documents. PART 3- EXECUTION 3.1 CONTRACTOR'S CONSTRUCTION SCHEDULE A. Contractor's Construction Schedule Updating: At monthly intervals, update schedule to reflect actual construction progress and activities. Issue schedule one week before each regularly scheduled progress meeting. 1. Revise schedule immediately after each meeting or other activity where revisions have been recognized or made. Issue updated schedule concurrently with the report of each such meeting. 2. Include a report with updated schedule that indicates every change, including, but not limited to, changes in logic, durations, actual starts and finishes, and activity durations. 3. As the Work progresses, indicate Actual Completion percentage for each activity. B. Distribution: Distribute copies of approved schedule to Architect Owner, separate contractors, testing and inspecting agencies, and other parties identified by Contractor with a need -to-how schedule responsibility. I . Post copies in Project meeting rooms and temporary field offices, 2. When revisions are made, distribute updated schedules to the same parties and post in the same locations. Delete parties from distribution when they have completed their assigned portion of the Work and are no longer involved in performance of construction activities. END OF SECTION 013200 CONSTRUCTION PROGRESS DOCUMENTATION 013200 - 6 SECTION 013300 - SUBMITTAL PROCEDURES PART I - GENERAL 1.1 SUMMARY A. This Section includes administrative and procedural requirements for submitting Shop Drawings, Product Data, Samples, and other submittals. B. See Division 01 Section "Construction Progress Documentation" for submitting schedules and reports, including Contractor's Construction Schedule. C. See Division 01 Section 'Photographic Documentation" for submitting construction photographs. D. See Division 01 Section "Quality Requirements" for submitting test and inspection reports. E. See Division 01 Section "Closeout Procedures" for submitting warranties. F. See Division 01 Section 'Project Record Documents" for submitting Record Drawings, Record Specifications, and Record Product Data. G. See Division 01 Section "Operation and Maintenance Data" for submitting operation and maintenance manuals. H. See Division 01 Section "Demonstration and Training" for submitting videotapes of demonstration of equipment and training of Owner's personnel. 1.2 DEFINITIONS A. Action Submittals: Written and graphic information that requires Architect's responsive action. B. Informational Submittals: Written information that does not require Architect's responsive action. Submittals may be rejected for not complying with requirements. 1.3 SUBMITTAL PROCEDURES A. Coordination: Coordinate preparation and processing of submittals with performance of construction activities. 1. Coordinate each submittal with fabrication, purchasing, testing, delivery, other submittals, and related activities that require sequential activity. 2. Coordinate transmittal of different types of submittals for related parts of the Work so processing will not be delayed because of need to review submittals concurrently for coordination. SUBMITTAL PROCEDURES 013300 - 1 a. Architect reserves the right to withhold action on a submittal requiring coordination with other submittals until related submittals are received. B. Submittals Schedule: Comply with requirements in Division 01 Section "Construction Progress Documentation" for list of submittals and time requirements for scheduled performance of related construction activities. C. Processing Time: Allow enough time for submittal review, including time for resubmittals, as follows. Time for review shall commence on Architect's receipt of submittal. No extension of the Contract Time will be authorized because of failure to transmit submittals enough in advance of the Work to permit processing, including resubmittals. 1. Initial Review: Allow 15 days for initial review of each submittal. Allow additional time if coordination with subsequent submittals is required. Architect will advise Contractor when a submittal being processed must be delayed for coordination. 2. Intermediate Review: If intermediate submittal is necessary, process it in same manner as initial submittal. 3. Resubmittal Review: Allow 15 days for review of each resubmittal. D. Identification: Place a permanent label or title block on each submittal for identification. 1. Indicate name of firm or entity that prepared each submittal on label or title block. 2. Provide a space approximately 6 by 8 inches (150 by 200 mm) on label or beside title block to record Contractor's review and approval markings and action taken by Architect. 3. Include the following information on label for processing and recording action taken: a. Project name. b. Date. c. Name and address of Architect. d. Name and address of Contractor. e. Name and address of subcontractor. f. Name and address of supplier. g. Name of manufacturer. h. Submittal number or other unique identifier, including revision identifier. 1) Submittal number shall use Specification Section number followed by a decimal point and then a sequential number (e.g., 06100.01). Resubmittals shall include an alphabetic suffix after another decimal point (e.g., 06100.01.A). i. Number and title of appropriate Specification Section. j. Drawing number and detail references, as appropriate. k Location(s) where product is to be Stalled, as appropriate. I. Other necessary identification. E. Deviations: Highlight, encircle, or otherwise specifically identify deviations from the Contract Documents on submittals. F. Additional Copies: Unless additional copies are required for final submittal, and unless Architect observes noncompliance with provisions in the Contract Documents, initial submittal may serve as final submittal. SUBMITTAL PROCEDURES 013300 - 2 W IN 1. Additional copies submitted for maintenance manuals will not be marked with action taken and will be returned. k„ G. Transmittal: Package each submittal individually and appropriately for transmittal and handling. Transmit each submittal using a transmittal form. Architect will return submittals, without review, received from sources other than Contractor. Wr 1. Transmittal Form: Use AIA Document G810. H. Resubmittals: Make resubmittals in same form and number of copies as initial submittal. 1. Note date and content of previous submittal. 2. Note date and content of revision in label or title block and clearly indicate extent of itr revision. 3. Resubmit submittals until they are marked approved from Architect's action stamp. 6 1. Distribution: Furnish copies of final submittals to manufacturers, subcontractors, suppliers, fabricators, installers, authorities having jurisdiction, and others as necessary for performance of construction activities. Show distribution on transmittal forms. I Use for Construction: Use only final submittals with mark indicating approved from Architect's action stamp. id 1.4 CONTRACTOR'S USE OF ARCHITECT'S CAD FILES W A. General: At Contractor's written request, copies of Architect's CAD files will be provided to Contractor for Contractor's use in connection with Project, subject to the following conditions: 6 6 6, lW Wr 6 im Your acceptance of Electronic Media acknowledges the following: I The Electronic Media is for informational purposes only. Recipient acknowledges that the infor- mation contained in the attached computer disk(s) may either be in draft form or may be revised at any time. Accordingly, Freiheit Ho Architects, Inc., P.S., makes no representations as to the accuracy of this information. 2. All drawings, notes, and /or data contained in the Electronic Media prepared by Freiheit Ho Ar- chitects, Inc., P.S., as instruments of service are the property of Freiheit Ho Architects, Inc., P.S., which expressly reserves all ownership rights including any common law, statutory or copy- rights. The recipient of this information shall not copy, use or modify this information without the prior written authorization of Freiheit Ho Architects, Inc., P.S. 3. The recipient agrees, to the fitllest extent permitted by law, to defend, indemnify, and hold Frei heit Ho Architects, Inc., P.S., harmless from and against any claim, liability or cost (including attorney's fees and defense costs, whether or not a suit is filed) arising or allegedly arising out of any unauthorized use, reuse or modification of the information contained in this Electronic Media by the recipient or any person or entity that acquires or obtains this Electronic Media or the in- formation contained thereon from the recipient without written authorization from Freiheit Ho Architects, Inc., P.S. This agreement to defend, indemnify and hold Freiheit Ho Architects, Inc., P.S., harmless also applies to the use of this information on any project or site without the involvement of Freiheit Ho Architects, Inc., P.S., in the construction phase services normally associated with such a project. SUBMITTAL PROCEDURES 013300-3 im 4. The drawings and/or data on the Electronic Media conform to Freiheit & Ho Architects, Inc., P.S., standard specification for software and file format. Freiheit & Ho Architects, Inc., P.S., will review requests for providing data in a different file format(s) if such a request is made in writing by the original recipient. Such a request may be considered to be additional services. The recipi- ent agrees to the fullest extent permitted by law to indemnify, defend, and hold harmless Freiheit & Ho Architects, Inc., P.S., from and against any and all claims, liabilities, losses, damages, and cost, including but not limited to attorney's fees arising out of, or in any way connected with, the incompatibility, readability, or durability of these drawings and/or data. PART 2- PRODUCTS 2.1 ACTION SUBMITTALS A. General: Prepare and submit Action Submittals required by individual Specification Sections. B. Product Data: Collect information into a single submittal for each element of construction and type of product or equipment. 1. If information must be specially prepared for submittal because standard printed data are not suitable for use, submit as Shop Drawings, not as Product Data. 2. Mark each copy of each submittal to show which products and options are applicable. 3. Include the following information, as applicable: a. Manufacturer's written recommendations. b. Manufacturer's product specifications. c. Manufacturer's installation instructions. d. Manufacturer's catalog cuts. e. Wiring diagrams showing factory- installed wiring. f. Printed performance curves. g. Operational range diagrams. h. Compliance with specified referenced standards. i. Testing by recognized testing agency. 4. Number of Copies: Submit three copies of Product Data, unless otherwise indicated. Architect will return two copies. Mark up and retain one returned copy as a Project Record Document. C. Shop Drawings: Prepare Project - specific information, drawn accurately to scale. Do not base Shop Drawings on reproductions of the Contract Documents or standard printed data, unless submittal of Architect's CAD Drawings is otherwise permitted. 1. Preparation: Fully illustrate requirements in the Contract Documents. Include the following information, as applicable: a. Dimensions. b. Identification of products. c. Fabrication and installation drawings. d. Roughing -in and setting diagrams. SUBMITTAL PROCEDURES 013300 - 4 e. Wiring diagrams showing field - installed wiring, including power, signal, and control wiring. f. Shopwork manufacturing instructions. g. Templates and patterns. h. Schedules. i. Notation of coordination requirements. j. Notation of dimensions established by field measurement. k. Relationship to adjoining construction clearly indicated. I. Seal and signature of professional engineer if specified. m. Wiring Diagrams: Differentiate between manufacturer- installed and field - installed wiring. 2. Sheet Size: Except for templates, patterns, and similar full -size drawings, submit Shop Drawings on sheets at least 8 -1/2 by 11 inches (215 by 280 mm) but no larger than 30 by 40 inches (750 by 1000 mm). 3. Number of Copies: Submit two opaque (bond) copies of each submittal. Architect will return one copy. D. Samples: Submit Samples for review of kind, color, pattern, and texture for a check of these characteristics with other elements and for a comparison of these characteristics between submittal and actual component as delivered and installed. 1. Transmit Samples that contain multiple, related components such as accessories together in one submittal package. 2. Identification: Attach label on unexposed side of Samples that includes the following: a. Generic description of Sample. b. Product name and nanie of manufacturer. c. Sample source. d. Number and title of appropriate Specification Section. 3. Disposition: Maintain sets of approved Samples at Project site, available for quality - control comparisons throughout the course of construction activity. Sample sets may be used to determine final acceptance of construction associated with each set. 4. Samples for Initial Selection: Submit manufacturer's color charts consisting of units or sections of units showing the fill range of colors, textures, and patterns available. a. Number of Samples: Submit three full set(s) of available choices where color, pattern, texture, or similar characteristics are required to be selected from manufacturer's product line. Architect will return submittal with options selected. 5. Samples for Verification Submit full-size units or Samples of size indicated, prepared from same material to be used for the Work, cured and finished in manner specified, and physically identical with material or product proposed for use, and that show full range of color and texture variations expected. Samples include, but are not limited to, the following: partial sections of manufactured or fabricated components; small cuts or containers of materials; complete units of repetitively used materials; swatches showing color, texture, and pattern; color range sets; and components used for independent testing and inspecti SUBMITTAL PROCEDURES 013300 - 5 a. Number of Samples: Submit three sets of Samples. Architect will retain one Sample sets; remainder will be returned. Mark up and retain one returned Sample set as a Project Record Sample. E. Product Schedule or List: As required in individual Specification Sections, prepare a written summary indicating types of products required for the Work and their intended location. 1. Number of Copies: Submit three copies of product schedule or list, unless otherwise indicated. Architect will return two copies. F. Submittals Schedule: Comply with requirements specified in Division 01 Section "Construction Progress Documentation." G. Application for Payment: Comply with requL. ..o...s specified in Division 01 Section "Payment Procedures." H. Schedule of Values: Comply with requirements specified in Division 01 Section "Payment Procedures." I. Subcontract List: Prepare a written summary identifying individuals or firms proposed for each portion of the Work, including those who are to famish products or equipment fabricated to a special design. 1. Number of Copies: Submit three copies of subcontractor list, unless otherwise indicated. Architect will return two copies. 2.2 INFORMATIONAL SUBMITTALS A. General: Prepare and submit Informational Submittals required by other Specification Sections. 1. Number of Copies: Submit two copies of each submittal, unless otherwise indicated. Architect will not return copies. 2. Certificates and Certifications: Provide a notarized statement that includes signature of entity responsible for preparing certification. Certificates and certifications shall be signed by an officer or other individual authorized to sign documents on behalf of that entity. 3. Test and Inspection Reports: Comply with requirements specified in Division 01 Section "Quality Requirements." B. Coordination Drawings: Comply with requirements specified in Division 01 Section "Project Management and Coordination." C. Contractor's Construction Schedule: Comply with requirements specified in Division 01 Section "Construction Progress Documentation." D. Qualification Data: Prepare written information that demonstrates capabilities and experience of firm or person. Include lists of completed projects with project names and addresses, names and addresses of architects and owners, and other information specified. SUBMITTAL PROCEDURES 013300-6 in V E. Welding Certificates: Prepare written certification that welding procedures and personnel comply with requirements in the Contract Documents. Submit record of Welding Procedure Specification (WPS) and Procedure Qualification Record (PQR) on AWS forms. Include l names of firms and personnel certified. F. Installer Certificates: Prepare written statements on manufacturer's letterhead certifying that 1r Installer complies with requirements in the Contract Documents and, where required, is authorized by manufacturer for this specific Project. G. Manufacturer Certificates: Prepare written statements on manufacturer's letterhead certifying kW that manufacturer complies with requirements in the Contract Documents. Include evidence of manufacturing experience where required. 6 H. Product Certificates: Prepare written statements on manufacturer's letterhead certifying that product complies with requirements in the Contract Documents. 6 I. Material Certificates: Prepare written statements on manufacturer's letterhead certifying that material complies with requirements in the Contract Documents. 6 J. Material Test Reports: Prepare reports written by a qualified testing agency, on testing agency's standard form, indicating and interpreting test results of material for compliance with requirements in the Contract Documents. 6 K. Product Test Reports: Prepare written reports indicating current product produced by manufacturer complies with requirements in the Contract Documents. Base reports on evaluation of tests performed by manufacturer and witnessed by a qualified testing agency, or (W on comprehensive tests performed by a qualified testing agency. L. Research/Evaluation Reports: Prepare written evidence, from a model code organization CW acceptable to authorities having jurisdiction, that product complies with building code in effect for Project. M. Preconstruction Test Reports: Prepare reports written by a qualified testing agency, on testing agency's standard foray indicating and interpreting results of tests performed before installation of product, for compliance with performance requirements in the Contract Documents. N. Compatibility Test Reports: Prepare reports written by a qualified testing agency, on testing agency's standard form, indicating and interpreting results of compatibility tests performed before installation of product. Include written .:...............dations for 1.' and substrate IW preparation needed for adhesion. O. Field Test Reports: Prepare reports written by a qualified testing agency, on testing agency's standard form, indicating and interpreting results of field tests performed either during installation of product or after product is installed in its final location, for compliance with requi.,,. ..:s in the Contract Documents. P. Maintenance Data: Prepare written and graphic instructions and procedures for operation and normal maintenance of products and equipment. Comply with requirements specified in Division 01 Section "Operation and Maintenance Data." V a SUBMITTAL 013300-7 NN Q. Design Data: Prepare written and graphic information, including, but not limited to, performance and design criteria, list of applicable codes and regulations, and calculations. Include list of assumptions and other performance and design criteria and a summary of loads. Include load diagrams if applicable. Provide name and version of software, if any, used for calculations. Include page numbers. R. Manufacturer's Instructions: Prepare written or published information that documents manufacturer's recommendations, guidelines, and procedures for installing or operating a product or equipment. Include name of product and name, address, and telephone number of manufacturer. S. Manufactwc.'s Field Reports: Prepare written information documenting factory- authorized service representative's tests and inspections. Include the following, as applicable: 1. Statement on condition of substrates and their acceptability for installation of product. 2. Summary of installation procedures being followed, whether they comply with requirements and, if not, what corrective action was taken. 3. Results of operational and other tests and a statement of whether observed performance complies with requirements. T. Insurance Certificates and Bonds: Prepare written information indicating current status of insurance or bonding coverage. Include name of entity covered by insurance or bond, limits of coverage, amounts of deductibles, if any, and term of the coverage. U. Construction Photographs: Comply with requirements specified in Division 01 Section "Photographic Documentation." V. Material Safety Data Sheets ( MSDSs): Submit information directly to Owner, do not submit to Architect. 1. Architect will not review submittals that include MSDSs and will return them for resubmittal. 2.3 DELEGATED DESIGN A. Performance and Design Criteria: Where professional design services or certifications by a design professional are specifically required of Contractor by the Contract Documents, provide products and systems complying with specific performance and design criteria indicated. 1. If criteria indicated are not sufficient to perform services or certification required, submit a written request for additional information to Architect. B. Delegated -Design Submittal: In addition to Shop Drawings, Product Data, and other required submittals, submit three copies of a statement, signed and sealed by the responsible design professional, for each product and system specifically assigned to Contractor to be designed or certified by a design professional. 1. Indicate that products and systems comply with performance and design criteria in the Contract Documents. Include list of codes, loads, and other factors used in performing these services. SUBMITTAL PROCEDURES 013300 - 8 PART 3 - EXECUTION 3.1 CONTRACTOR'S REVIEW A. Review each submittal and check for coordination with other Work of the Contract and for compliance with the Contract Documents. Note corrections and field dimensions. Mark with approval stamp before submitting to Architect. B. Approval Stamp: Stamp each submittal with a uniform, approval stamp. Include Project name and location, submittal number, Specification Section title and number, name of reviewer, date of Contractor's approval, and statement certifying that submittal has been reviewed, checked, and approved for compliance with the Contract Documents. 3.2 ARCHITECT'S ACTION A. General: Architect will not review submittals that do not bear Contractor's approval stamp and will return them without action. B. Action Submittals: Architect will review each submittal, make marks to indicate corrections or modifications required, and return it. Architect will stamp each submittal with an action stamp and will mark stamp appropriately to indicate action taken. C. Informational Submittals: Architect will review each submittal and will not return it, or will return it if it does not comply with requirements. Architect will forward each submittal to appropriate party. D. Partial submittals are not acceptable, will be considered non - responsive, and will be returned without review. E. Submittals not required by the Contract Documents may not be reviewed and may be discarded. END OF SECTION 013300 SUBMITTAL PROCEDURES 013300 - 9 r. a SECTION 014000 QUALITY REQUIREMENTS w PARTI GENERAL bw 1.1 SUMMARY A. This Section includes administrative and procedural requirements for quality assurance and quality control. B. Testing and inspecting services are required to verify compliance with requirements specified or y indicated. These services do not relieve Contractor of responsibility for compliance with the Contract Document requirements. W 1. Specified tests, inspections, and related actions do not limit Contractor's other quality- assurance and control procedures that facilitate compliance with the Contract Document requirements. 2. Requirements for Contractor to provide quality- assurance and control services required Y1° by Architect, Owner, or authorities having jurisdiction are not limited by provisions of this Section. r+ C. See Divisions 02 through 33 Sections for specific test and inspection requirements. W 1.2 DEFINITIONS A. Quality- Assurance Services: Activities, actions, and procedures performed before and during execution of the Work to guard against defects and deficiencies and substantiate that proposed construction will comply with requirements. B. Quality- Control Services: Tests, inspections, procedures, and related actions during and after Im execution of the Work to evaluate that actual products incorporated into the Work and completed construction comply with requirements. Services do not include contract enforcement activities performed by Architect. im C. Mockups: Full -size, physical assemblies that are constructed on -site. Mockups are used to verify selections made under sample submittals, to demonstrate aesthetic effects and, where ly indicated, qualities of materials and execution, and to review construction, coordination, testing, or operation; they are not Samples. D. Laboratory Mockups: Full-size, physical assemblies that are constructed at testing facility to verify performance characteristics. E. Preconstnrction Testing: Tests and inspections that are performed specifically for the Project IN before products and materials are incorporated into the Work to verify performance or compliance with specified criteria. IN F. Product Testing: Tests and inspections that are performed by an NRTL, an NVLAP, or a testing agency qualified to conduct product testing and acceptable to authorities having jurisdiction, to establish product performance and compliance with industry standards. im QUALITY REQUIREMENTS 014000-1 Ya G. Source Quality Control Testing. Tests and inspections that are performed at the source, i.e, r plant, mill, factory, or shop. H. Field Quality- Control Testing: Tests and inspections that are performed on -site for installation of the Work and for completed Work. Testing Agency: An entity engaged to perform specific tests, inspections, or both. Testing laboratory shall mean the same as testing agency. r J. Installer /Applicator /Erector: Contractor or another entity engaged by Contractor as an employee, Subcontractor, or Sub subcontractor, to perform a particular construction operation, r including installation, erection, application, and similar operations. 1. Using a term such as "carpentry" does not imply that certain construction activities must be performed by accredited or unionized individuals of a corresponding generic name, such as "carpenter." It also does not imply that requirements specified apply exclusively to tradespeople of the corresponding generic name. W K. Experienced: When used with an entity, "experienced" means having successfully completed a minimum of five previous projects similar in size and scope to this Project; being familiar with special requirements indicated; and having complied with requirements of authorities having jurisdiction. f he 1.3 CONFLICTING REQUIREMENTS A. General: If compliance with two or more standards is specified and the standards establish V different or conflicting requirements for minimum quantities or quality levels, comply with the most stringent requirement. Refer uncertainties and requirements that are different, but apparently equal, to Architect for a decision before proceeding. B. Minimum Quantity or Quality Levels: The quantity or quality level shown or specified shall be the minimum provided or performed. The actual installation may comply exactly with the minimum quantity or quality specified, or it may exceed the minimum within reasonable limits. To comply with these requirements, indicated numeric values are minimum or maximum, as appropriate, for the context of requirements. Refer uncertainties to Architect for a decision before dmg. v 1.4 SUBMITTALS tr A. Qualification Data: For testing agencies specified in "Quality Assurance" Article to demonstrate their capabilities and experience. Include proof of qualifications in the form of a recent report on the inspection of the testing agency by a recognized authority. B. Reports: Prepare and submit certified written reports that include the following: L 1. Date of issue. 2. Project title and number. 3. Name, address, and telephone number of testing agency. I►. 4. Dates and locations of samples and tests or inspections. 1r QUALITY REQUIREMENTS 014000-2 5. Names of individuals making tests and inspections. 6. Description of the Work and test and inspection method. 7. Identification of product and Specification Section. 8. Complete test or inspection data. 9. Test and inspection results and an interpretation of test results. 10. Record of temperature and weather conditions at time of sample taking and testing and inspecting. 11. Comments or professional opinion on whether tested or inspected Work complies with the Contract Document requirements. 12. Name and signature of laboratory inspector. 13. Recommendations on retesting and reinspecting. C. Permits, Licenses, and Certificates: For Owner's records, submit copies of permits, licenses, certifications, inspection reports, releases, jurisdictional settlements, notices, receipts for fee payments, judgments, correspondence, records, and similar documents, established for compliance with standards and regulations bearing on performance of the Work. 1.5 QUALITY ASSURANCE A. General: Qualifications paragraphs in this Article establish the minimum qualification levels required; individual Specification Sections specify additional requirements. B. Installer Qualifications: A firm or individual experienced in installing, erecting, or assembling work similar in material, design, and extent to that indicated for this Project, whose work has resulted in construction with a record of successful in- service performance. C. Manufacturer Qualifications: A firm experienced in manufacturing products or systems similar to those indicated for this Project and with a record of successful in- service performance, as well as sufficient production capacity to produce required units. D. Fabricator Qualifications: A fret experienced in producing products similar to those indicated for this Project and with a record of successful in- service performance, as well as sufficient production capacity to produce required units. E. Professional Engineer Qualifications: A professional engineer who is legally qualified to practice in jurisdiction where Project is located and who is experienced in providing engineering services of the kind indicated. Engineering services are defined as those performed for installations of the system, assembly, or product that are similar to those indicated for this Project in material, design, and extent. F. Specialists: Certain sections of the Specifications require that specific construction activities shall be performed by entities who are recognized experts in those operations. Specialists shall satisfy qualification requirements indicated and shall be engaged for the activities indicated. 1. Requirement for specialists shall not supersede building codes and regulations governing the Work. G. Testing Agency Qualifications: An NRTL, an NVLAP, or an independent agency with the experience and capability to conduct testing and inspecting indicated, as documented according QUALITY REQUIREMENTS 014000 - 3 to ASTM E 548• and with additional qualifications specified in individual Sections; and where required by authorities having jurisdiction, that is acceptable to authorities. 1. NRTL: A nationally recognized testing laboratory according to 29 CFR 1910.7. 2. NVLAP: A testing agency accredited according to NIST's National Voluntary Laboratory Accreditation Program. H. Factory- Authorized Service Representative Qualifications: An authorized representative of manufacturer who is trained and approved by manufacturer to inspect installation of manufacturer's products that are similar in material, design, and extent to those indicated for this Project. I. Mockups: Before installing portions of the Work requiring mockups, build mockups for each form of construction and finish required to comply with the following requirements, using materials indicated for the completed Work: 1. Build mockups in location and of size indicated or, if not indicated, as directed by Architect. 2. Notify Architect seven days in advance of dates and times when mockups will be constructed. 3. Demonstrate the proposed range of aesthetic effects and workmanship. 4. Obtain Architect's approval of mockups before starting work, fabrication, or construction. 5. Maintain mockups during construction in an undisturbed condition as a standard for judging the completed Work. 6. Demolish and remove mockups when directed, unless otherwise indicated. J. Laboratory Mockups: Comply with requirements of preconstruction testing and those specified in individual Sections in Divisions 02 through 49. 1.6 QUALITY CONTROL A. Owner Responsibilities: Where quality - control services are indicated as Owner's responsibility, Owner will engage a qualified testing agency to perform these services. 1. Owner will furnish Contractor with names, addresses, and telephone numbers of testing agencies engaged and a description of types of testing and inspecting they are engaged to perform. 2. Costs for retesting and reinspecting construction that replaces or is necessitated by work that failed to comply with the Contract Documents will be charged to Contractor. B. Tests and inspections not explicitly assigned to Owner are Contractor's responsibility. Unless otherwise indicated, provide quality- control services specified and those required by authorities having jurisdiction. Perform quality- control services required of Contractor by authorities having jurisdiction, whether specified or not. 1. Where services are indicated as Contractor's responsibility, engage a qualified testing agency to perform these quality-control services. QUALITY REQUIREMENTS 014000 - 4 writing by Owner. lr 2. Notify testing agencies at least 24 hours in advance of time when Work that requires testing or inspecting will be performed. 3. Where quality- control services are indicated as Contractor's responsibility, submit a lV certified written report, in duplicate, of each quality-control service. 4. Testing and inspecting requested by Contractor and not required by the Contract Documents are Contractor's responsibility. 5. Submit additional copies of each written report directly to authorities having jurisdiction, when they so direct. C. Manufacturer's Field Services: Where indicated, engage a factory- authorized service 6 representative to inspect field assembled components and equipment installation, including service connections. Report results in writing as specified in Division 01 Section "Submittal Procedures." D. Retesting/Reinspecting: Regardless of whether original tests or inspections were Contractor's responsibility, provide quality- control services, including retesting and reinspecting, for W construction that replaced Work that failed to comply with the Contract Documents. E. Testing Agency Responsibilities: Cooperate with Architect and Contractor in performance of 61 duties. Provide qualified personnel to perform required tests and inspections. 1. Notify Architect and Contractor promptly of irregularities or deficiencies observed in the Work during performance of its services. 2. Determine the location from which test samples will be taken and in which in -situ tests are conducted. 3. Conduct and interpret tests and inspections and state in each report whether tested and W inspected work complies with or deviates from requirements. 4. Submit a certified written report, in duplicate, of each test, inspection, and similar quality control service through Contractor. v 5. Do not release, revoke, alter, or increase the Contract Document requirements or approve or accept any portion of the Work. 6. Do not perform any duties of Contractor. F. Associated Services: Cooperate with agencies performing required tests, inspections, and similar quality- control services, and provide reasonable auxiliary services as requested. Notify agency sufficiently in advance of operations to permit assi, of personnel. Provide the following: 1. Access to the Work. Yr 2. Incidental labor and facilities necessary to facilitate tests and inspections. 3. Adequate quantities of iepresentative samples of materials that require testing and inspecting. Assist agency in obtaining samples. y 4. Facilities for storage and field curing of test samples. 5. Delivery of samples to testing agencies. 6. Preliminary design mix proposed for use for material mixes that require control by testing IN a 7. Security and protection for samples and for testing and inspecting equipment at Project site. IN r QUALITY REQUIREMENTS 1 X111 L G. Coordination: Coordinate sequence of activities to accommodate required quality - assurance and -control services with a minimum of delay and to avoid necessity of removing and replacing construction to accommodate testing and inspecting. 1. Schedule times for tests, inspections, obtaining samples, and similar activities. 1.7 SPECIAL TESTS AND INSPECTIONS A. Special Tests and Inspections: Owner will engage a qualified testing agency or special inspector to conduct special tests and inspections required by authorities having jurisdiction as the responsibility of Owner, and as follows: B. Special Tests and Inspections: Conducted by a qualified testing agency or special inspector as required by authorities having jurisdiction, as indicated in individual Specification Sections, and as follows: 1. Verifying that manufacturer maintains detailed fabrication and quality - control procedures and reviewing the completeness and adequacy of those procedures to perform the Work. 2. Notifying Architect and Contractor promptly of irregularities and deficiencies observed in the Work during performance of its services. 3. Submitting a certified written report of each test, inspection, and similar quality - control service to Architect with copy to Contractor and to authorities having jurisdiction. 4. Submitting a fmal report of special tests and inspections at Substantial Completion, which includes a list of unresolved deficiencies. 5. Interpreting tests and inspections and stating in each report whether tested and inspected work complies with or deviates from the Contract Documents. 6. Retesting and reinspecting corrected work. PART 2 - PRODUCTS (Not Used) PART 3- EXECUTION 3.1 REPAIR AND PROTECTION A. General: On completion of testing, inspecting, sample taking, and similar services, repair damaged construction and restore substrates and finishes. 1. Provide materials and comply with installation requirements specified in other Specification Sections. Restore patched areas and extend restoration into adjoining areas with durable seams that are as invisible as possible. 2. Comply with the Contract Document requirements for Division 01 Section "Cutting and Patching." 13. Protect construction exposed by or for quality - control service activities. C. Repair and protection are Contractor's responsibility, regardless of the assignment of responsibility for quality- control services. QUALITY REQUIREMENTS 014000 - 6 D. END OF SECTION 014000 QUALITY REQUIREMENTS 014000 - 7 A. General: Basic Contract definitions are included in the Conditions of the Contract. B. "Approved ": When used to convey Architect's action on Contractor's submittals, applications, and requests, "approved" is limited to Architect's duties and responsibilities as stated in the Conditions of the Contract. C. "Directed ": A command or instruction by Architect. Other terms including "requested," "authorized," "selected," "approved," "required," and "permitted" have the same meaning as "directed." D. "Indicated ": Requirements expressed by graphic representations or in written form on Drawings, in Specifications, and in other Contract Documents Other terms including "shown," "noted," "scheduled," and "specified" have the same meaning as "indicated." E. "Regulations ": Laws, ordinances, statutes, and lawful orders issued by authorities having jurisdiction, and rules, conventions, and agreements within the construction industry that control performance of the Work. F. "Furnish ": Supply and deliver to Project site, ready for unloading, unpacking, assembly, installation, and similar operations. G. "Install": Operations at Project site including unloading, temporarily storing, unpacking, assembling, erecting, placing, anchoring, applying, working to dimension, finishing, curing, protecting, cleaning, and similar operations. H. "Provide ": Furnish and install, complete and ready for the intended use. I. "Project Site ": Space available for performing construction activities. The extent of Project site is shown on Drawings and may or may not be identical with the description of the land on which Project is to be built. 1.2 INDUSTRY STANDARDS A. Applicability of Standards: Unless the Contract Documents include more stringent requirements, applicable construction industry standards have the same force and effect as if bound or copied directly into the Contract Documents to the extent referenced. Such standards are made a part of the Contract Documents by reference. B. Publication Dates: Comply with standards in effect as of date of the Contract Documents, unless otherwise indicated. REFERENCES 014200 - 1 C. Copies of Standards: Each entity engaged in construction on Project should be familiar with industry standards applicable to its construction activity. Copies of applicable standards are not bound with the Contract Documents. 1. Where copies of standards are needed to perform a required construction activity, obtain copies directly from publication source. D. Abbreviations and Acronyms for Standards and Regulations: Where abbreviations and acronyms are used in Specifications or other Contract Documents, they shall mean the recognized name of the standards and regulations in the following list. ADAAG Americans with Disabilities Act (ADA) Architectural Barriers Act (ABA) CFR Code of Federal Regulations CRD Handbook for Concrete and Cement DOD Department of Defense Military Specifications and Standards DSCC Defense Supply Center Columbus (See FS) FED -STD Federal Standard (See FS) FS Federal Specification FTMS Federal Test Method Standard (See FS) ICC -ES ICC Evaluation Service, Inc. MIL (See MILSPEC) MIL -STD (See MILSPEC) MILSPEC Military Specification and Standards NES National Evaluation Service (See ICC -ES) UFAS Uniform Federal Accessibility Standards 1.3 ABBREVIATIONS AND ACRONYMS A. Industry Organizations: Where abbreviations and acronyms are used in Specifications or other Contract Documents, they shall mean the recognized name of the entities indicated in Gale Research's "Encyclopedia of Associations" or in Columbia Books' "National Trade & Professional Associations of the U.S." B. Industry Organizations: Where abbreviations and acronyms are used in Specifications or other Contract Documents, they shall mean the recognized name of the entities in the following list. REFERENCES 014200 - 2 AA Aluminum Association, Inc. (The) AAADM American Association of Automatic Door Manufacturers AABC Associated Air Balance Council AAMA American Architectural Manufacturers Association AASHTO American Association of State Highway and Transportation Officials AATCC American Association of Textile Chemists and Colorists (The) ABMA American Bearing Manufacturers Association ACI ACI International (American Concrete Institute) ACPA American Concrete Pipe Association AEIC Association of Edison Illuminating Companies, Inc. (The) AF &PA American Forest & Paper Association AGA American Gas Association AGC Associated General Contractors of America (The) AHA American Hardboard Association (Now part of CPA) AHAM Association of Home Appliance Manufacturers AI Asphalt Institute AIA American Institute of Architects (The) AISC American Institute of Steel Construction AISI American Iron and Steel Institute AITC American Institute of Timber Construction ALCA Associated Landscape Contractors of America ALSC American Lumber Standard Committee, Incorporated AMCA Air Movement and Control Association International, Inc. ANSI American National Standards Institute AOSA Association of Official Seed Analysts REFERENCES 014200 -3 APA APA - The Engineered Wood Association APA Architectural Precast Association API American Petroleum Institute ARI Air- Conditioning & Refrigeration Institute ARMA Asphalt Roofing Manufacturers Association ASCE American Society of Civil Engineers ASHRAE American Society of Heating, Refrigerating and Air- Conditioning Engineers ASME ASME International (The American Society of Mechanical Engineers International) ASSE American Society of Sanitary Engineering ASTM ASTM International (American Society for Testing and Materials International) AWCI AWCI International (Association of the Wall and Ceiling Industries International) AWCMA American Window Covering Manufacturers Association (Now WCSC) AWI Architectural Woodwork Institute AWPA American Wood - Preservers' Association AWS American Welding Society AWWA American Water Works Association BHMA Builders Hardware Manufacturers Association BIA Brick Industry Association (The) BICSI BICSI BIFMA BIFMA International (Business and Institutional Furniture Manufacturer's Association International) BISSC Baking Industry Sanitation Standards Committee CCC Carpet Cushion Council REFERENCES 014200 -4 CGSB Canadian General Standards Board LIMA Cellulose Insulation Manufacturers Association CISCA Ceilings & Interior Systems Construction Association CISPI Cast Iron Soil Pipe Institute CLFMI Chain Link Fence Manufacturers Institute CPA Composite Panel Association CPPA Corrugated Polyethylene Pipe Association CRI Carpet & Rug Institute (The) CRSI Concrete Reinforcing Steel Institute CSA CSA International (Formerly: IAS - International Approval Services) CSI Construction Specifications Institute (The) CSSB Cedar Shake & Shingle Bureau CTI Cooling Technology Institute (Formerly: Cooling Tower Institute) Dill Door and Hardware Institute EIA Electronic Industries Alliance EIMA EIFS Industry Members Association EJCDC Engineers Joint Contract Documents Committee EJMA Expansion Joint Manufacturers Association, Inc. ESD ESD Association FCI Fluid Controls Institute FIBA Federation Internationale de Basketball Amateur REFERENCES 014200 -5 (The International Basketball Federation) FIVB Federation Internationale de Volleyball (The International Volleyball Federation) FM Factory Mutual System (Now FMG) FMG FM Global (Formerly: FM - Factory Mutual System) FRSA Florida Roofing, Sheet Metal & Air Conditioning Contractors Association, Inc. FSA Fluid Sealing Association FSC Forest Stewardship Council GA Gypsum Association GANA Glass Association of North America GRI (Now GSI) GS Green Seal GSI Geosynthetic Institute HI Hydraulic Institute HI Hydronics Institute HMMA Hollow Metal Manufacturers Association (Part of NAAMM) HPVA Hardwood Plywood & Veneer Association HPW H. P. White Laboratory, Inc. IAS International Approval Services (Now CSA International) IBF International Badminton Federation ICEA Insulated Cable Engineers Association, Inc. ICRI International Concrete Repair Institute, Inc. IEC International Electrotechnical Commission IEEE Institute of Electrical and Electronics Engineers, Inc. (The) IESNA Illuminating Engineering Society of North America REFERENCES 014200 -6 in Wr L 61 iW W W 6 6 6 Yr t!r 6 IN Yr IGCC Insulating Glass Certification Council IGMA Insulating Glass Manufacturers Alliance (The) ILI Indiana Limestone Institute of America, Inc. ISO International Organization for Standardization ISSFA International Solid Surface Fabricators Association ITS Intertek ITU International Telecommunication Union KCMA Kitchen Cabinet Manufacturers Association LMA Laminating Materials Association (Now part of CPA) LPI Lightning Protection Institute MBMA Metal Building Manufacturers Association MFMA Maple Flooring Manufacturers Association MFMA Metal r...:..g Manufacturers Association MH Material Handling (Now MHIA) MHIA Material Handling Industry of America MIA Marble Institute of America MPI Master Painters Institute MSS Manufacturers Standardization Society of The Valve and Fittings Industry Inc. NAAMM National Association of Architectural Metal Manufacturer; NACE NACE International (National Association of Corrosion Engineers International) NADCA National Air Duct Cleaner; Association NAGW S National Association for Girls and Women in Sport NAIMA North American Insulation Manufacturers Association (The) NBGQA National Building Granite Quarries Association, Inc. NCAA National Collegiate Athletic Association (The) 014200-7 a NCMA National Concrete Masonry Association NCPI National Clay Pipe Institute NCTA National Cable & Telecommunications Association NEBB National Environmental Balancing Bureau NECA National Electrical Contractors Association NeLMA Northeastern Lumber Manufacturers' Association NEMA National Electrical Manufactuiczs Association NETA InterNational Electrical Testing Association NFHS National Federation of State High School Associations NFPA NFPA (National Fire Protection Association) NFRC National Fenestration Rating Council NGA National Glass Association NHLA National Hardwood Lumber Association NLGA National Lumber Grades Authority NOFMA National Oak Flooring Manufacturers Association NRCA National Roofing Contractors Association NRMCA National Ready Mixed Concrete Association NSF NSF International (National Sanitation Foundation International) NSSGA National Stone, Sand & Gravel Association NTMA National Terrazzo & Mosaic Association, Inc. NTRMA National Tile Roofmg Manufacturers Association (Now RTI) NWWDA National Wood Window and Door Association (Now WDMA) OPL Omega Point Laboratories, Inc. PCI Precast/Prestressed Concrete Institute REFERENCES 014200 - 8 SEFA Scientific Equipment and Furniture Association SEI Structural Engineering Institute SGCC Safety Glazing Certification Council SIA Security Industry Association SIGMA Sealed Insulating Glass Manufacturers Association (Now IGMA) SJI Steel Joist Institute SMA Screen Manufacturers Association SMACNA Sheet Metal and Air Conditioning Contractors' National Association SMPTE Society of Motion Picture and Television Engineers SPFA Spray Polyurethane Foam Alliance (Formerly: SPI/SPFD - The Society of the Plastics Industry, Inc.; Spray Polyurethane Foam Division) SPIB Southern Pine Inspection Bureau (The) SPI/SPFD Society of the Plastics Industry, Inc. (The) Spray Polyurethane Foam Division (Now SPFA) PDCA Painting & Decorating Contractors of America PDI Plumbing & Drainage Institute PGI PVC Geomembrane Institute PTI Post - Tensioning Institute RCSC Research Council on Structural Connections RFCI Resilient Floor Covering Institute RIS Redwood Inspection Service RTI (Formerly: NTRMA - National Tile Roofing Manufacturers Association) (Now TRI) SAE SAE International SDI Steel Deck Institute SDI Steel Door Institute REFERENCES 014200 - 9 SPRI SPRI (Single Ply Roofing Institute) SSINA Specialty Steel Industry of North America SSPC SSPC: The Society for Protective Coatings STI Steel Tank Institute SWI Steel Window Institute SWRI Sealant, Waterproofmg, & Restoration Institute TCA Tile Council of America, Inc. TIA/EIA Telecommunications Industry Association/Electronic Industries Alliance TMS The Masonry Society TPI Truss Plate Institute, Inc. TPI Turfgrass Producers International TRI Tile Roofing Institute (Formerly: RTI - Roof Tile Institute) UL Underwriters Laboratories Inc. UNI Uni -Bell PVC Pipe Association USAV USA Volleyball USGBC U.S. Green Building Council USITT United States Institute for Theatre Technology, Inc. WASTEC Waste Equipment Technology Association WCLIB West Coast Lumber Inspection Bureau WCMA Window Covering Manufacturers Association (Now WCSC) WCSC Window Covering Safety Council (Formerly: WCMA - Window Covering Manufacturers Association) WDMA Window & Door Manufacturers Association (Formerly: NWWDA - National Wood Window and Door Association) REFERENCES 014200 -10 ft ICBO ES ICBO Evaluation Service, Inc. (Now ICC -ES) W ICC International Code Council (Formerly: CABO Council of American Building Officials) W ICC -ES ICC Evaluation Service, Inc. NES National Evaluation Service (Now ICC -ES) SBCCI Southern Building Code Congress International, Inc. (Now ICC) D. Federal Government Agencies: Where abbreviations and acronyms are used in Specifications or other Contract Documents, they shall mean the recognized name of the entities in the following list. W CE Army Corps of Engineers ty CPSC Consumer Product Safety Commission DOC Department of Commerce bw DOD Department of Defense 6 DOE Department of Energy W EPA Environmental Protection Agency REFERENCES 014200 -11 1-1 WI Woodwork Institute (Formerly WIC Woodwork Institute of California) W WIC Woodwork Institute of California (Now WI) W WMMPA Wood Moulding Millwork Producers Association WSRCA Western States Roofing Contractors Association Ydi W WPA Western Wood Products Association W C. Code Agencies: Where abbreviations and a.,. are used in Specifications or other Contract Documents, they shall mean the recognized name of the entities in the following list. W BOCA BOCA International, Inc. (Now ICC) CABO Council of American Building Officials (Now ICC) W IAPMO International Association of Plumbing and Mechanical Officials W ICBO International Conf w.,.,, of Building Officials (Now ICC) ICBO ES ICBO Evaluation Service, Inc. (Now ICC -ES) W ICC International Code Council (Formerly: CABO Council of American Building Officials) W ICC -ES ICC Evaluation Service, Inc. NES National Evaluation Service (Now ICC -ES) SBCCI Southern Building Code Congress International, Inc. (Now ICC) D. Federal Government Agencies: Where abbreviations and acronyms are used in Specifications or other Contract Documents, they shall mean the recognized name of the entities in the following list. W CE Army Corps of Engineers ty CPSC Consumer Product Safety Commission DOC Department of Commerce bw DOD Department of Defense 6 DOE Department of Energy W EPA Environmental Protection Agency REFERENCES 014200 -11 1-1 FAA Federal Aviation Administration FCC Federal Communications Commission FDA Food and Drug Administration GSA General Services Administration HUD Department of Housing and Urban Development LBL Lawrence Berkeley National Laboratory NCHRP National Cooperative Highway Research Program (See TRB) NIST National Institute of Standards and Technology OSHA Occupational Safety Health Administration PBS Public Building Service (See GSA) PHS Office of Public Health and Science RUS Rural Utilities Service (See USDA) SD State Department TRB Transportation Research Board USDA Department of Agriculture USPS Postal Service E. State Government Agencies: Where abbreviations and acronyms are used in Specifications or other Contract Documents, they shall mean the recognized name of the entities in the following list. CBHF State of California, Department of Consumer Affairs Bureau of Home Furnishings and Thermal Insulation CPUC California Public Utilities Commission TFS Texas Forest Service Forest Products Laboratory 014200-12 ■ PART 2 - PRODUCTS (Not Used) PART 3 - EXECUTION (Not Used) END OF SECTION 014200 REFERENCES 014200 -13 SECTION 0I5000 - TEMPORARY FACILITIES AND CONTROLS PART 1 - GENERAL 1.1 SUMMARY A. This Section includes requirements for temporary utilities, support facilities, and security and protection facilities. B. See Division 01 Section "Multiple Contract Summary" for division of responsibilities for C. See Division 01 Section "Execution" for progress cleaning requirements. D. See Divisions 02 through 49 Sections for temporary heat, ventilation, and humidity requirements for products in those Sections. E. See Division 31 Section "Dewatering" for disposal of ground water at Project site. 1.2 DEFINITIONS A. Permanent Enclosure: As determined by Architect, permanent or temporary roofing is complete, insulated, and weathertight; exterior walls are insulated and weathertight; and all openings are closed with permanent construction or substantial temporary closures. 1.3 USE CHARGES A. General: Cost or use charges for temporary facilities shall be included in the Contract Sum. Allow other entities to use temporary services and facilities without cost, including, but not limited to, Owner's construction forces, Architect, occupants of Project, testing agencies, and authorities having jurisdiction. B. Water Service: Water from Owner's existing water system is available for use without metering and without payment of use charges. Provide connections and extensions of services as required for construction operations. C. Electric Power Service: Electric power from Owner's existing system is available for use without metering and without payment of use charges. Provide connections and extensions of services as required for construction operations. 1.4 SUBMITTALS A. Site Plan: Show temporary facilities, utility hookups, staging areas, and parking areas for construction personnel. TEMPORARY FACILITIES AND CONTROLS 015000 -1 1.5 QUALITY ASSURANCE A. Electric Service: Comply with NECA, NEMA, and UL standards and regulations for temporary electric service. Install service to comply with NFPA 70. B. Tests and Inspections: Arrange for authorities having jurisdiction to test and inspect each temporary utility before use. Obtain required certifications and permits. 1.6 PROJECT CONDITIONS A. Temporary Use of Permanent Facilities: Installer of each permanent service shall assume responsibility for operation, maintenance, and protection of each permanent service during its use as a construction facility before Owner's acceptance, regardless of previously assigned responsibilities. PART 2- PRODUCTS 2.1 MATERIALS A. Pavement: Comply with Division 32 pavement Sections. B. Chain -Link Fencing: Minimum 2 -inch (50 -mm), 0.148 -inch- (3.76 -mm -) thick, galvanized steel, chain -link fabric fencing; minimum 6 feet (1.8 m) high with galvanized steel pipe posts; minimum 2 -3/8 -inch- (60 -mm -) OD line posts and 2 -7/8 -inch- (73 -mm -) OD corner and pull posts, with [1 -5/8 -inch- (42 -mm -) OD top rails. C. Portable Chain -Link Fencing: Minimum 2 -inch (50 -mm), 9 -gage, galvanized steel, chain -link fabric fencing; minimum 6 feet (1.8 m) high with galvanized steel pipe posts; minimum 2-3/8 - inch- (60 -mm -) OD line posts and 2 -7/8 -inch- (73 -mm -) OD comer and pull posts, with 1-5/8 - inch- (42 -mm -) OD top and bottom rails. Provide concrete bases for supporting posts. D. Wood Enclosure Fence: Plywood, 8 feet (2.4 m) high, framed with four 2- by- 4-inch (50 -by- 100-mm) rails, with preservative - treated wood posts spaced not more than 8 feet (2.4 m) apart. E. Lumber and Plywood: Comply with requirements in Division 06 Section "Miscellaneous Rough Carpentry." F. Gypsum Board: Minimum 1/2 inch (12.7 mm) thick by 48 inches (1219 mm) wide by maximum available lengths; regular -type panels with tapered edges. Comply with ASTM C 36/C 36M. G. Insulation: Unfaced mineral -fiber blanket, manufactured from glass, slag wool, or rock wool; with maximum flame - spread and smoke - developed indexes of 25 and 50, respectively. 2.2 TEMPORARY FACILITIES A. Field Offices, General: Prefabricated or mobile units with serviceable finishes, temperature controls, and foundations adequate for normal loading. TEMPORARY FACILITIES AND CONTROLS 015000 - 2 B. Storage and Fabrication Sheds: Provide sheds sized, furnished, and equipped to accommodate materials and equipment for construction operations. 2.3 EQUIPMENT A. Fire Extinguishers: Portable, UL rated; with class and extinguishing agent as required by locations and classes of fire exposures. B. HVAC Equipment: Unless Owner authorizes use of permanent HVAC system, provide vented, self-contained, liquid- propane -gas or fuel -oil heaters with individual space thermostatic control. 1. Use of gasoline- burning space heaters, open -flame heaters, or salamander -type heating units is prohibited. 2. Heating Units: Listed and labeled for type of fuel being consumed, by a testing agency acceptable to authorities having jurisdiction, and marked for intended use. PART 3- EXECUTION 3.1 INSTALLATION, GENERAL A. Locate facilities where they will serve Project adequately and result in minimum interference with performance of the Work. Relocate and modify facilities as required by progress of the Work. B. Provide each facility ready for use when needed to avoid delay. Do not remove until facilities are no longer needed or are replaced by authorized use of completed permanent facilities. 3.2 TEMPORARY UTILITY INSTALLATION A. General: Install temporary service or connect to existing service. 1. Arrange with utility company, Owner, and existing users for time when service can be interrupted, if necessary, to make connections for temporary services. B. Sewers and Drainage: Provide temporary utilities to remove effluent lawfully. I. Connect temporary sewers to municipal system as directed by authorities having jurisdiction. C. Water Service: Install water service and distribution piping in sizes and pressures adequate for construction. D. Water Service: Use of Owner's existing water service facilities will be permitted, as long as facilities are cleaned and maintained in a condition acceptable to Owner. At Substantial Completion, restore these facilities to condition existing before initial use. TEMPORARY FACILITIES AND CONTROLS 015000 - 3 1. Where installations below an outlet might be damaged by spillage or leakage, provide a drip pan of suitable size to minimize water damage. Drain accumulated water promptly from pans. E. Sanitary Facilities: Provide temporary toilets, wash facilities, and drinking water for use of construction personnel. Comply with authorities having jurisdiction for type, number, location, operation, and maintenance of fixtures and facilities. I . Toilets: Use of Owner's existing toilet facilities will be permitted, as long as facilities are cleaned and maintained in a condition acceptable to Owner. At Substantial Completion, restore these facilities to condition existing before initial use. F. Heating and Cooling: Provide temporary heating and cooling required by construction activities for curing or drying of completed installations or for protecting installed construction from adverse effects of low temperatures or high humidity. Select equipment that will not have a harmful effect on completed installations or elements being installed. G. Ventilation and Humidity Control: Provide temporary ventilation required by construction activities for curing or drying of completed installations or for protecting installed construction from adverse effects of high humidity. Select equipment that will not have a harmful effect on completed installations or elements being installed. Coordinate ventilation requirements to produce ambient condition required and minimize energy consumption. H. Electric Power Service: Use of Owner's existing electric power service will be permitted, as long as equipment is maintained in a condition acceptable to Owner. I. Electric Power Service: Provide electric power service and distribution system of sufficient size, capacity, and power characteristics required for construction operations. 1. Install electric power service overhead, unless otherwise indicated. 2. Connect temporary service to Owner's existing power source, as directed by Owner. J. Lighting: Provide temporary lighting with local switching that provides adequate illumination for construction operations, observations, inspections, and traffic conditions. 1. Install and operate temporary lighting that fulfills security and protection requirements without operating entire system. K. Telephone Service: Provide temporary telephone service in common -use facilities for use by all construction personnel. Install one telephone line(s) for each field office. 1. Provide additional telephone lines for the following: a. Provide a dedicated telephone line for each facsimile machine and computer in each field office. 2. At each telephone, post a list of important telephone numbers including police and fire departments, Contractor's Office, Architect's office, Owner's office. 3. Provide superintendent with cellular telephone or portable two-way radio for use when away from field office. TEMPORARY FACILITIES AND CONTROLS 015000 - 4 L. Electronic Communication Service: Provide temporary electronic communication service, including electronic mail in field office. A. General: Comply with the following: 1. Provide incombustible construction for offices, shops, and sheds located within construction area or within 30 feet (9 m) of building lines. Comply with NFPA 241. 2. Maintain support facilities until near Substantial Completion. Remove before Substantial Completion. Personnel remaining after Substantial Completion will be permitted to use permanent facilities, under conditions acceptable to Owner. 3.3 SUPPORT FACILITIES INSTALLATION B. Temporary Roads and Paved Areas: Construct and maintain temporary roads and paved areas adequate for construction operations. 1. Provide dust - control treatment that is nonpolluting and nontracking. Reapply treatment as required to minimize dust. C. Temporary Roads and Paved Areas: Construct and maintain temporary roads and paved areas adequate for construction operations. Locate temporary roads and paved areas in same location as permanent roads and paved areas. Extend temporary roads and paved areas, within construction limits indicated, as necessary for construction operations. 1. Coordinate elevations of temporary roads and paved areas with permanent roads and paved areas. 2. Prepare subgrade and install subbase and base for temporary roads and paved areas according to Division 31 Section "Earth Moving." 3. Recondition base after temporary use, including removing contaminated material, regrading, proofrolling, compacting, and testing. 4. Delay installation of final course of permanent hot -mix asphalt pavement until immediately before Substantial Completion. Repair hot -mix asphalt base- course pavement before installation of final course according to Division 32 Section "Asphalt Paving." D. Traffic Controls: Comply with requirements of authorities having jurisdiction. 1. Protect existing site improvements to remain including curbs, pavement, and utilities. 2. Maintain access for fire - fighting equipment and access to fire hydrants. E. Parking: Provide temporary parking areas for construction personnel. F. Dewatering Facilities and Drains: Comply with requirements of authorities having jurisdiction. Maintain Project site, excavations, and construction free of water. 1. Dispose of rainwater in a lawful manner that will not result in flooding Project or adjoining properties nor endanger permanent Work or temporary facilities. 2. Remove snow and ice as required to minimize accumulations. TEMPORARY FACILITIES AND CONTROLS 015000 - 5 G. Project Identification and Temporary Signs: Provide Project identification and other signs as indicated on Drawings. Install signs where indicated to inform public and individuals seeking entrance to Project. Unauthorized signs are not permitted. 1. Provide temporary, directional signs for construction personnel and visitors. 2. Maintain and touchup signs so they are legible at all times. H. Waste Disposal Facilities: Provide waste - collection containers in sizes adequate to handle waste from construction operations. Comply with requirements of authorities having jurisdiction. Comply with Division 01 Section "Execution" for progress cleaning requirements. I. Lifts and Hoists: Provide facilities necessary for hoisting materials and personnel. I. Truck cranes and similar devices used for hoisting materials are considered "tools and equipment" and not temporary facilities. J. Temporary Elevator Use: Refer to Division 14 Sections for temporary use of new elevators. K. Existing Elevator Use: Use of Owner's existing elevators will be permitted, as long as elevators are cleaned and maintained in a condition acceptable to Owner. At Substantial Completion, restore elevators to condition existing before initial use, including replacing worn cables, guide shoes, and similar items of limited life. 1. Provide protective coverings, barriers, devices, signs, or other procedures to protect elevator car and entrance doors and frame. If, despite such protection, elevators become damaged, engage elevator Installer to restore damaged work so no evidence remains of correction work. Return items that cannot be refinished in field to the shop, make required repairs and refinish entire unit, or provide new units as required. L. Temporary Stairs: Until permanent stairs are available, provide temporary stairs where ladders are not adequate. M. Existing Stair Usage: Use of Owner's existing stairs will be permitted, as long as stairs are cleaned and maintained in a condition acceptable to Owner. At Substantial Completion, restore stairs to condition existing before initial use. 1. Provide protective coverings, barriers, devices, signs, or other procedures to protect stairs and to maintain means of egress. If, despite such protection, stairs become damaged, restore damaged areas so no evidence remains of correction work. N. Temporary Use of Permanent Stairs: Cover finished, permanent stairs with protective covering of plywood or similar material so finishes will be undamaged at time of acceptance. 3.4 SECURITY AND PROTECTION FACILITIES INSTALLATION A. Environmental Protection: Provide protection, operate temporary facilities, and conduct construction in ways and by methods that comply with environmental regulations and that minimize possible air, waterway, and subsoil contamination or pollution or other undesirable effects. TEMPORARY FACILITIES AND CONTROLS 015000 - 6 M w B. Temporary Erosion and Sedimentation Control: Provide measures to prevent soil erosion and discharge of soil bearing water runoff and airborne dust to adjacent properties and walkways, according to requirements of authorities having jurisdiction. V C. Stormwater Control: Comply with authorities having jurisdiction. Provide barriers in and around excavations and subgtade construction to prevent flooding by runoff of stormwater from heavy rains. D. Tree and Plant Protection: Install temporary fencing located as indicated or outside the drip line of trees to protect vegetation from damage from construction operations. Protect tree root systems from damage, flooding, and erosion. E. Pest Control: Engage pest control service to recommend practices to minimiz attraction and W harboring of rodents, roaches, and other pests and to perform extermination and control procedures at regular intervals so Project will be free of pests and their residues at Substantial Completion. Obtain extended warranty for Owner. Perform control operations lawfully, using hi environmentally safe materials. F. Site Enclosure Fence: Before construction operations begin, finish and install site enclosure fence in a manner that will prevent people and animals from easily entering site except by entrance gates. 1. Extent of Fence: As required to enclose entire Project site or portion determined sufficient to accommodate construction ope rations. 2. Maintain security by limiting number of keys and restricting distribution to authorized personnel. Provide Owner with one set of keys. G. Security Enclosure and Lockup: Install substantial temporary enclosure around partially completed areas of construction. Provide lockable entrances to prevent unauthorized entrance, vandalism, theft, and similar violations of security. H. Barricades, Warning Signs, and Lights: Comply with requirements of authorities having jurisdiction for erecting structurally adequate barricades, including wanting signs and lighting. 1. Temporary Enclosures: Provide temporary enclosures for protection of construction, in progress and completed, from exposure, foul weather, other construction operations, and similar Yy activities. Provide temporary weathertight enclosure for building exterior. 1. Where heating or cooling is needed and permanent enclosure is not complete, insulate tti temporary enclosures. J. Temporary Partitions: Provide floor -to- ceiling dustproof partitions to limit dust and dirt 6 migration and to separate areas occupied by Owner from fumes and noise. 1. Construct dustproof partitions with gypsum wallboard with joints taped on occupied side, and fire- retardant plywood on construction operations side. 2. Construct dustproof partitions with 2 layers of 3 -mil (0.07 -mm) polyethylene sheet on each side. Cover floor with 2 layers of 3 -mil (0.07 -mm) polyethylene sheet, extending sheets 18 inches (460 mm) up the sidewalls. Overlap and tape full length of joints. Cover floor with fire- retardant plywood. be TEMPORARY FACILITIES AND CONTROLS U11015TIM ho 3. Insulate partitions to provide noise protection to occupied areas. 4. Seal joints and perimeter. Equip partitions with dustproof doors and security locks. 5. Protect air - handling equipment. 6. Weather strip openings. 7. Provide walk -off mats at each entrance through temporary partition. K. Temporary Fire Protection: Install and maintain temporary fire- protection facilities of types needed to protect against reasonably predictable and controllable fire losses. Comply with NFPA 241. 1. Prohibit smoking in hazardous fire- exposure and construction areas. 2. Supervise welding operations, combustion -type temporary heating units, and similar sources of fire ignition according to requirements of authorities having jurisdiction. 3. Develop and supervise an overall fire - prevention and - protection program for personnel at Project site. Review needs with local fire department and establish procedures to be followed. Instruct personnel in methods and procedures. Post warnings and information. 4. Provide temporary standpipes and hoses for fire protection. Hang hoses with a warning sign stating that hoses are for fire- protection purposes only and are not to be removed. Match hose size with outlet size and equip with suitable nozzles. 3.5 OPERATION, TERMINATION, AND REMOVAL A. Supervision: Enforce strict discipline in use of temporary facilities. To minimize waste and abuse, limit availability of temporary facilities to essential and intended uses. B. Maintenance: Maintain facilities in good operating condition until removal. 1. Maintain operation of temporary enclosures, heating, cooling, humidity control, ventilation, and similar facilities on a 24 -hour basis where required to achieve indicated results and to avoid possibility of damage. C. Temporary Facility Changeover: Do not change over from using temporary security and protection facilities to permanent facilities until Substantial Completion. D. Termination and Removal: Remove each temporary facility when need for its service has ended, when it has been replaced by authorized use of a permanent facility, or no later than Substantial Completion. Complete or, if necessary, restore permanent construction that may have been delayed because of interference with temporary facility. Repair damaged Work, clean exposed surfaces, and replace construction that cannot be satisfactorily repaired. 1. Materials and facilities that constitute temporary facilities are prupeity of Contractor. Owner reserves right to take possession of Project identification signs. 2. At Substantial Completion, clean and renovate permanent facilities used during construction period Comply with final cleaning requirements specified in Division 01 Section "Closeout Procedures." END OF SECTION 015000 TEMPORARY FACILrr1ES AND CONTROLS 015000 - 8 N 0 SECTION 016000 PRODUCT REQUIREMENTS lm PART 1 GENERAL 1 W 1.1 SUMMARY A. This Section includes administrative and procedural requirements for selection of products for use in Project; product delivery, storage, and handling; manufacturers' standard warranties on products; special warranties; product substitutions; and comparable products. 1r B. See Division 01 Section "Closeout Procedures" for submitting warranties for Contract closeout. C. See Divisions 02 through 49 Sections for specific requirements for warranties on products and W installations specified to be warranted. 1.2 DEFINITIONS Yr A. Products: Items purchased for incorporating into the Work, whether purchased for Project or taken from previously purchased stock. The tern "product" includes the terms "material," W "equipment," "system," and terms of similar intent. 1. Named Products: Items identified by manufacturer's product name, including make or W model number or other designation shown or listed in manufacturer's published product literature, that is current as of date of the Contract Documents. 2. New Products: Items that have not previously been incorporated into another project or facility. Products salvaged or recycled from other projects are not considered new products. 3. Comparable Product: Product that is demonstrated and approved through submittal process, or where indicated as a product substitution, to have the indicated qualities related to type, function, dimension, in- service performance, physical properties, appearance, and other characteristics that equal or exceed those of specified product. Ur B. Substitutions: Changes in products, materials, equipment, and methods of construction from those required by the Contract Documents and proposed by Contractor. i, C. Basis -of- Design Product Specification Where a specific manufacturer's product is named and accompanied by the words "basis of design," including make or model number or other designation, to establish the significant qualities related to type, function, dimension, in- service hm performance, physical properties, appearance, and other characteristics for purposes of evaluating comparable products of other named manufacturers. r+ 1.3 SUBMITTALS A. Substitution Requests: Submit three copies of each request for consideration. Identify product W or fabrication or installation method to be replaced. Include Specification Section number and title and Drawing numbers and titles. 6 PRODUCT REQUIREMENTS Ya 1. Substitution Request Form: Use form provided by Owner. 2. Documentation: Show compliance with requirements for substitutions and the following, as applicable: a. Statement indicating why specified material or product cannot be provided. b. Coordination information, including a list of changes or modifications needed to other parts of the Work and to construction performed by Owner and separate contractors, that will be necessary to accommodate proposed substitution. c. Detailed comparison of significant qualities of proposed substitution with those of the Work specified. Significant qualities may include attributes such as performance, weight, size, durability, visual effect, and specific features and requirements indicated. d. Product Data, including drawings and descriptions of products and fabrication and installation procedures. e. Samples, where applicable or requested. f. List of similar installations for completed projects with project names and addresses and names and addresses of architects and owners. g. Material test reports from a qualified testing agency indicating and interpreting test results for compliance with requirements indicated. h. Research /evaluation reports evidencing compliance with building code in effect for Project, from a model code organization acceptable to authorities having jurisdiction. i. Detailed comparison of Contractor's Construction Schedule using proposed substitution with products specified for the Work, including effect on the overall Contract Time. If specified product or method of construction cannot be provided within the Contract Time, include letter from manufacturer, on manufacturer's letterhead, stating lack of availability or delays in delivery. j. Cost information, including a proposal of change, if any, in the Contract Sum. k. Contractor's certification that proposed substitution complies with requirements in the Contract Documents and is appropriate for applications indicated. 1. Contractor's waiver of rights to additional payment or time that may subsequently become necessary because of failure of proposed substitution to produce indicated results. 3. Architect's Action: If necessary, Architect will request additional information or documentation for evaluation within 7 days of receipt of a request for substitution. Architect will notify Contractor of acceptance or rejection of proposed substitution within 15 days of receipt of request, or 7 days of receipt of additional information or documentation, whichever is later. a. Form of Acceptance: Change Order. b. Use product specified if Architect cannot make a decision on use of a proposed substitution within time allocated. B. Comparable Product Requests: Submit three copies of each request for consideration. Identify product or fabrication or installation method to be replaced. Include Specification Section number and title and Drawing numbers and titles. I. Architect's Action: If necessary, Architect will request additional information or documentation for evaluation within one week of receipt of a comparable product request. Architect will notify Contractor of approval or rejection of proposed comparable PRODUCT REQUIREMENTS 016000 - 2 tr product request within 15 days of receipt of request, or 7 days of receipt of additional information or documentation, whichever is later. t a. Form of Approval: As specified in Division 01 Section "Submittal Procedures." b. Use product specified if Architect cannot make a decision on use of a comparable product request within time allocated. C. Basis -of- Design Product Specification Submittal: Comply with requirements in Division 01 Section "Submittal Procedures." Show compliance with requirements. W 1.4 QUALTI'Y ASSURANCE 4r A. Compatibility of Options: If Contractor is given option of selecting between two or more products for use on Project, product selected shall be compatible with products previously selected, even if previously selected products were also options. IYr 1.5 PRODUCT DELIVERY, STORAGE, AND HANDLING A. Deliver, store, and handle products using means and methods that will prevent damage, deterioration, and loss, including theft. Comply with manufacturer's written instructions. B. Delivery and Handling: 1. Schedule delivery to minimiz long term storage at Project site and to prevent �r overcrowding of construction spaces. 2. Coordinate delivery with installation time to ensure minimum holding time for items that are flammable, hazardous, easily damaged, or sensitive to deterioration, theft, and other losses. 3. Deliver products to Project site in an undamaged condition in manufacturer's original sealed container or other packaging system, complete with labels and instructions for handling, storing, unpacking, protecting, and installing. 4. Inspect products on delivery to ensure compliance with the Contract Documents and to ensure that products are undamaged and properly protected. C. Storage: 1. Store products to allow for inspection and measurement of quantity or counting of units. YJ 2. Store materials in a manner that will not endanger Project structure. 3. Store products that are subject to damage by the elements, under cover in a weathertight enclosure above ground, with ventilation adequate to prevent condensation. 4. Store cementitious products and materials on elevated platforms. 5. Store foam plastic from exposure to sunlight, except to extent necessary for period of installation and concealment. V 6. Comply with product manufacturer's written instructions for temperature, humidity, ventilation, and weather protection requirements for storage. 7. Protect stored products from damage and liquids from freezing. 1w a PRODUCT REQUIREMENTS i .urr W 1.6 PRODUCT WARRANTIES A. Warranties specified in other Sections shall be in addition to, and run concurrent with, other warranties required by the Contract Documents. Manufacturer's disclaimers and limitations on product warranties do not relieve Contractor of obligations under requirements of the Contract Documents. 1. Manufacturer's Warranty: Preprinted written warranty published by individual manufacturer for a particular product and specifically endorsed by manufacturer to Owner. 2. Special Warranty: Written warranty required by or incorporated into the Contract Documents, either to extend time limit provided by manufacturer's warranty or to provide more rights for Owner. B. Special Warranties: Prepare a written document that contains appropriate terms and identification, ready for execution. Submit a draft for approval before final execution. 1. Manufacturer's Standard Form: Modified to include Project - specific information and properly executed. 2. Specified Fonn: When specified forms are included with the Specifications, prepare a written document using appropriate form properly executed. 3. Refer to Divisions 2 through 16 Sections for specific content requirements and particular requirements for submitting special warranties. C. Submittal Time: Comply with requirements in Division 01 Section "Closeout Procedures." PART 2- PRODUCTS 2.1 PRODUCT SELECTION PROCEDURES A. General Product Requirements: Provide products that comply with the Contract Documents, that are undamaged and, unless otherwise indicated, that are new at time of installation. 1. Provide products complete with accessories, trim, finish, fasteners, and other items needed for a complete installation and indicated use and effect. 2. Standard Products: If available, and unless custom products or nonstandard options are specified, provide standard products of types that have been produced and used successfully in similar situations on other projects. 3. Owner reserves the right to limit selection to products with warranties not in conflict with requirements of the Contract Documents. 4. Where products are accompanied by the term "as selected," Architect will make selection. 5. Where products are accompanied by the term "match sample," sample to be matched is Architect's. 6. Descriptive, performance, and reference standard requirements in the Specifications establish "salient characteristics" of products. B. Product Selection Procedures: PRODUCT REQUIREMENTS 016000 - 4 0 IN 1. Product: Where Specifications name a single product and manufacturer, provide the named product that complies with requirements. 2. Manufacturer /Source: Where Specifications name a single manufacturer or source, kw provide a product by the named manufacturer or source that complies with requ:.,,...-..'s. 3. Products: Where Specifications include a list of names of both products and manufacturers, provide one of the products listed that complies with requirements. W 4. Manufacturers: Where Specifications include a list of manufacturers' names, provide a product by one of the manufacturers listed that complies with requL s. 5. Available Products: Where Specifications include a list of names of both products and manufacturers, provide one of the products listed, or an unnamed product, that complies Im with requirements. Comply with provisions in Part 2 "Comparable Products" Article for consideration of an unnamed product. 6. Available Manufacturers: Where Specifications include a list of manufacturers, provide a W product by one of the manufacturers listed, or an unnamed manufacturer, that complies with requirements. Comply with provisions in Part 2 "Comparable Products" Article for consideration of an unnamed product. 1r 7. Product Options: Where Specifications indicate that sizes, profiles, and dimensional requirements on Drawings are based on a specific product or system provide the specified product or system. Comply with provisions in Part 2 "Product Substitutions" 1r Article for consideration of an unnamed product or system. 8. Basis -of- Design Product: Where Specifications name a product and include a list of manufacturers, provide the specified product or a comparable product by one of the other IW named manufacturers. Drawings and Specifications indicate sizes, profiles, dimensions, and other characteristics that are based on the product named. Comply with provisions in Part 2 "Comparable Products" Article for consideration of an unnamed product by the other named manufacturers. br 9. Visual Matching Specification: Where Specifications require matching an established Sample, select a product that complies with requirements and matches Architect's sample. Architect's decision will be final on whether a proposed product matches. W a. If no product available within specified category matches and complies with other specified requirements, comply with provisions in Part 2 "Product Substitutions" Article for proposal of product. 10. Visual Selection Specification: Where Specifications include the phrase "as selected from manufacturer's colors, patterns, textures" or a similar phrase, select a product that complies with other specified requirements. a. Standard Range: Where Specifications include the phrase "standard range of colors, patterns, textures" or similar phrase, Architect will select color, pattern, density, or texture from manufacturer's product line that does not include premium items. Ili b. Full Range: Where Specifications include the phrase "full range of colors, patterns, textures" or similar phrase, Architect will select color, pattern, density, or texture from manufacturer's product line that includes both standard and premium r„ items. Y 0 I7Zo]71re14Ix1Ii11;7ttuI;I a &I 1 .Itl w 2.2 PRODUCT SUBSTITUTIONS A. Timing: Architect will consider requests for substitution if received within 60 days after commencement of the Work. Requests received after that time may be considered or rejected at discretion of Architect. B. Conditions: Architect will consider Contractor's request for substitution when the following conditions are satisfied. If the following conditions are not satisfied, Architect will return requests without action, except to record noncompliance with these requirements: 1. Requested substitution offers Owner a substantial advantage in cost, time, energy conservation, or other considerations, after deducting additional responsibilities Owner must assume. Owner's additional responsibilities may include compensation to Architect for redesign and evaluation services, increased cost of other construction by Owner, and similar considerations. 2. Requested substitution does not require extensive revisions to the Contract Documents. 3. Requested substitution is consistent with the Contract Documents and will produce indicated results. 4. Substitution request is fully documented and properly submitted. 5. Requested substitution will not adversely affect Contractor's Construction Schedule. 6. Requested substitution has received necessary approvals of authorities having jurisdiction. 7. Requested substitution is compatible with other portions of the Work. 8. Requested substitution has been coordinated with other portions of the Work. 9. Requested substitution provides specified warranty. 2.3 COMPARABLE PRODUCTS A. Conditions: Architect will consider Contractor's request for comparable product when the following conditions are satisfied. If the following conditions are not satisfied, Architect will return requests without action, except to record noncompliance with these requirements: 1. Evidence that the proposed product does not require extensive revisions to the Contract Documents, that it is consistent with the Contract Documents and will produce the indicated results, and that it is compatible with other portions of the Work. 2. Detailed comparison of significant qualities of proposed product with those named in the Specifications. Significant qualities include attributes such as performance, weight, size, durability, visual effect, and specific features and requirements indicated. 3. Evidence that proposed product provides specified warranty. 4. List of similar installations for completed projects with project names and addresses and names and addresses of architects and owners, if requested. 5. Samples, if requested. PART 3 - EXECUTION (Not Used) END OF SECTION 016000 PRODUCT REQUIREMENTS 016000 - 6 SECTION 017300 - EXECUTION PART 1 - GENERAL 1.1 SUMMARY A. This Section includes general procedural requirements governing execution of the Work including, but not limited to, the following: 1. Construction layout. 2. Field engineering and surveying. 3. General installation of products. 4. Progress cleaning. 5. Starting and adjusting. 6. Protection of installed construction. 7. Correction of the Work. B. See Division 01 Section "Closeout Procedures" for submitting final property survey with Project Record Documents, recording of Owner- accepted deviations from indicated lines and levels, and final cleaning. 1.2 QUALITY ASSURANCE A. Land Surveyor Qualifications: A professional land surveyor who is legally qualified to practice in jurisdiction where Project is located and who is experienced in providing land- surveying services of the kind indicated. PART 2 - PRODUCTS (Not Used) PART 3 - EXECUTION 3.1 EXAMINATION A. Existing Conditions: The existence and location of site improvements, utilities, and other construction indicated as existing are not guaranteed. Before beginning work, investigate and verify the existence and location of mechanical and electrical systems and other construction affecting the Work. 1. Before construction, verify the location and points of connection of utility services. B. Existing Utilities: The existence and location of underground and other utilities and construction indicated as existing are not guaranteed. Before beginning sitework, investigate and verify the existence and location of underground utilities and other construction affecting the Work. EXECUTION 017300 -1 1. Before construction, verify the location and invert elevation at points of connection of sanitary sewer, storm sewer, and water - service piping; and underground electrical services. 2. Furnish location data for work related to Project that must be performed by public utilities serving Project site. C. Acceptance of Conditions: Examine substrates, areas, and conditions, with Installer or Applicator present where indicated, for compliance with requirements for installation tolerances and other conditions affecting performance. Record observations. I. Verify compatibility with and suitability of substrates, including compatibility with existing finishes or primers. 2. Examine roughing -in for mechanical and electrical systems to verify actual locations of connections before equipment and fixture installation. 3. Examine walls, floors, and roofs for suitable conditions where products and systems are to be installed. 4. Proceed with installation only after unsatisfactory conditions have been corrected. Proceeding with the Work indicates acceptance of surfaces and conditions. 3.2 PREPARATION A. Existing Utility Information: Furnish information to local utility and Owner that is necessary to adjust, move, or relocate existing utility structures, utility poles, lines, services, or other utility appurtenances located in or affected by construction. Coordinate with authorities having jurisdiction. B. Field Measurements: Take field measurements as required to fit the Work properly. Recheck measurements before installing each product. Where portions of the Work are indicated to fit to other construction, verify dimensions of other construction by field measuieurents before fabrication. Coordinate fabrication schedule with construction progress to avoid delaying the Work. C. Space Requirements: Verify space requirements and dimensions of items shown diagrammatically on Drawings. D. Review of Contract Documents and Field Conditions: Immediately on discovery of the need for clarification of the Contract Documents, submit a request for information to Architect. Include a detailed description of problem encountered, together with recommendations for changing the Contract Documents. 3.3 CONSTRUCTION LAYOUT A. Verification: Before proceeding to lay out the Work, verify layout information shown on Drawings, in relation to the property survey and existing benchmarks. If discrepancies are discovered, notify Architect promptly. B. General: Engage a land surveyor to lay out the Work using accepted surveying practices. EXECUTION 017300 - 2 ■ is V 1. Establish benchmarks and control points to set lines and levels at each story of construction and elsewhere as needed to locate each element of Project. 2. Establish dimensions within tolerances indicated. Do not scale Drawings to obtain ly required dimensions. 3. Inform installers of lines and levels to which they must comply. 4. Check the location, level and plumb, of every major element as the Work progresses. Ir 5. Notify Architect when deviations from required lines and levels exceed allowable tolerances. 6. Close site surveys with an error of closure equal to or less than the standard established ltr by authorities having jurisdiction. C. Site Improvements: Locate and lay out site improvements, including pavements, grading, fill and topsoil placement, utility slopes, and invert elevations. 1W D. Building Lines and Levels: Locate and lay out control lines and levels for structures, building foundations, column grids, and floor levels, including those required for mechanical and iW electrical work. Transfer survey markings and elevations for use with control lines and levels. Level foundations and piers from two or more locations. E. Record Log. Maintain a log of layout control work. Record deviations from required lines and levels. Include beginning and ending dates and times of surveys, weather conditions, name and duty of each survey party member, and types of instruments and tapes used. Make the log available for reference by Architect. 3.4 FIELD ENGINEERING A. Reference Points: Locate existing permanent benchmarks, control points, and similar reference points before beginning the Work. Preserve and protect i,;.....t...ent benchmarks and control points during construction operations. B. Benchmarks: Establish and maintain a minimum of two permanent benchmarks on Project site, ha referenced to data established by survey control points. Comply with authorities having jurisdiction for type and size of benchmark. 1. Record benchmark locations, with horizontal and vertical data, on Project Record im Documents. 3.5 INSTALLATION A. General: Locate the Work and components of the Work accurately, in ......�,.t ali and elevation, as indicated. 1. Make vertical work plumb and make horizontal work level. 2. Where space is limited, install components to maximize space available for maintenance W and ease of removal for repla.,.,...,...t. 3. Conceal pipes, ducts, and wiring in finished areas, unless otherwise indicated. B. Comply with manufacturer's written instructions and recommendations for installing products in applications indicated. EXECUTION 017300-3 ib C. Install products at the time and under conditions that will ensure the best possible results. Maintain conditions required for product performance until Substantial Completion. D. Conduct construction operations so no part of the Work is subjected to damaging operations or loading in excess of that expected during normal conditions of occupancy. E. Tools and Equipment: Do not use tools or equipment that produce harmful noise levels. F. Templates: Obtain and distribute to the parties involved templates for work specified to be factory prepared and field installed. Check Shop Drawings of other work to confirm that adequate provisions are made for locating and installing products to comply with indicated requirements. G. Anchors and Fasteners: Provide anchors and fasteners as required to anchor each component securely in place, accurately located and aligned with other portions of the Work. 1. Mounting Heights: Where mounting heights are not indicated, mount components at heights directed by Architect. 2. Allow for building movement, including thermal expansion and contraction. 3. Coordinate installation of anchorages. Furnish setting drawings, templates, and directions for installing anchorages, including sleeves, concrete inserts, anchor bolts, and items with integral anchors, that are to be embedded in concrete or masonry. Deliver such items to Project site in time for installation. H. Joints: Make joints of uniform width. Where joint locations in exposed work are not indicated, arrange joints for the best visual effect. Fit exposed connections together to form hairline joints. I. Hazardous Materials: Use products, cleaners, and installation materials that are not considered hazardous. 3.6 PROGRESS CLEANING A. General: Clean Project site and work areas daily, including common areas. Coordinate progress cleaning for joint -use areas where more than one installer has worked. Enforce requirements strictly. Dispose of materials lawfully. I . Comply with requirements in NFPA 241 for removal of combustible waste materials and debris. 2. Do not hold materials more than 7 days during normal weather or 3 days if the temperature is expected to rise above 80 deg F (27 deg C). 3. Containerize hazardous and unsanitary waste materials separately from other waste. Mark containers appropriately and dispose of legally, according to regulations. B. Site: Maintain Project site free of waste materials and debris. 1. Remove liquid spills promptly. EXECUTION 017300 - 4 G. Waste Disposal: Burying or burning waste materials on -site will not be permitted. Washing waste materials down sewers or into waterways will not be permitted. 2. Where dust would impair proper execution of the Work, broom -clean or vacuum the entire work area, as appropriate. D. Installed Work Keep installed work clean. Clean installed surfaces according to written instructions of manufacturer or fabricator of product installed, using only cleaning materials specifically recommended. If specific cleaning materials are not recommended, use cleaning materials that are not hazardous to health or property and that will not damage exposed surfaces. E. Concealed Spaces: Remove debris from concealed spaces before enclosing the space. F. Exposed Surfaces in Finished Areas. Clean exposed surfaces and protect as necessary to ensure freedom from damage and deterioration at time of Substantial Completion. H. During handling and installation, clean and protect construction in progress and adjoining materials already in place. Apply protective covering where required to ensure protection from damage or deterioration at Substantial Completion. I. Clean and provide maintenance on completed construction as frequently as necessary through the remainder of the construction period. Adjust and lubricate operable components to ensure operability without damaging effects. J. Limiting Exposures: Supervise construction operations to assure that no part of the construction, completed or in progress, is subject to harmful, dangerous, damaging, or otherwise deleterious exposure during the construction period. 3.7 STARTING AND ADJUSTING A. Start equipment and operating components to confirm proper operation. Remove malfunctioning units, replace with new units, and retest. B. Adjust operating components for proper operation without binding. Adjust equipment for proper operation. C. Test each piece of equipment to verify proper operation. Test and adjust controls and safeties. Replace damaged and malfunctioning controls and equipment. D. Manufacturer's Field Service: If a factory- authorized service representative is required to inspect field - assembled components and equipment installation, comply with qualification requirements in Division 01 Section "Quality Requirements." 3.8 PROTECTION OF INSTALLED CONSTRUCTION A. Provide final protection and maintain conditions that ensure installed Work is without damage or deterioration at time of Substantial Completion. B. Comply with manufacturer's written instructions for temperature and relative humidity. EXECUTION 017300 - 5 3.9 CORRECTION OF THE WORK A. Repair or remove and replace defective construction. Restore damaged substrates and finishes. Comply with requirements in Division 01 Section "Cutting and Patching." 1. Repairing includes replacing defective parts, refinishing damaged surfaces, touching up with matching materials, and properly adjusting operating equipment. B. Restore permanent facilities used during construction to their specified condition. C. Remove and replace damaged surfaces that are exposed to view if surfaces cannot be repaired without visible evidence of repair. D. Repair components that do not operate properly. Remove and replace operating components that cannot be repaired. E. Remove and replace chipped, scratched, and broken glass or reflective surfaces. END OF SECTION 017300 EXECUTION 017300 - 6 r SECTION 017329 CUTTING AND PATCHING V PARTI GENERAL bw 1.1 SUMMARY A. This Section includes procedural requirements for cutting and patching. iW B. See Divisions 2 through 16 Sections for specific requirements and limitations applicable to cutting and patching individual parts of the Work. C. See Division 07 Section "Penetration Firestopping" for patching fire -rated construction. ig 1.2 SUBMITTALS A. Cutting and Patching Proposal: Submit a proposal describing procedures at least 10 days before itr the time cutting and patching will be performed, requesting approval to proceed. Include the following information: IWi 1. Extent: Describe cutting and patching, show how they will be performed, and indicate why they cannot be avoided. 2. Changes to In -Place Construction: Describe anticipated results. Include changes to iii structural elements and operating components as well as changes in building's appearance and other significant visual elements. 3. Products: List products to be used and firms or entities that will perform the Work. 4. Dates: Indicate when cutting and patching will be performed. 5. Utility Services and Mechanical/Electrical Systems: List services/systems that cutting and patching procedures will disturb or affect. List services/systems that will be relocated and those that will be temporarily out of service. Indicate how long services/systems will be disrupted. 6. Structural Elements: Where cutting and patching involve adding reinf to structural elements, submit details and engineering calculations showing integration of reinforcement with original structure. 7. Architect's Approval: Obtain approval of cutting and patching proposal before cutting and patching. Approval does not waive right to later require removal and replacement of Yr unsatisfactory work. Wr 1.3 QUALITY ASSURANCE A. Structural Elements: Do not cut and patch structural elements in a manner that could change V their load- carrying capacity or load- deflection ratio. B. Operational Elements: Do not cut and patch operating elements and related components in a manner that results in reducing their capacity to perform as intended or that results in increased V maintenance or decreased operational life or safety. ig CUTTING AND PATCHING 017329-1 lrt C. Miscellaneous Elements: Do not cut and patch miscellaneous elements or related components in a manner that could change their load- carrying capacity, that results in reducing their capacity to perform as intended, or that results in increased maintenance or decreased operational life or safety. D. Visual Requirements: Do not cut and patch construction in a manner that results in visual evidence of cutting and patching. Do not cut and patch construction exposed on the exterior or in occupied spaces in a manner that would, in Architect's opinion, reduce the building's aesthetic qualities. Remove and replace construction that has been cut and patched in a visually unsatisfactory manner. 1.4 WARRANTY A. Existing Warranties: Remove, replace, patch, and repair materials and surfaces cut or damaged during cutting and patching operations, by methods and with materials so as not to void existing warranties. PART 2- PRODUCFS 2.1 MATERIALS A. General: Comply with requirements specified in other Sections. B. In -Place Materials: Use materials identical to in -place materials. For exposed surfaces, use materials that visually match in -place adjacent surfaces to the fullest extent possible. I . If identical materials are unavailable or cannot be used, use materials that, when installed, will match the visual and functional performance of in -place materials. PART 3 - EXECUTION 3.1 EXAMINATION A. Examine surfaces to be cut and patched and conditions under which cutting and patching are to be performed. 1. Compatibility: Before patching, verify compatibility with and suitability of substrates, including compatibility with in -place finishes or primers. 2. Proceed with installation only after unsafe or unsatisfactory conditions have been corrected. 3.2 PREPARATION A. Temporary Support: Provide temporary support of Work to be cut. CUTTING AND PATCHING 017329 - 2 ■ r B. Protection: Protect in -place construction during cutting and patching to prevent damage. Provide protection from adverse weather conditions for portions of Project that might be exposed during cutting and patching operations. 6W C. Adjoining Areas: Avoid interference with use of adjoining areas or interruption of free passage to adjoining areas. Wr D. Existing Utility Services and MechanicaUElectrical Systems: Where existing services/systems are required to be removed, relocated, or abandoned, bypass such servicestsystems before h, cutting to prevent interruption to occupied areas. 3.3 PERFORMANCE W A. General: Employ skilled workers to perform cutting and patching. Proceed with cutting and patching at the earliest feasible time, and complete without delay. 1W 1. Cut in -place construction to provide for installation of other components or performance of other constriction, and subsequently patch as required to restore surfaces to their bw original condition. B. Cutting: Cut in -place construction by sawing, drilling, breaking, chipping, grinding, and similar operations, including excavation, using methods least likely to damage elements retained or adjoining construction. If possible, review proposed procedures with original Installer; comply with original Installer's written recommendations. hYd 1. In general, use hand or small power tools designed for sawing and grinding, not h�......;ng and chopping. Cut holes and slots as small as possible, neatly to size required, and with minimum disturbance of adjacent surfaces. Temporarily cover `y openings when not in use. 2. Finished Surfaces: Cut or drill from the exposed or finished side into concealed surfaces. 3. Concrete: Cut using a cutting machine, such as an abrasive saw or a diamond-core drill. 4. Excavating and Backfulling: Comply with requirements in applicable Division 31 Sections where required by cutting and patching operations. 5. Mechanical and Electrical Services: Cut off pipe or conduit in walls or partitions to be removed. Cap, valve, or plug and seal remaining portion of pipe or conduit to prevent entrance of moisture or other foreign matter after cutting. 6. Proceed with patching after construction operations requiring cutting are complete. it C. Patching: Patch construction by filling, repairing, refinishing, closing up, and similar operations following performance of other Work. Patch with durable seams that are as invisible as possible. Provide materials and comply with installation regt.:._.. —s specified in other iy Sections. 1. Inspection: Where feasible, test and inspect patched areas after completion to demonstrate integrity of installation. 2. Exposed Finishes: Restore exposed finishes of patched areas and extend finish restoration into retained adjoining construction in a manner that will eliminate evidence of patching and refinishing. 3. Floors and Walls: Where walls or partitions that are removed extend one finished area into another, patch and repair floor and wall surfaces in the new space. Provide an even im CUTTING AND PATCHING 017329-3 ha surface of uniform finish, color, texture, and appearance. Remove in -place floor and wall coverings and replace with new materials, if necessary, to achieve uniform color and appearance. 4. Ceilings: Patch, repair, or rehang in -place ceilings as necessary to provide an even -plane surface of uniform appearance. 5. Exterior Building Enclosure: Patch components in a manner that restores enclosure to a weathertight condition. D. Cleaning: Clean areas and spaces where cutting and patching are performed. Completely remove paint, mortar, oils, putty, and similar materials. END OF SECTION 017329 CUTTING AND PATCHING 017329 - 4 0 a Y W W W W W LW- 6 W 6 bw W tr W hi SECTION 017700 CLOSEOUT PART1- GENERAL 1.1 SUMMARY A. This Section includes administrative and procedural requirements for contract closeout, including, but not limited to, the following: 1. Inspection procedures. 2. Warranties. 3. Final cleaning. B. See Division 01 Section "Payment Procedures" for requirements for Applications for Payment for Substantial and Final Completion. C. See Division 01 Section "Photographic Documentation" for submitting Final Completion construction photographs and negatives. D. See Division 01 Section "Project Record Documents" for submitting Record Drawings, Record Specifications, and Record Product Data. E. See Division 01 Section "Operation and Maintenance Data" for operation and maintenance manual requirements. F. See Division 01 Section "Demonstration and Training" for requi......;,...s for instructing Owner's personnel. G. See Divisions 02 through 49 Sections for specific closeout and special cleaning requirements for the Work in those Sections. 12 SUBSTANTIAL COMPLETION A. Preliminary Procedures: Before requesting inspection for determining date of Substantial Completion, complete the following. List items below that are incomplete in request. 1. Prepare a list of items to be completed and corrected (punch list), the value of items on the list, and reasons why the Work is not complete. 2. Advise Owner of pending insurance changeover requirements. 3. Submit specific warranties, workmanship bonds, maintenance service agreements, final certifications, and similar documents. 4. Obtain and submit releases permitting Owner unrestricted use of the Work and access to services and utilities. Include occupancy permits, operating certificates, and similar releases. 5. Prepare and submit Project Record Documents, operation and maintenance manuals, Final Completion construction photographs, damage or settlement surveys, property surveys, and similar final record information. CLOSEOUT PROCEDURES 017700-1 lb 6. Deliver tools, spare parts, extra materials, and similar items to location designated by Owner. Label with manufacturer's name and model number where applicable. 7. Make final changeover of permanent locks and deliver keys to Owner. Advise Owner's personnel of changeover in security provisions. 8. Complete startup testing of systems. 9. Submit test/adjust/balance records. 10. Terminate and remove temporary facilities from Project site, along with mockups, construction tools, and similar elements. 11. Advise Owner of changeover in heat and other utilities. 12. Submit changeover information related to Owner's occupancy, use, operation, and maintenance. 13. Complete final cleaning requirements, including touchup painting. 14. Touch up and otherwise repair and restore marred exposed finishes to eliminate visual defects. B. Inspection: Submit a written request for inspection for Substantial Completion. On receipt of request, Architect will either proceed with inspection or notify Contractor of unfulfilled requirements. Architect will prepare the Certificate of Substantial Completion after inspection or will notify Contractor of items, either on Contractor's list or additional items identified by Architect, that must be completed or corrected before certificate will be issued. 1. Reinspection: Request reinspection when the Work identified in previous inspections as incomplete is completed or corrected. 2. Results of completed inspection will form the basis of requirements for Final Completion. 1.3 FINAL COMPLETION A. Preliminary Procedures: Before requesting final inspection for determining date of Final Completion, complete the following: 1. Submit a final Application for Payment according to Division 01 Section "Payment Procedures." 2. Submit certified copy of Architect's Substantial Completion inspection list of items to be completed or corrected (punch list), endorsed and dated by Architect. The certified copy of the list shall state that each item has been completed or otherwise resolved for acceptance. 3. Submit evidence of final, continuing insurance coverage complying with insurance requirements. 4. Submit pest- control fmal inspection report and warranty. 5. Instruct Owner's personnel in operation, adjustment, and maintenance of products, equipment, and systems. 13. Inspection: Submit a written request for final inspection for acceptance. On receipt of request, Architect will either proceed with inspection or notify Contractor of unfulfilled requirements. Architect will prepare a final Certificate for Payment after inspection or will notify Contractor of construction that must be completed or corrected before certificate will be issued. 1. Reinspection: Request reinspection when the Work identified in previous inspections as incomplete is completed or corrected. CLOSEOUT PROCEDURES 017700 - 2 1.4 LIST OF INCOMPLE t'h ITEMS (PUNCH LIST) A. Preparation: Submit three copies of list. Include name and identification of each space and area affected by construction operations for incomplete items and items needing correction including, if necessary, areas disturbed by Contractor that are outside the limits of construction. 1. Organize list of spaces in sequential order, starting with exterior areas first. 2. Organize items applying to each space by major element, including categories for ceiling, individual walls, floors, equipment, and building systems. 1.5 WARRANTIES A. Submittal Time: Submit written warranties on request of Architect for designated portions of the Work where commencement of warranties other than date of Substantial Completion is indicated. B. Organize warranty documents into an orderly sequence based on the table of contents of the Project Manual. 1. Bind warranties and bonds in heavy -duty, 3 -ring, vinyl-covered, loose -leaf binders, thickness as necessary to accommodate contents, and sized to receive 8- 1/2 -by -11 -inch (215 -by- 280 -mm) paper. 2. Provide heavy paper dividers with plastic - covered tabs for each separate warranty. Mark tab to identify the product or installation. Provide a typed description of the product or installation, including the name of the product and the name, address, and telephone number of Installer. 3. Identify each binder on the front and spine with the typed or printed title "WARRANTIES," Project name, and name of Contractor. C. Provide additional copies of each warranty to include in operation and maintenance manuals. PART 2- PRODUCFS 2.1 MATERIALS A. Cleaning Agents. Use cleaning materials and agents recommended by manufacturer or fabricator of the surface to be cleaned. Do not use cleaning agents that are potentially hazardous to health or property or that might damage finished surfaces. PART 3 - EXECUTION 3.1 FINAL CLEANING A. General: Provide final cleaning. Conduct cleaning and waste - removal operations to comply CLOSEOUT PROCEDURES 017700 - 3 13. Cleaning: Employ experienced workers or professional cleaners for final cleaning. Clean each surface or unit to condition expected in an average commercial building cleaning and maintenance program. Comply with manufactuicr's written instructions. 1. Complete the following cleaning operations before requesting inspection for certification of Substantial Completion for entire Project or for a portion of Project: a. Clean Project site, yard, and grounds, in areas disturbed by construction activities, including landscape development areas, of rubbish, waste material, litter, and other foreign substances. b. Sweep paved areas broom clean. Remove petrochemical spills, stains, and other foreign deposits. c. Rake grounds that are neither planted nor paved to a smooth, even- textured surface. d. Remove tools, construction equipment, machinery, and surplus material from Project site. e. Remove snow and ice to provide safe access to building. f. Clean exposed exterior and interior hard - surfaced finishes to a dirt-free condition, free of stains, films, and similar foreign substances. Avoid disturbing natural weathering of exterior surfaces. Restore reflective surfaces to their original condition. g. Remove debris and surface dust from limited access spaces, including roofs, plenums, shafts, trenches, equipment vaults, manholes, attics, and similar spaces. h. Sweep concrete floors broom clean in unoccupied spaces. i. Vacuum carpet and similar soft surfaces, removing debris and excess nap; shampoo if visible soil or stains remain. j. Clean transparent materials, including mirrors and glass in doors and windows. Remove glazing compounds and other noticeable, vision-obscuring materials. Replace chipped or broken glass and other damaged transparent materials. Polish mirrors and glass, taking care not to scratch surfaces. k. Remove labels that are not permanent. 1. Touch up and otherwise repair and restore marred, exposed finishes and surfaces. Replace finishes and surfaces that cannot be satisfactorily repaired or restored or that already show evidence of repair or restoration. 1) Do not paint over "UL" and similar labels, including mechanical and electrical nameplates. m. Wipe surfaces of mechanical and electrical equipment and similar equipment. Remove excess lubrication, paint and mortar droppings, and other foreign substances. n. Replace parts subject to unusual operating conditions. o. Clean plumbing fixtures to a sanitary condition, free of stains, including stains resulting from water exposure. p. Replace disposable air filters and clean permanent air filters. Clean exposed surfaces of diffusers, registers, and grills. q. Clean light fixtures, lamps, globes, and reflectors to function with fill efficiency. Replace bumed-out bulbs, and those noticeably dimmed by hours of use, and defective and noisy starters in fluorescent and mercury vapor fixtures to comply with requirements for new fixtures. r. Leave Project clean and ready for occupancy. CLOSEOUT PROCEDURES 017700 - 4 C. Pest Control: Engage an experienced, licensed exterminator to make a fmal inspection and rid Project of rodents, insects, and other pests. Prepare a report. D. Comply with safety standards for cleaning. Do not burn waste materials. Do not bury debris or excess materials on Owner's property. Do not discharge volatile, harmful, or dangerous materials into drainage systems. Remove waste materials from Project site and dispose of lawfully. END OF SECTION 017700 CLOSEOUT PROCEDURES 017700 - 5 SECTION 017823 - OPERATION AND MAINTENANCE DATA 1. Emergency manuals. 2. Operation manuals for systems, subsystems, and equipment. 3. Maintenance manuals for the care and maintenance of products, materials, and finishes ,and systems and equipment. B. See Divisions 02 through 49 Sections for specific operation and maintenance manual requirements for the Work in those Sections. 1.2 SUBMITTALS A. Manual: Submit one copy of each manual in final form at least 15 days before final inspection. Architect will return copy with comments within 15 days after final inspection. I . Correct or modify each manual to comply with Architect's comments. Submit one copy of each corrected manual within 15 days of receipt of Architect's comments. PART 2- PRODUCFS 2.1 MANUALS, GENERAL A. Organization: Unless otherwise indicated, organize each manual into a separate section for each system and subsystem, and a separate section for each piece of equipment not part of a system. Each manual shall contain a title page, table of contents, and manual contents. B. Title Page: Enclose title page in transparent plastic sleeve. Include the following information: 1. Subject matter included in manual. 2. Name and address of Project. 3. Name and address of Owner. 4. Date of submittal. 5. Name, address, and telephone number of Contractor. 6. Name and address of Architect. 7. Cross - reference to related systems in other operation and maintenance manuals. C. Table of Contents: List each product included in manual, identified by product name, indexed to the content of the volume, and cross - referenced to Specification Section number in Project Manual. OPERATION AND MAINTENANCE DATA 017823 -1 D. Manual Contents: Organize into sets of manageable size. Arrange contents alphabetically by system, subsystem, and equipment. If possible, assemble instructions for subsystems, equipment, and components of one system into a single binder. I. Binders: Heavy -duty, 3 -ring, vinyl - covered, loose -leaf binders, in thickness necessary to accommodate contents, sized to hold 8- 1 /2 -by -11-inch (215 -by- 280 -mm) paper, with clear plastic sleeve on spine to hold label describing contents and with pockets inside covers to hold folded oversize sheets. a. Identify each binder on front and spine, with printed title "OPERATION AND MAINTENANCE MANUAL," Project title or name, and subject matter of contents. Indicate volume number for multiple- volume sets. 2. Dividers: Heavy -paper dividers with plastic - covered tabs for each section. Mark each tab to indicate contents. Include typed list of products and major components of equipment included in the section on each divider, cross - referenced to Specification Section number and title of Project Manual. 3. Protective Plastic Sleeves: Transparent plastic sleeves designed to enclose diagnostic software diskettes for computerized electronic equipment. 4. Drawings: Attach reinforced, punched binder tabs on drawings and bind with text. a. If oversize drawings are necessary, fold drawings to same size as text pages and use as foldouts. b. If drawings are too large to be used as foldouts, fold and place drawings in labeled envelopes and bind envelopes in rear of manual. At appropriate locations in manual, insert typewritten pages indicating drawing titles, descriptions of contents, and drawing locations. 2.2 EMERGENCY MANUALS A. Content: Organize manual into a separate section for type of emergency, emergency instructions, and emergency procedures. B. Type of Emergency: Where applicable for each type of emergency indicated below, include instructions and procedures for each system, subsystem, piece of equipment, and component for fire, flood, gas leak, water leak, power failure, water outage, equipment failure, and chemical release or spill. C. Emergency Instructions: Describe and explain warnings, trouble indications, error messages, and similar codes and signals. Include responsibilities of Owner's operating personnel for notification of Installer, supplier, and manufacturer to maintain warranties. D. Emergency Procedures: Include instructions on stopping, shutdown instructions for each type of emergency, operating instructions for conditions outside normal operating limits, and required sequences for electric or electronic systems. OPERATION AND MAINTENANCE DATA 017823 - 2 A. Content: In addition to requirements in this Section, include operation data required in individual Specification Sections and equipment descriptions, operating standards, operating procedures, operating logs, wiring and control diagrams, and license requirements. B. Descriptions: Include the following: 1. Product name and model number. 2. Manufacturer's name. 3. Equipment identification with serial number of each component. 4. Equipment function. 5. Operating characteristics. 6. Limiting conditions. 7. Performance curves. 8. Engineering data and tests. 9. Complete nomenclature and number of replacement parts. C. Operating Procedures: Include start -up, break -in, and control procedures; stopping and normal shutdown instructions; routine, normal, seasonal, and weekend operating instructions; and required sequences for electric or electronic systems. D. Systems and Equipment Controls: Describe the sequence of operation, and diagram controls as installed. E. Piped Systems: Diagram piping as installed, and identify color - coding where required for identification. 2.4 PRODUCT MAINTENANCE MANUAL A. Content: Organize manual into a separate section for each product, material, and finish. Include source information, product information, maintenance procedures, repair materials and sources, and warranties and bonds, as described below. B. Source Information: List each product included in manual, identified by product name and arranged to match manual's table of contents. For each product, list name, address, and telephone number of Installer or supplier and maintenance service agent, and cross- reference Specification Section number and title in Project Manual. C. Product Information: Include the following, as applicable: 1. Product name and model number. 2. Manufacturer's name. 3. Color, pattern, and texture. 4. Material and chemical composition. 5. Reordering information for specially manufactured products. D. Maintenance Procedures: Include manufacturer's written recommendations and inspection procedures, types of cleaning agents, methods of cleaning, schedule for cleaning and maintenance, and repair instructions. OPERATION AND MAINTENANCE DATA 017823 - 3 E. Repair Materials and Sources: Include lists of materials and local sources of materials and related services. F. Warranties and Bonds: Include copies of warranties and bonds and lists of circumstances and conditions that would affect validity of warranties or bonds. W 1 SYSTEMS AND EQUIPMENT MAINTENANCE MANUAL A. Content: For each system, subsystem, and piece of equipment not part of a system, include source information, manufacturers' maintenance documentation, maintenance procedures, maintenance and service schedules, spare parts list and source information, maintenance service contracts, and warranty and bond information, as described below. B. Source Information: List each system, subsystem, and piece of equipment included in manual, identified by product name and arranged to match manual's table of contents. For each product, list name, address, and telephone number of Installer or supplier and maintenance service agent, and cross reference Specification Section number and title in Project Manual. C. Manufacturers' Maintenance Documentation: Manufacturers' maintenance documentation including maintenance instructions, drawings and diagrams for maintenance, nomenclature of parts and components, and rec........ -.ded spare parts for each component part or piece of equipment: D. Maintenance Procedures: Include test and inspection instructions, troubleshooting guide, disassembly instructions, and adjusting instructions, and demonstration and training videotape if available, that detail essential maintenance procedures: E. Maintenance and Service Schedules: Include service and lubrication requirements, list of required lubricants for equipment, and separate schedules for preventive and routine maintenance and service with standard time allotment. F. Spare Parts List and Source Information: Include lists of replacement and repair parts, with parts identified and cross- referenced to manufacturers' maintenance documentation and local sources of maintenance materials and related services. G. Maintenance Service Contracts: Include copies of maintenance agreements with name and telephone number of service agent. H. Warranties and Bonds: Include copies of warranties and bonds and lists of circumstances and conditions that would affect validity of warranties or bonds. PART 3 EXECUTION 3.1 MANUAL PREPARATION A. Emergency Manual: Assemble a complete set of emergency information indicating procedures for use by emergency personnel and by Owner's operating personnel for types of emergencies indicated. OPERATION AND MAINTENANCE DATA 017823-4 C. Operation and Maintenance Manuals: Assemble a complete set of operation and maintenance data indicating operation and maintenance of each system, subsystem, and piece of equipment not part of a system. D. Manufacturers' Data: Where manuals contain manufacturers' standard printed data, include only sheets pertinent to product or component installed. Mark each sheet to identify each product or component incorporated into the Work. If data include more than one item in a tabular format, identify each item using appropriate references from the Contract Documents. Identify data applicable to the Work and delete references to information not applicable. E. Drawings: Prepare drawings supplementing manufacturers' printed data to illustrate the relationship of component parts of equipment and systems and to illustrate control sequence and flow diagrams. Coordinate these drawings with information contained in Record Drawings to ensure correct illustration of completed installation. B. Product Maintenance Manual: Assemble a complete set of maintenance data indicating care and maintenance of each product, material, and finish incorporated into the Work. 1. Do not use original Project Record Documents as part of operation and maintenance manuals. F. Comply with Division 01 Section "Closeout Procedures" for schedule for submitting operation and maintenance documentation. END OF SECTION 017823 OPERATION AND MAINTENANCE DATA 017823 - 5 a SECTION 017839 PROJECT RECORD DOCUMENTS PART 1- GENERAL 1.1 SUMMARY A. This Section includes administrative and procedural requirements for Project Record fW Documents, including the following: 1. Record Drawings. y 2. Record Specifications. 3. Record Product Data. B. See Division 01 Section "Operation and Maintenance Data" for operation and maintenance manual requi......is. C. See Divisions 02 through 33 Sections for specific requirements for Project Record Documents of the Work in those Sections. 1.2 SUBMITTALS A. Record Drawings: Comply with the following: YJ 1. Number of Copies: Submit two sets of marked -up Record Prints. 2. Number of Copies: Submit copies of Record Drawings as follows: B. Record Specifications: Submit two copies of Project's Specifications, including addenda and contract modifications. C. Record Product Data: Submit one copy of each Product Data submittal. PART 2- PRODUCTS Ys 2.1 RECORD DRAWINGS A. Record Prints: Maintain one set of blue- or black -line white prints of the Contract Drawings and Shop Drawings. W� 1. Preparation Mark Record Prints to show the actual installation where installation varies from that shown originally. Require individual or entity who obtained record data, sr whether individual or entity is Installer, subcontractor, or similar entity, to prepare the marked -up Record Prints. W W a. Give particular attention to information on concealed elements that would be difficult to identify or measure and record later. PROJECT RECORD DOCUMENTS 017839-1 6 b. Record data as soon as possible after obtaining it. Record and check the markup before enclosing concealed installations. 2. Mark the Contract Drawings or Shop Drawings, whichever is most capable of showing actual physical conditions, completely and accurately. If Shop Drawings are marked, show cross- reference on the Contract Drawings. 3. Mark record sets with erasable, red- colored pencil. Use other colors to distinguish between changes for different categories of the Work at same location. 4. Note Construction Change Directive numbers, alternate numbers, Change Order numbers, and similar identification, where applicable. B. Format: Identify and date each Record Drawing; include the designation "PROJECT RECORD DRAWING" in a prominent location. 1. Record Prints: Organize Record Prints and newly prepared Record Drawings into manageable sets. Bind each set with durable paper cover sheets. Include identification on cover sheets. 2. Identification: As follows: a. Project name. b. Date. C. Designation "PROJECT RECORD DRAWINGS." d. Name of Architect. e. Name of Contractor. 2.2 RECORD SPECIFICATIONS A. Preparation: Mark Specifications to indicate the actual product installation where installation varies from that indicated in Specifications, addenda, and contract modifications. 2.3 A. 1. Give particular attention to information on concealed products and installations that cannot be readily identified and recorded later. 2. Mark copy with the proprietary name and model number of products, materials, and equipment famished, including substitutions and product options selected. 3. Record the name of manufacturer, supplier, Installer, and other information necessary to provide a record of selections made. 4. Note related Change Orders, Record Product Data, and Record Drawings where applicable. RECORD PRODUCT DATA Preparation: Mark Product Data to indicate the actual product installation where installation varies substantially from that indicated in Product Data submittal. 1. Give particular attention to information on concealed products and installations that cannot be readily identified and recorded later. 2. Include significant changes in the product delivered to Project site and changes in manufacturer's written instructions for installation. PROJECT RECORD DOCUMENTS 017839-2 3. Note related Change Orders, Record Specifications, and Record Drawings where applicable. 2.4 MISCELLANEOUS RECORD SUBMITTALS A. Assemble miscellaneous records required by other Specification Sections for miscellaneous record keeping and submittal in connection with actual performance of the Work. Bind or file miscellaneous records and identify each, ready for continued use and reference. PART 3- EXECUTION 3.1 RECORDING AND MAINTENANCE A. Recording: Maintain one copy of each submittal during the construction period for Project Record Document purposes. Post changes and modifications to Project Record Documents as they occur, do not wait until the end of Project. B. Maintenance of Record Documents and Samples: Store Record Documents and Samples in the field office apart from the Contract Documents used for construction. Do not use Project Record Documents for construction purposes. Maintain Record Documents in good order and in a clean, dry, legible condition, protected from deterioration and loss. Provide access to Project Record Documents for Architect's reference during normal working hours. END OF SECTION 017839 PROJECT RECORD DOCUMENTS 017839 - 3 A. This Section includes administrative and procedural requirements for instructing Owner's personnel, including the following: 1. Demonstration of operation of systems, subsystems, and equipment. 2. Training in operation and maintenance of systems, subsystems, and equipment. 3. Demonstration and training videotapes. 13. See Divisions 02 through 49 Sections Sections for specific requirements for demonstration and training for products in those Sections. SECTION 017900 - DEMONSTRATION AND TRAINING PART 1 - GENERAL 1.1 SUMMARY 1.2 SUBMITTALS A. Instruction Program: Submit two copies of outline of instructional program for demonstration and training, including a schedule of proposed dates, times, length of instruction time, and instructors' names for each training module. Include learning objective and outline for each training module. B. Demonstration and Training Videotapes: Submit two copies within seven days of end of each training module. 1.3 QUALITY ASSURANCE A. Instructor Qualifications: A factory- authorized service representative, complying with requirements in Division 01 Section "Quality Requirements," experienced in operation and maintenance procedures and training. B. Coordinate content of training modules with content of approved emergency, operation, and maintenance manuals. Do not submit instruction program until operation and maintenance data has been reviewed and approved by Architect. PART2- PRODUCTS 2.1 INSTRUCTION PROGRAM A. Program Structure: Develop an instruction program that includes individual training modules for each system and equipment not part of a system, as required by individual Specification Sections. DEMONSTRATION AND TRAINING 017900 -1 B. Training Modules: Develop a learning objective and teaching outline for each module. Include a description of specific skills and knowledge that participant is expected to master. For each module, include instruction for the following: 1. Basis of System Design, Operational Requirements, and Criteria: Include system and equipment descriptions, operating standards, regulatory requirements, equipment function, operating characteristics, limiting conditions, and performance curves. 2. Documentation: Review emergency, operations, and maintenance manuals; Project Record Documents; identification systems; warranties and bonds; and maintenance service agreements. 3. Emergencies: Include instructions on stopping; shutdown instructions; operating instructions for conditions outside normal operating limits; instructions on meaning of warnings, trouble indications, and error messages; and required sequences for electric or electronic systems. 4. Operations: Include startup, break -in, control, and safety procedures; stopping and normal shutdown instructions; routine, normal, seasonal, and weekend operating instructions; operating procedures for emergencies and equipment failure; and required sequences for electric or electronic systems. 5. Adjustments: Include alignments and checking, noise, vibration, economy, and efficiency adjustments. 6. Troubleshooting: Include diagnostic instructions and test and inspection procedures. 7. Maintenance: Include inspection procedures, types of cleaning agents, methods of cleaning, procedures for preventive and routine maintenance, and instruction on use of special tools. 8. Repairs: Include diagnosis, repair, and disassembly instructions; instructions for identifying parts; and review of spare parts needed for operation and maintenance. PART 3 - EXECUTION 3.1 INSTRUCTION A. Facilitator. Engage a qualified facilitator to prepare instruction program and training modules, to coordinate instructors, and to coordinate between Contractor and Owner for number of participants, instruction times, and location. B. Engage qualified instructors to instruct Owner's personnel to adjust, operate, and maintain systems, subsystems, and equipment not part of a system. 1. Owner will furnish an instructor to describe Owner's operational philosophy. C. Scheduling: Provide instruction at mutually agreed on times. For equipment that requires seasonal operation, provide similar instruction at start of each season. 1. Schedule training with Owner with at least fifteen days advance notice. D. Evaluation: At conclusion of each training module, assess and document each participant's mastery of module by use of a demonstration performance -based test. DEMONSTRATION AND TRAINING 017900 - 2 3.2 DEMONSTRATION AND TRAINING VIDEOTAPES A. General: Engage a qualified commercial photographer to record demonstration and training videotapes. Record each training module separately. Include classroom instructions and demonstrations, board diagrams, and other visual aids, but not student practice. 1. At beginning of each training module, record each chart containing learning objective and lesson outline. B. Videotape Format: Provide high - quality VHS color videotape in full-size cassettes. C. Narration: Describe scenes on videotape by audio narration by microphone or dubbing audio narration off -site after videotape is recorded. Include description of items being viewed. Describe vantage point, indicating location, direction (by compass point), and elevation or story of construction. END OF SECTION 017900 DEMONSTRATION AND TRAINING 017900 - 3 � SECTION 033000 - CAST -IN -PLACE CONCRETE PART I - GENERAL 1.1 SUMMARY A. This Section specifies cast -in place concrete, including formwork, reinforcement, concrete materials, mixture design, placement procedures, and finishes. B. See Division 31 Section "Earth Moving" for drainage fill under slabs -on- grade. 1.2 SUBMITTALS A. Product Data: For each type of product indicated. B. Design Mixtures: For each concrete mixture. C. Shop Drawings: For steel reinforcement . D. Material test reports, certificates. 1.3 QUALITY ASSURANCE A. Manufacturer Qualifications: A finn experienced in manufacturing ready -mixed concrete products and that complies with ASTM C 94/C 94M requirements for production facilities and equipment. 1. Manufacturer certified according to NRMCA's "Certification of Ready Mixed Concrete Production Facilities." B. ACI Publications: Comply with the following unless modified by requirements in the Contract Documents: 1. ACI 301, "Specification for Structural Concrete," Sections 1 through 5. 2. ACI 117, "Specifications for Tolerances for Concrete Construction and Materials." C. Preinstallation Conference: Conduct conference at Project site. PART 2- PRODUCTS 2.1 FORM -FACING MATERIALS A. Smooth - Formed Finished Concrete: Form- facing panels that will provide continuous, true, and smooth concrete surfaces. Furnish in largest practicable sizes to minimize number of joints. CAST -IN-PLACE CONCRETE 033000 - I B. Rough - Formed Finished Concrete: Plywood, lumber, metal, or another approved material. Provide lumber dressed on at least two edges and one side for tight fit. 2.2 STEEL REINFORCEMENT A. Reinforcing Bars: ASTM A 615/A 615M, Grade 60 (Grade 420), deformed. B. Plain -Steel Welded Wire Reinforcement: ASTM A 185, plain, fabricated from as-drawn steel wire into flat sheets. C. Deformed -Steel Welded Wire Reinforcement: ASTM A 497, flat sheet. D. Galvanized -Steel Welded Wire Reinforcement: ASTM A 185, plain, fabricated from galvanized steel wire into flat sheets. E. Epoxy - Coated Welded Wire Reinforcement: ASTM A 884/A 884M, Class A coated, Type 1, [plain] [deformed] steel. F. Bar Supports: Bolsters, chairs, spacers, and other devices for spacing, supporting, and fastening reinforcing bars and welded wire reinforcement in place. Manufacture bar supports from steel wire, plastic, or precast concrete according to CRSI's "Manual of Standard Practice." 2.3 CONCRETE MATERIALS A. Cementitious Material: Use the following cementitious materials, of the same type, brand, and source, throughout Project: 1. Portland Cement: ASTM C 150, Type I, II, I/II.Supplement with the following: a. Fly Ash: ASTM C 618, Class F. b. Ground Granulated Blast- Furnace Slag: ASTM C 989, Grade 100 or 120. 2. Blended Hydraulic Cement: ASTM C 595, Type IS, portland blast- furnace slag, IP, portland - pozzolan, I (PM), pozzolan- modified Portland, I (SM), slag - modified portland cement. B. Normal- Weight Aggregates: ASTM C 33, graded, 1 - 1/2 - inch (38 - mm), 1 - inch (25 3/4- inch (19 - mm) nominal maximum coarse - aggregate size. 1. Fine Aggregate: Free of materials with deleterious reactivity to alkali in cement. C. Water ASTM C 94/C 94M and potable. D. Air- Entraining Admixture: ASTM C 260. E. Chemical Admixtures: Provide admixtures certified by manufacturer to be compatible with other admixtures and that will not contribute water -soluble chloride ions exceeding those permitted in hardened concrete. Do not use calcium chloride or admixtures containing calcium chloride. CAST-IN-PLACE CONCRETE 033000 - 2 1. Water - Reducing Admixture: ASTM C 494/C 494M, Type A. 2. Retarding Admixture: ASTM C 494/C 494M, Type B. 3. Water - Reducing and Retarding Admixture: ASTM C 494/C 494M, Type D. 4. High -Range, Water - Reducing Admixture: ASTM C 494/C 494M, Type F. 5. High -Range, Water - Reducing and Retarding Admixture: ASTM C 494/C 494M, Type G. 6. Plasticizing and Retarding Admixture: ASTM C 1017 /C 1017M, Type II. 2.4 VAPOR RETARDERS A. Plastic Vapor Retarder: ASTM E 1745, Class A. Include manufacturer's recommended adhesive or pressure - sensitive tape. 2.5 CURING MATERIALS A. Evaporation Retarder. Waterborne, monomolecular film forming, manufactured for application to fresh concrete. D. E. F. B. Absorptive Cover: AASHTO M 182, Class 2, burlap cloth made from jute or kenaf, weighing approximately 9 oz. /sq. yd. (305 g/sq. m) when dry. C. Moisture - Retaining Cover: ASTM C 171, polyethylene film or white burlap - polyethylene sheet. Water. Potable. Clear, Waterborne, Membrane-Forming Curing Compound: ASTM C 309, dissipating. Clear, Waterborne, Membrane - Forming Curing Compound: ASTM C 309, nondissipating, certified by curing compound manufacturer to not interfere floor covering. G. Clear, Solvent -Borne, Membrane - Forming Curing and Sealing Compound: Type 1, Class A. H. Clear, Waterborne, Membrane - Forming Curing and Sealing Compound: Type 1, Class A. 2.6 WATERSTOPS Type 1, Class B, Type 1, Class B, with bonding of ASTM C 1315, ASTM C 1315, A. Self - Expanding Butyl Strip Waterstops: Manufactured rectangular or trapezoidal strip, butyl rubber with sodium bentonite or other hydrophilic polymers, for adhesive bonding to concrete, 3/4 by 1 inch (19 by 25 nun). CAST -IN-PLACE CONCRETE 033000 - 3 2.7 RELATED MATERIALS A. Expansion- and Isolation- Joint - Filler Strips: ASTM D I751, asphalt- saturated cellulosic fiber or ASTM D 1752, cork or self- expanding cork. 2.8 CONCRETE MIXTURES A. Prepare design mixtures for each type and strength of concrete, proportioned on the basis of laboratory trial mixture or field test data, or both, according to ACI 301. B. Proportion normal- weight concrete mixture as follows: 1. Minimum Compressive Strength per Structural Drawings: 5000 psi (343 MPa), 4500 psi (31 MPa), 4000 psi (27.6 MPa), 3500 psi (24.1 MPa), 3000 psi (20.7 MPa) < Insert strength> at 28 days. 2. Maximum Water - Cementitious Materials Ratio: 0.50, 0.45, 0.40 <Insert ratio>. 3. Slump Limit: 4 inches (100 mm), 5 inches (125 mm), 8 inches (200 mm) for concrete with verified slump of 2 to 4 inches (50 to 100 mm) before adding high -range water - reducing admixture or plasticizing admixture < Insert dimension>, plus or minus 1 inch (25 mm). 4. Air Content: 5 -1/2, <Insert number> percent, plus or minus 1.5 percent at point of delivery for 1 - 1/2 - inch (38 - mm) nominal maximum aggregate size. 5. Air Content: 6, < Insert number> percent, plus or minus 1.5 percent at point of delivery for 1 -inch (25 -mm), 3/4 -inch (19 -mm) nominal maximum aggregate size. 6. Air Content: Do not allow air content of troweled finished floors to exceed 3 percent. 7. Synthetic Fiber: Uniformly disperse in concrete mixture at manufacturer's recommended rate, but not less than 1.0 lb /cu. yd. (0.60 kg/cu. m), 13 lb /cu. yd. (0.90 kg/cu. m) < Insert dosage>. 2.9 FABRICATING REINFORCEMENT A. Fabricate steel reinforcement according to CRSI's "Manual of Standard Practice." 2.10 CONCRETE MIXING A. Ready -Mixed Concrete: Measure, batch, mix, and deliver concrete according to ASTM C 94/C 94M and ASTM C 1116, and furnish batch ticket information. 1. When air temperature is between 85 and 90 deg F (30 and 32 deg C), reduce mixing and delivery time from 1-1/2 hours to 75 minutes; when air temperature is above 90 deg F (32 deg C), reduce mixing and delivery time to 60 minutes. CAST -IN -PLACE CONCRETE 033000 - 4 M tr PART 3 EXECUTION Wr 3.1 FORMWORK A. Design, erect, shore, brace, and maintain formwork according to ACI 301 to support vertical, lateral, static, and dynamic loads, and construction loads that might be applied, until structure W+ can support such loads. B. Construct formwork so concrete members and structures are of size, shape, alignment, ty elevation, and position indicated, within tolerance limits of ACI 117. C. Chamfer exterior corers and edges of permanently exposed concrete. kw Wr bd W kW1 :1310g1)1)til3111kyjf A. Place and secure anchorage devices and other embedded items required for adjoining work that is attached to or supported by cast -in -place concrete. Use setting drawings, templates, diagrams, instructions, and directions furnished with items to be embedded. 3.3 VAPOR RETARDERS A. Plastic Vapor Retarders: Place, protect, and repair vapor retarders according to ASTM E 1643 and manufacturers written instructions. 1. Lap joints 6 inches (150 mm) and seal with manufacturer's rec.,......,,..ded tape. W Wr hr STEEL REINFORCEMENT General: Comply with CRSrs "Manual of Standard Practice" for placing reinforcement. 1. Do not cut or puncture vapor retarder. Repair damage and reseal vapor retarder before placing concrete. JOINTS General: Construct joints true to line with faces perpendicular to surface plane of concrete. Construction Joints: Install so strength and appearance of concrete are not impaired, at locations indicated or as approved by Architect. C. Contraction Joints in Slabs-on-Grade Form weakened -plane contraction joints, sectioning concrete into areas as indicated. Construct contraction joints for a depth equal to at least one- fourth of concrete thickness as follows: I. Grooved Joints: Form contraction joints after initial floating by grooving and finishing each edge of joint to a radius of 1/8 inch (3.2 nun). Repeat grooving of contraction joints after applying surface finishes. Eliminate groover tool marks on concrete surfaces. CAST -IN-PLACE CONCRETE 033000-5 rr 3.4 A. ltd 1J 3.5 V A. B. it W Wr hr STEEL REINFORCEMENT General: Comply with CRSrs "Manual of Standard Practice" for placing reinforcement. 1. Do not cut or puncture vapor retarder. Repair damage and reseal vapor retarder before placing concrete. JOINTS General: Construct joints true to line with faces perpendicular to surface plane of concrete. Construction Joints: Install so strength and appearance of concrete are not impaired, at locations indicated or as approved by Architect. C. Contraction Joints in Slabs-on-Grade Form weakened -plane contraction joints, sectioning concrete into areas as indicated. Construct contraction joints for a depth equal to at least one- fourth of concrete thickness as follows: I. Grooved Joints: Form contraction joints after initial floating by grooving and finishing each edge of joint to a radius of 1/8 inch (3.2 nun). Repeat grooving of contraction joints after applying surface finishes. Eliminate groover tool marks on concrete surfaces. CAST -IN-PLACE CONCRETE 033000-5 rr 2. Sawed Joints: Form contraction joints with power saws equipped with shatterproof abrasive or diamond -rimmed blades. Cut 1/8 -inch- (3.2 -mm -) wide joints into concrete when cutting action will not tear, abrade, or otherwise damage surface and before concrete develops random contraction cracks. D. Isolation Joints in Slabs-on-Grade: After removing formwork, install joint -filler strips at slab junctions with vertical surfaces, such as column pedestals, foundation walls, grade beams, and other locations, as indicated. 3.6 WATERSTOPS A. Self- Expanding Strip Waterstops: Install in all below -grade wall - to-wall and wall - to-floor construction joints and at other locations indicated, according to manufacturer's written instructions, adhesive bonding, mechanically fastening, and firmly pressing into place. Install in longest lengths practicable. 3.7 CONCRETE PLACEMENT A. Before placing concrete, verify that installation of formwork, reinfoux,uent, and embedded items is complete and that required inspections have been performed. B. Deposit concrete continuously in one layer or in horizontal layers of such thickness that no new concrete will be placed on concrete that has hardened enough to cause seams or planes of weakness. If a section cannot be placed continuously, provide construction joints as indicated. Deposit concrete to avoid segregation. • 1. Consolidate placed concrete with mechanical vibrating equipment according to ACI 301. C. Cold- Weather Placement: Comply with ACI 306.1. D. Hot - Weather Placement: Comply with ACI 301. 3.8 FINISHING FORMED SURFACES A. Rough-Formed Finish: As -cast concrete texture imparted by form - facing material with tie holes and defects repaired and patched. Remove fins and other projections that exceed specified limits on formed - surface irregularities. 1. Apply to concrete surfaces not exposed to public view. B. Smooth - Formed Finish: As -cast concrete texture imparted by form - facing material, arranged in an orderly and symmetrical manner with a minimum of seams. Repair and patch tie holes and defects. Remove fins and other projections that exceed specified limits on formed - surface irregularities. 1. Apply to concrete surfaces exposed to public view to receive a rubbed finish. C. Rubbed Finish: Apply the following to smooth - formed finished as -cast concrete where indicated: CAST -IN -PLACE CONCRETE 033000 - 6 w 1. Smooth Rubbed Finish: Not later than one day after form removal, moisten .,.,..,....�e surfaces and rub with carborundum brick or another abrasive until producing a uniform color and texture. Do not apply cement grout other than that created by the rubbing process. D. Related Unformed Surfaces: At tops of walls, horizontal offsets, and similar unformed surfaces adjacent to formed surfaces, strike off smooth and finish with a texture matching adjacent formed surfaces. Continue final surface treatment of formed surfaces uniformly across adjacent unformed surfaces, unless otherwise indicated. 3.9 FINISHING FLOORS AND SLABS A. General: Comply with ACI302.1R recommendations for screeding, restraightening, and finishing operations for concrete surfaces. Do not wet concrete surfaces. B. Float Finish: Consolidate surface with power- driven floats or by hand floating if area is small or inaccessible to power driven floats. Restraighten, cut down high spots, and fill low spots. Repeat float passes and restraightening until surface is left with a uniform, smooth, granular texture. M 1. Apply float finish to surfaces to receive trowel finish and to be covered with fluid applied or sheet waterproofing. iW C. Trowel Finish: After applying float finish, apply fast troweling and consolidate concrete by hand or power driven trowel. Continue troweling passes and restraighten until surface is free of trowel marks and uniform in texture and appearance. Grind smooth any surface defects that would telegraph through applied coatings or floor coverings. 1. Apply a trowel finish to surfaces exposed to view or to be covered with resilient flooring, carpet, ceramic or quarry tile set over a cleavage membrane, paint, or another thin-film- finish coating system. 2. Finish surfaces to the following tolerances, according to ASTM E 1155 (ASTM E I I55M), for a randomly trafficked floor surface: a. Specified overall values of flatness, F(F) 35; and of levelness, F(L) 25; with minimum local values of flatness, F(F) 24; and of levelness, F(L) 17; for slabs-on- grade. D. Trowel and Fine -Broom Finish: Apply a first trowel finish to surfaces where ceramic or quarry 1W tile is to be installed by either thickset or thin -set method. While concrete is still plastic, slightly scarify surface with a fine broom Comply with flatness and levelness tolerances for trowel finished floor surfaces. E. Broom Finish: Apply a broom finish to exterior concrete platforms, steps, and ramps, and elsewhere as indicated. im a a CAST -IN-PLACE CONCRETE 033000-7 119 3.10 CONCRETE PROTECTING AND CURING A. General: Protect freshly placed concrete from premature drying and excessive cold or hot temperatures. Comply with ACI 306.1 for cold- weather protection and ACI 301 for hot - weather protection during curing. B. Evaporation Retarder: Apply evaporation retarder to unformed concrete surfaces if hot, dry, or windy conditions cause moisture loss approaching 0.2 lb /sq. ft. x h (I kg/sq. m x h) before and during finishing operations. Apply according to manufacturer's written instructions after placing, screeding, and bull floating or darbying concrete, but before float finishing. C. Cure concrete according to ACI 308.1, by one or a combination of the following methods: 1. Moisture Curing: Keep surfaces continuously moist for not less than seven days. 2. Moisture- Retaining -Cover Curing: Cover concrete surfaces with moisture- retaining cover for curing concrete, placed in widest practicable width, with sides and ends lapped at least 12 inches (300 mm), and sealed by waterproof tape or adhesive. Cure for not less than seven days. hnmediately repair any holes or tears during curing period using cover material and waterproof tape. 3. Curing Compound. Apply uniformly in continuous operation by power spray or roller according to manufacturer's written instructions. Recoat areas subjected to heavy rainfall within three hours after initial application. Maintain continuity of coating and repair damage during curing period. a. After curing period has elapsed, remove curing compound without damaging concrete surfaces by method recommended by curing compound manufacturer unless manufacturer certifies curing compound will not interfere with bonding of floor covering used on Project. 4. Curing and Sealing Compound: Apply uniformly to floors and slabs indicated in a continuous operation by power spray or roller according to manufacturer's written instructions. Recoat areas subjected to heavy rainfall within three hours after initial application. Repeat process 24 hours later and apply a second coat. Maintain continuity of coating and repair damage during curing period. 3.11 CONCRETE SURFACE REPAIRS A. Defective Concrete: Repair and patch defective areas when approved by Architect. Remove and replace concrete that cannot be repaired and patched to Architect's approval. 3.12 FIELD QUALITY CONTROL A. Testing and Inspecting: Owner will engage a qualified independent testing and inspecting agency to perform field tests and inspections and prepare test reports. 1. Testing Services: Tests shall be performed according to ACI 301. END OF SECTION 033000 CAST -IN-PLACE CONCRETE 033000 - 8 + SECTION 033300 - ARCHITECTURAL CONCRETE PART 1 - GENERAL 1.1 SUMMARY A. This Section specifies cast -in -place architectural concrete including form facings, reinforcement accessories, concrete materials, concrete mixture design, placement procedures, and finishes. B. See Division 03 Section "Cast -In -Place Concrete" for formwork; material, fabrication, and installation requirements for steel reinforcement; and field quality control. 1.2 SUBMITTALS A. Product Data: For each type of product indicated. B. Design Mixtures: For each concrete mixture. C. Formwork Shop Drawings. D. Placement schedule. E. Samples: For each of the following materials: 1. Form - facing panel. 2. Form ties. 3. Form liners. 4. Coarse- and fine - aggregate gradations. 5. Chamfers and rustications. F. Material test reports certificates. 1.3 QUALITY ASSURANCE A. Manufacturer Qualifications: A firm experienced in manufacturing ready -mixed concrete products and that complies with ASTM C 94/C 94M requirements for production facilities and equipment. 1. Manufacturer certified according to NRMCA's "Certification of Ready Mixed Concrete Production Facilities." B. ACI Publications: Comply with the following unless modified by requirements in the Contract Documents: 1. ACI 301, "Specification for Structural Concrete," Sections 1 through 5. Sections 1 through 5 and Section 6, "Architectural Concrete." 2. ACI 303.1, "Specification for Cast -in -Place Architectural Concrete." ARCHITECTURAL CONCRETE 033300 -1 C. Field Sample Panels: After approval of verification sample and before casting architectural concrete, produce field sample panels to demonstrate the approved range of selections made under sample submittals. Produce a minimum of 3 sets of full -scale panels, cast vertically, approximately 48 by 48 by 6 inches (1200 by 1200 by 150 mm) minimum, to demonstrate the expected range of finish, color, and texture variations. D. Mockups: Before casting architectural concrete, build mockups to verify selections made under sample submittals and to demonstrate typical joints, surface finish, texture, tolerances, and standard of workmanship. Build mockups to comply with the following requirements, using materials indicated for the completed Work: E. Preinstallation Conference: Conduct conference at Project site. PART2- PRODUCTS 2.1 FORM -FACING MATERIALS A. General: Comply with Division 03 Section "Cast -In -Place Concrete" for formwork and other form facing material requirements. B. Form Facing Panels for As -Cast, Exposed Aggregate Finishes: Steel, glass- fiber reinforced plastic, or other approved nonabsorptive panel materials that will provide continuous, true, and smooth architectural concrete surfaces. Furnish in largest practicable sizes to .:ze number of joints. C. Form Liners: Units of face design, texture, arrangement, and configuration indicated to match design reference sample. Furnish with manufacturer's recommended liquid release agent that will not bond with, stain, or adversely affect concrete surfaces and will not impair subsequent surface treatments of concrete. D. Rustication Strips: Metal, rigid plastic, or dressed wood with sides beveled and back kerfed; nonstaining; in longest practicable lengths. E. Chamfer Strips: Metal, rigid plastic, elastomeric rubber, or dressed wood, 3/4 by 3/4 inch (19 by 19 mm), minimum; nonstaining; in longest practicable lengths. F. Form Joint Tape: Compressible foam tape; pressure sensitive; AAMA 800, "Specification 810.1, Expanded Cellular Glazing Tape"; minimum 1/4 inch (6 mm) thick. G. Form Ties: Factory- fabricated, glass fiber reinforced plastic internally disconnecting or removable ties designed to resist lateral pressure of fresh concrete on forms and to prevent spalling of concrete on removal. 2.2 STEEL REINFORCEMENT AND ACCESSORIES A. General: Comply with Division 03 Section "Cast -In -Place Concrete" for steel rein:.,. i and other requirements for reinforcement accessories. ARCHITECTURAL CONCRETE 033300-2 ft it B. Bar Supports: Bolsters, chairs, spacers, and other devices for spacing, supporting, and fastening reinforcing bars and welded -wire fabric in place; manufacture according to CRSI's "Manual of Standard Practice." Yr 1. Where legs of wire bar supports contact forms, use gray, all plastic CRSI Class 1, gray, plastic- protected or CRSI Class 2, stainless -steel bar supports. 2.3 CONCRETE MATERIALS A. Cementitious Material: Use the following cementitious materials, of the same type, brand, and source, throughout Project: Yy 1. Portland Cement: ASTM C 150, Type I, II, VII gray /white. Supplement with the following: Yr a. Fly Ash: ASTM C 618, Class [C]. b. Ground Granulated Blast- Fumace Slag: ASTM C 989, Grade 100 or 120. C. Silica Fume: ASTM C 1240, amorphous silica. 1W 2. Blended Hydraulic Cement: ASTM C 595, Type IS, portland blast furnace slag; IP, portland- pozzolan; I (PM), pozzolan- modified Portland; I (SM), slag modified portland cement. Yr B. Normal- Weight Aggregates: ASTM C 33, Class 5S, 5M, IN <Insert class> coarse aggregate or better, graded. Provide aggregates from a single source with documented service record data of Yal at least 10 years' satisfactory service in similar applications and service conditions using similar aggregates and cementitious materials. 1. Maximum Coarse Aggregate Size: [1 inch (25 mm)] [3/4 inch (19 mm)] [1/2 inch (13 mm)] [3/8 inch (10 mm)]. 2. Gradation: Uniformly graded. C. Normal-Weight Fine Aggregate: ggregate: ASTM C 33 or ASTM C 144, manufactured or natural sand, from same source for entire Project. kW D. Water. Potable, complying with ASTM C 94/C 94M except free of wash water from mixer washout operations. E. Air Entraining Admixture: ASTM C 260. F. Chemical Admixtures: Provide admixtures certified by manufacturer to be compatible with Yr other admixtures and that will not contribute water soluble chloride ions exceeding those pemritted in hardened concrete. Do not use calcium chloride or admixtures containing calcium chloride. 1. Water Reducing Admixture: ASTM C 494/C 494M, Type A. 2. R&mxhng Admixture: ASTM C 4941C 494M, Type B. 3. Water Reducing and Retarding Admixture: ASTM C 4941C 494M, Type D. W+ 4. High -Range, Water Reducing Admixture: ASTM C 494/C 494M, Type F. Yr ARCHITECTURAL CONCRETE 033300-3 Wr 5. High -Range, Water - Reducing and Retarding Admixture: ASTM C 494/C 494M, Type G. 6. Plasticizing and Retarding Admixture: ASTM C 1017/C 1017M, Type II. G. Color Pigment: ASTM C 979, synthetic mineral -oxide pigments or colored water - reducing admixtures; color stable, free of carbon black, nonfading, and resistant to lime and other alkalis. 2.4 CURING MATERIALS A. Absorptive Cover: AASHTO M 182, Class 2, burlap cloth made from jute or kenaf, weighing approximately 9 oz./sq. yd. (305 g/sq. m) when dry. B. Moisture- Retaining Cover: ASTM C 171, polyethylene film or white burlap - polyethylene sheet. C. Waterborne, Membrane - Forming Curing Compound: ASTM C 309, Type 1, Class B. 1. For integrally colored concrete, curing compound shall be approved by color pigment manufacturer. 2. For concrete indicated to be sealed, curing compound shall be compatible with sealer. 2.5 CONCRETE MIXTURES A. Prepare design mixtures for each type and strength of cast -in -place architectural concrete proportioned on basis of laboratory trial mixture or field test data, or both, according to ACI 301. 1. Use a qualified independent testing agency for preparing and reporting proposed design mixtures based on laboratory trial mixtures. 13. Proportion concrete mixtures as follows: 1. Compressive Strength (28 Days): 5000 psi (34.5 MPa), 4500 psi (31 MPa), 4000 psi (27.6 MPa), 3500 psi (24.1 MPa), 3000 psi (20.7 MPa). 2. Maximum Water - Cementitious Materials Ratio: 0.46. 3. Slump Limit: 3 inches (75 mm), 4 inches (100 mm), 8 inches (200 mm) for concrete with verified slump of 2 to 4 inches (50 to 100 mm) before adding high -range water - reducing admixture or plasticizing admixture, plus or minus 1 inch (25 mm). 4. Air Content: 5 -1/2 percent, plus or minus 1.5 percent at point of delivery for 1 -1/2 -inch (38 -mm) nominal maximum aggregate size. 5. Air Content: 6 percent, plus or minus 1.5 percent at point of delivery for [1 - inch (25- mm)] [3/4 - inch (19 - mm)] nominal maximum aggregate size. C. Color Pigment: Add color pigment to concrete mixture according to manufacturer's written instructions and to result in hardened concrete color consistent with approved mockup. ARCHITECTURAL CONCRETE 033300 - 4 A. Ready -Mixed Architectural Concrete: Measure, batch, mix, and deliver concrete according to ASTM C 94/C 94M and furnish batch ticket information. 1. Clean equipment used to mix and deliver cast -in -place architectural concrete to prevent contamination from other concrete. 2. When air temperature is between 85 and 90 deg F (30 and 32 deg C), reduce mixing and delivery time from 1 -1/2 hours to 75 minutes; when air temperature is above 90 deg F (32 deg C), reduce mixing and delivery time to 60 minutes. PART 3 - EXECUTION 3.1 FORMWORK A. General: Comply with Division 03 Section "Cast -In -Place Concrete" for formwork, embedded items, and shoring and reshoring. B. In addition to ACI 303.1 limits on form - facing panel deflection, limit cast -in -place architectural concrete surface irregularities, designated by ACI 347R as abrupt or gradual, as follows: 1. Class A, 1/8 inch (3.2 mm), B, 1/4 inch (6 mm), C, 1/2 inch (13 mm)]. C. Fabricate forms to result in cast -in -place architectural concrete that complies with ACI 117, "Specifications for Tolerances for Concrete Construction and Materials." D. Chamfer exterior corners and edges of cast -in -place architectural concrete. E. Clean forms and adjacent surfaces to receive concrete. Remove chips, wood, sawdust, dirt, and other debris just before placing concrete. F. Retighten forms and bracing before placing concrete, as required, to prevent mortar leaks and maintain proper alignment. G. Place form liners accurately to provide finished surface texture indicated. Provide solid backing and attach securely to prevent deflection and maintain stability of liners during concreting. Prevent form liners from sagging and stretching in hot weather. Seal joints of form liners and form liner accessories to prevent mortar leaks. Coat form liner with form -release agent. 3.2 REINFORCEMENT AND INSERTS A. General: Comply with Division 03 Section "Cast -In -Place Concrete" for fabricating and installing steel reinforcement. Securely fasten steel reinforcement and wire ties against shifting during concrete placement. B. Set wire ties with ends directed into concrete, not toward exposed concrete surfaces. ARCHITECTURAL CONCRETE 033300 - 5 3.3 REMOVING AND REUSING FORMS A. Formwork for sides of beams, walls, columns, and similar parts of the Work that does not support weight of concrete may be removed after cumulatively curing at not less than 50 deg F (10 deg C) for 24 hours after placing concrete, if concrete is hard enough to not be damaged by form - removal operations and curing and protection operations are maintained. B. Leave formwork for beam soffits, joists, slabs, and other structural elements that support weight of concrete in place until concrete has achieved 28-day design compressive strength or at least 70 percent of 28-day design compressive strength. Remove forms only if shores have been arranged to permit removal of forms without loosening or disturbing shores. C. When forms are reused, dean surfaces, remove fins and laitance, and tighten to close joints. Align and secure joints to avoid offsets. Do not use patched forms for cast -in -place architectural concrete surfaces. 3.4 JOINTS 1. Cut off and grind glass- fiber - reinforced plastic form ties flush with surface of concrete. A. Construction Joints: Install construction joints true to line with faces perpendicular to surface plane of cast-in-place architectural concrete so strength and appearance of concrete are not impaired, at locations indicated or as approved by Architect. 1. Place joints perpendicular to main reinforcement. Continue reinforcement across construction joints, unless otherwise indicated. B. Contraction Joints: Form weakened -plane contraction joints true to line with faces perpendicular to surface plane of cast -in -place architectural concrete so strength and appearance of concrete are not impaired, at locations indicated or as approved by Architect. 3.5 CONCRETE PLACEMENT A. Do not add water to concrete during delivery, at Project site, or during placement unless approved by Architect. B. Deposit concrete continuously between construction joints. Deposit concrete to avoid segregation. C. Cold- Weather Placement: Comply with ACI 306.1. Protect concrete work from physical damage or reduced strength that could be caused by frost, freezing actions, or low temperatures. D. Hot - Weather Placement: Comply with ACI 301. 3.6 FINISHES A. Architectural Concrete Finish: Match Architect's design reference sample, identified and described as indicated, to satisfaction of Architect. ARCHITECTURAL CONCRETE 033300 - 6 an r B. Related Unformed Surfaces: At tops of walls, horizontal offsets, and similar unformed surfaces adjacent to formed surfaces, strike off smooth and finish with a texture matching adjacent formed surfaces. 4 1. Continue final surface treatment of formed surfaces uniformly across adjacent unformed surfaces, unless otherwise indicated. W C. Maintain uniformity of special finishes over construction joints, unless otherwise indicated. D. Form Liner Finish: Produce a textured surface free of pockets, streaks, and honeycombs, and of W uniform appearance, color, and texture. E. Scrubbed Finish After concrete has achieved a compressive strength of from 1000 to 1500 psi W (6.9 to 10.3 MPa), apply scrubbed finish. Wet concrete surfaces thoroughly and scrub with stiff fiber or wire brushes, using water freely, until top mortar surface is removed and aggregate is uniformly exposed. Rinse scrubbed surfaces with clean water. Maintain continuity of finish on y, each surface or area of Work Remove only enough concrete mortar from surfaces to match design reference sample or mockup. W F. High- Pressure Water -Jet Finish: Perform high- pressure water jetting on ce that has achieved a minimum compressive strength of 4500 psi (31 MPa). Coordinate with formwork removal to ensure that surfaces to be high- pressure water jet finished are treated at same age for uniform results. G. Abrasive -Blast Finish: Perform abrasive blasting after compressive strength of concrete exceeds 2000 psi (13.8 MPa). Coordinate with formwork removal to ensure that surfaces to be abrasive blasted are treated at same age for uniform results. Expose aggregate as follows: 1. Brush: Remove cement matrix to dull surface sheen and expose face of fine aggregate; �J with no significant reveal. 2. Light: Expose fine aggregate with occasional exposure of coarse a and uniform color, with maximum reveal of 1/16 inch (1.5 mm). 3. Medium: Generally expose coarse a with slight reveal, a maximum of 1/4 inch (6 mm). 4. Heavy: Expose and reveal coarse aggregate to a maximum projection of one -third its diameter; with reveal range of 1/4 to 1/2 inch (6 to 13 mm). H. B ushhamm er Finish: Allow concrete to cure at least 14 days before starting bushhammer surface finish operations. W I. Surface Continuity: Perform bushhy......... finishing in as continuous an operation as possible, maintaining continuity of finish on each surface or area of Work Maintain required patterns or variances of cut as shown on Drawings or to match design reference sample or mockup. 2. Surface Cut: Maintain required depth of cut and general aggregate exposure. 3.7 CONCRETE CURING k6 W A. Begin curing cast -in -place architectural concrete immediately after removing forms from applying as -cast formed finishes to concrete. Cure according to ACI308.1, by one or a ARCHITECTURAL CONCRETE 033300-7 W combination of moisture curing, moisture- retaining -cover curing, curing compound, or methods that will not mottle, discolor, or stain concrete: 3.8 FIELD QUALITY CONTROL A. General: Comply with Division 03 Section "Cast -In -Place Concrete" for field quality - control requirements. 3.9 REPAIRS AND PROTECTION A. Repair and cure damaged finished surfaces of cast -in -place architectural concrete when approved by Architect. Match repairs to color, texture, and uniformity of surrounding surfaces and to repairs on approved mockups. I. Remove and replace cast -in -place architectural concrete that cannot be repaired and cured to Architect's approval. B. Protect corners, edges, and surfaces of cast -in -place architectural concrete from damage; use guards and barricades. C. Protect cast - in - place architectural concrete from staining, laitance, and contamination during remainder of construction period. END OF SECTION 033300 ARCHITECTURAL CONCRETE 033300 - 8 SECTION 034713 - TILT -UP CONCRETE PART 1 - GENERAL 1.1 SUMMARY A. This Section specifies load - bearing, monolithic tilt -up concrete. 1.2 SUBMITTALS A. Product Data: For each type of product indicated. B. Design Mixtures: For each concrete mixture. C. Shop Drawings: Detail fabrication and installation of tilt -up concrete units. Indicate panel locations, plans, elevations, dimensions, shapes, cross sections, and details of steel embedments. 1. Include additional steel reinforcement to resist hoisting and erection stresses. 2. Include locations and details of hoisting points and lifting devices for handling and erection. 3. Include engineering analysis data of additional steel reinforcement and hoisting and erection details, signed and sealed by the qualified professional engineer responsible for their preparation. D. Welding certificates. E. Material test reports. 1.3 QUALITY ASSURANCE A. Installer Qualifications: A qualified installer who employs a supervisor on Project who is an ACI- certified Tilt -up Supervisor. B. Manufacturer Qualifications: A firm experienced in manufacturing ready -mixed concrete products and that complies with ASTM C 94/C 94M requirements for production facilities and equipment. 1. Manufacturer certified according to NRMCA's "Certification of Ready Mixed Concrete Production Facilities." C. Welding. Qualify procedures and personnel according to the following: 1. AWS D1.1, "Structural Welding Code—Steel." 2. AWS DI.4, "Structural Welding Code — Reinforcing Steel." D. Comply with ACI 301, "Specification for Structural Concrete," Sections 1 through 5, unless modified by requirements in the Contract Documents. TILT -UP CONCRETE 034713 -1 E. Preinstallation Conference: Conduct conference at Project site. PART 2- PRODUCTS 2.1 FORMS A. Forms: Metal, dressed lumber, or other approved materials that are nonreactive with concrete and that will provide continuous, true, and smooth concrete surfaces. B. Chamfer Strips: Wood, metal, PVC, or rubber strips, 3/4 by 3/4 inch (19 by 19 mm). C. Reveal Strips: Metal, PVC, rubber, straight dressed wood, or plywood; with sides kerfed. 2.2 STEEL REINFORCEMENT A. Reinforcing Bars: ASTM A 615/A 615M, Grade 60 (Grade 420), deformed. B. Plain -Steel Wire: ASTM A 82, as drawn. C. Plain - Steel Welded Wire Reinforcement: ASTM A 185, fabricated from as - drawn steel wire into flat sheets. D. Deformed -Steel Welded Wire Reinforcement: ASTM A 497, flat sheet. E. Bar Supports: Manufactured according to CRSPs "Manual of Standard Practice" of plastic or CRSI Class 1 plastic- protected steel wire or Class 2 stainless -steel wire. 2.3 CONCRETE MATERIALS A. Cementitious Material: Use the following cementitious materials, of the same type, brand, and source, throughout the Project: 1. Portland Cement: ASTM C 150, Type 1/11. B. Coarse Aggregate: ASTM C 33, Class 5M coarse aggregate or better, graded, 3/4 inch (19 mm) nominal size. C. Water. ASTM C 94/C 94M and potable. D. Air - Entraining Admixture: ASTM C 260. E. Chemical Admixtures: Provide admixtures certified by manufacturer to be compatible with other admixtures and that will not contribute water - soluble chloride ions exceeding those permitted in hardened concrete. Do not use calcium chloride or admixtures containing calcium chloride. 1. Water - Reducing Admixture: ASTM C 494/C 494M, Type A. 2. Retarding Admixture: ASTM C 494/C 494M, Type B. TILT -UP CONCRETE 034713 - 2 ■ W W 3. Water Reducing and Retarding Admixture: ASTM C 494/C 494M, Type D. 4. High -Range, Water Reducing Admixture: ASTM C 494/C 494M, Type F. 5. High- Range, Water Reducing and Retarding Admixture: ASTM C 494/C 494M, it Type G. 6. Plasticizing and Retarding Admixture: ASTM C 1017/C 1017M, Type 11. W 2.4 BONDBREAKERS A. Solvent -Borne, Chemically Reactive Bondbreaker. Penetrating polymerized solution b+ containing no oils, waxes, paraffins, or silicones, and compatible with casting -slab curing compound. W B. Waterbome, Chemically Reactive Bondbreaker. Penetrating polymerized emulsion containing no oils, waxes, paraffins, or silicones, and compatible with casting -slab curing compound. W 2.5 CURING MATERIALS A. Evaporation Retarder. Waterborne, monomolecular film forting; manufactured for application to fresh concrete. B. Absorptive Cover. AASHTO M 182, Class 2, burlap cloth made from jute or kenaf, weighing approximately 9 oz. /sq. yd. (305 g/sq. m) when dry. C. Moisture- Retaining Cover: ASTM C 171, polyethylene film or white burlap- polyethylene y„ sheet. D. Clear, Waterbome, Membrane Forting Curing Compound: ASTM C 309, Type 1, Class B. W W W 60 W W it 2.6 MISCELLANEOUS MATERIALS A. Embedded Metal Items and Loose Hardware: Materials for securing tilt -up concrete panels together and to supporting and adjacent construction are specified in Division 05 Section "Metal Fabrications." B. Lifting Inserts and Accessories: Furnish inserts, dowels, bolts, nuts, washers, and other items to be cast in panels for tilting and lifting. 1. Manufacture inserts with feet of plastic, galvanized steel wire, plastic-tipped steel wire, or stainless steel- tipped steel wire. C. Bearing Pads: High- density plastic strips. D. Cement Grout: Portland cement, ASTM C 150, Type I, and clean, natural sand, ASTM C 404. Mix at ratio of 1 part cement to 2 -1/2 parts sand, by volume, with minim water required for placement and hydration. TILT -UP CONCRETE 034713-3 W 2.7 CONCRETE MIXTURES AND MIXING A. Prepare design mixtures for each type and strength of concrete, proportioned according to ACI 301 as follows: 1. Minimum Compressive Strength: 3000 psi (20.7 MPa) at 28 days. 2. Slump Limit: 3 inches. 3. Air Content: 2-4 percent. B. Concrete Mixing: Measure, batch, mix, and deliver concrete according to ASTM C 94/C 94M, and furnish batch ticket information. PART 3 - EXECUTION 3.1 FORMS AND REINFORCEMENT A. Constrict and brace formwork so tilt -up concrete panels are of size, shape, alignment, elevation, and position indicated. Provide for openings, offsets, recesses, reveals, rustication, reglets, and blockouts. 13. Bondbreakers: Uniformly and continuously apply two coats of bondbreaker to casting -slab surfaces by power spray or roller according to manufacturer's written instructions, before placing steel reinforcement. Recoat areas subjected to moisture before drying. Maintain continuity of coating until concrete placement. C. Comply with CRSI's "Manual of Standard Practice" for fabricating and placing reinforcement. 3.2 PANEL CASTING A. Comply with ACI 301 for handling, placing, and consolidating concrete. B. Screed panel surfaces to correct level with a straightedge and strike off. 1. Begin initial floating before excess moisture or bleedwater appears on the surface. Use bull floats or darbies to form a uniform and open - textured surface plane free of humps or hollows. Do not disturb panel surfaces before beginning finishing operations. C. Form chamfers at top edges of panel perimeters, openings, and similar locations not formed by chamfer strips, unless otherwise indicated. D. Surface Defects: Limit visible surface defects to those permitted by TCA's "Tilt -up Concrete Association's Guideline Specification" for Grade A, Architectural. E. Casting Tolerances: Cast tilt-up concrete panels without exceeding the tolerances of TCA's "Tilt -up Concrete Association's Guideline Specifications." TILT -UP CONCRETE 034713 - 4 ■ 3.3 FACE -UP FINISHES A. Float Finish: Consolidate surface of plastic concrete with power- driven floats or by band floating. Restraighten and cut down high spots and fill low spots. Repeat float passes and restraighten until surface is left with a uniform, smooth, granular texture. B. Trowel Finish: After applying float finish, apply first trowel finish and consolidate plastic concrete by hand trowel or power - driven trowel. Continue troweling passes and restraighten until surface is free of trowel marks and is uniform in texture and appearance. 3.4 FACE -DOWN FINISHES A. Smooth, As -Cast Finish: Cast panel to produce a surface free of pockets, sand streaks, and honeycombs. Produce a surface appearance of uniform color and texture. B. Form -Liner Finish: Cast panel over form liners placed, secured, and sealed over casting slab to produce a textured surface free of pockets, streaks, and honeycombs. Produce a surface appearance of uniform color and texture. 3.5 CONCRETE PROTECTING AND CURING A. Protect freshly placed concrete from premature drying and excessive cold or hot temperatures according to ACI 301. 1. Apply evaporation retarder in hot, dry, or windy weather to protect concrete from rapid • moisture loss before and during finishing operations. Apply according to manufacturer's written instructions after screeding and bull floating concrete, but before float finishing. B. Begin curing immediately after finishing concrete. Cure by one or a combination of moisture curing, moisture - retaining cover curing, and curing compound methods according to ACI 308.1. 3.6 ERECTION A. Use erection equipment with care to prevent damage to floor slabs and panels. B. Lift, support, and erect panels only at designated lifting or supporting points indicated on Shop Drawings. C. Do not erect panels until 75 percent of 28-day compressive strength of concrete has been verified. D. Install tilt -up concrete panels level, plumb, square, and true. Place panels on leveled grout - setting pads or shims in correct position. Maintain joint width as indicated between panels. 1. Install tilt-up concrete panels with face -down surfaces exposed to exterior of building. E. Temporarily brace and support panels securely in position against loads comparable in intensity to those for which structure was designed. Maintain braces and supports in place, undisturbed, TILT -UP CONCRETE 034713 - 5 until entire integrated supporting structure has been completed and permanent connections to panels are secured F. Anchor panels in place and, if indicated, to one another. 1. Weld steel connectors to steel supports and embedments indicated, complying with AWS D1.1. G. Solidly grout -fill gaps between foundation system and bottom of panels. H. Install waterstops at all below -grade wall joints and wall -to- foundation joints. I. Erection Tolerances: Install tilt -up concrete panels without exceeding the tolerances of TCA's "Tilt -up Concrete Association's Guideline Specifications." 3.7 FIELD QUALITY CONTROL A. Testing and Inspecting: Owner will engage a special inspector and qualified testing and inspecting agency to perform tests and inspections and to submit reports. B. Testing Services: Tests shall be performed according to ACI 301. 3.8 FILLING AND REPAIRS A. Patch holes and voids left by erecting and bracing inserts on tilt -up panels and slabs -on- grade. Cut or chip edges of voids perpendicular to concrete surface. Fill blockouts where indicated. I. Clean, dampen with water, and brush -coat holes, voids, and blockouts with bonding agent. Fill and compact with patching mortar of a stiff consistency before bonding agent has dried. 2. Finish surfaces of fills and repairs to Architect's approval, with materials of same colors and textures as finishes on surrounding surfaces. B. Repair damage to tilt -up panels and slabs -on -grade resulting from tilt -up work, as directed by Architect. C. Remove and replace tilt -up panels that do not comply with requirements in this Section. END OF SECTION 034713 TILT -UP CONCRETE 034713 - 6 SECTION 034900 - GLASS - FIBER - REINFORCED CONCRETE (GFRC) PART 1 - GENERAL 1.1 SUMMARY A. This Section includes glass fiber reinforced concrete (GFRC) columnlpilaster caps and cornices. 1.2 PERFORMANCE REQUIREMENTS A. Structural Performance: Provide GFRC panels, including panel frames, anchors, and connections, capable of withstanding the following design loads as well as the effects of thermal- and moisture- induced volume changes, according to load factors and combinations established in PCI MNL 128, "Recommended Practice for Glass Fiber Reinforced Concrete Panels." 1. Design Loads per manufacturer. 1.3 SUBMITTALS A. Product Data: For each type of product indicated. Include GFRC design mixes. B. Shop Drawings: Show fabrication and installation details for GFRC panels, including the following. 1. Structural analysis data signed and sealed by the qualified professional engineer responsible for their preparation. 2. Panel elevations, sections, and dimensions. 3. Thickness of facing mix, GFRC backing, and bonding pads for typical panels. 4. Finishes. 5. Joint and connection details. 6. Erection details. 7. Panel frame details for typical panels, including sizes, spacings, thickness, and yield strength of various members. 8. Location and details of connection hardware attached to structure. 9. Size, location, and details of flex, gravity, and seismic anchors for typical panels. 10. Other items sprayed into panels. 11. Erection sequence for special conditions. 12. Relationship to adjacent materials. 13. Description of loose, cast -in, and field hardware. C. Samples: Representative of finished exposed face of GFRC showing the full range of colors and textures expected, 16 by 16 inches (400 by 400 mm) and of actual thickness. D. Welding certificates. E. Qualification data. GLASS - FIBER - REINFORCED CONCRETE (GFRC) 034900 - 1 F. Source quality- control program. 1.4 QUALITY ASSURANCE A. Manufacturer Qualifications: A qualified manufacturer who participates in PCPs Plant Certification Program and is designated a PCI- Certified Plant for Group G - Glass Fiber Reinforced Concrete. 1. Manufacturer's responsibility includes providing professional engineering services needed to assume engineering responsibility for GFRC panels. 2. Engineering responsibility includes preparation of Shop Drawings and comprehensive engineering analysis, based on GFRC production test values, by a qualified professional engineer experienced in GFRC design. B. Source Limitations: Obtain GFRC panels through one source from a single manufacturer. C. Welding: Qualify procedures and personnel according to AWS D1.1, "Structural Welding Code - Steel," and AWS D1.3, "Structural Welding Code - Sheet Steel." D. PCI Manuals: Comply with PCI MNL 128, "Recommended Practice for Glass Fiber Reinforced Concrete Panels" and PCI MNL 130, "Manual for Quality Control for Plants and Production of Glass Fiber Reinforced Concrete Products." E. AISI Specifications: Comply with AISI's "Specification for the Design of Cold- Formed Steel Structural Members." F. RISC Specifications: Comply with AISC's Specification for the Design of Steel Hollow Structural Sections. G. Preinstallation Conference: Conduct conference at Project site. 1.5 DELIVERY, STORAGE, AND HANDLING A. Handle and transport GFRC panels to avoid damage. B. Store GFRC panels to protect from contact with soil, staining, and physical damage. PART 2- PRODUCTS 2.1 GFRC MATERIALS A. Portland Cement: ASTM C 150, Type I or II. 1. Metakaolin: ASTM C 618, Class N. B. Glass Fibers: Alkali resistant, with a minimum zirconia content of 16 percent, 1 to 2 inches (25 to 50 mm) long, and complying with PCI MNL 130. GLASS - FIBER - REINFORCED CONCRETE (GFRC) 034900 - 2 Is 6 io 6, 6, 6 6 M [V 6 bJ C. Sand: Washed and dried silica, complying with composition requirements of ASTM C 144; passing No. 20 (0.85 -mm) sieve with a maximum of 2 passing No. 100 (0.15 -mm) sieve. D. Facing Aggregate: ASTM C 33, except for gradation, and PCI MNL 130, 1/4 -inch (6 -mm) maximum size. E. Water. Potable; complying with chemical limits of PCI MNL 130. F. Polymer- Curing Admixture: Acrylic thermoplastic copolymer dispersion complying with PCI MNL 130. G. Air- Entraining Admixture: ASTM C 260. H. Chemical Admixtures: ASTM C 494/C 494M. 2.2 ANCHORS, CONNECTORS, AND MISCELLANEOUS MATERIALS A. Carbon -Steel Shapes and Plates: ASTM A 36/A 36M. B. Carbon -Steel Bars: ASTM A 108, AISI Grade 1018. C. Bolts: ASTM A 307 or ASTM A 325 (ASTM F 568M or ASTM A 325M). 1. Finish: Zinc coated by hot -dip process according to ASTM A 123/A 123M, after fabrication, and ASTM A 153/A 153M, as applicable, or electrodeposition according to ASTM B 633, SC 3. 2.3 PANEL FRAME MATERIALS A. Cold- Formed Steel Framing: ASTM A 653/A 653M, structural -steel sheet, [G60 (Z180)] [G90 W� (Z275)] zinc coating, of grade required by structural perf ...�..e of framing, minimum uncoated steel thickness of 0.0538 inch (1.37 mm). W, B. Hollow Structural Sections: Steel tubing, ASTM A 500, Grade B, or ASTM A 513. C. Steel Channels and Angles: ASTM A 36/A 36M. W 2.4 GFRC MDCES Wr W w V A. Backing Mix: Proportion backing mix of portland cement, glass fibers, sand, and admixtures to comply with design requirements. Provide nominal glass -fiber content of not less than 5 percent by weight of total mix. B. Face Mix: Proportion face mix of portland cement, sand, facing aggregates, and admixtures to comply with design requL.._..,___s. C. Mist Coat: Portland cement, sand slurry, and admixtures; of same proportions as backing mix without glass fibers. GLASS FIBER- REINFORCED CONCRETE (GFRC) 5 WOO 2.5 PANEL FRAME FABRICATION A. Fabricate panel frames and accessories plumb, square, true to line, and with components securely fastened, according to Shop Drawings and requirements in this Section. 1. Fasten cold- formed metal framing members by welding. Comply with AWS D1.3 requirements and procedures for welding, appearance and quality of welds, and methods used in correcting welding work. 2. Fasten framing members of hollow structural sections, steel channels, or steel angles by welding. Comply with AWS D1.1 requirements and procedures for welding, appearance and quality of welds, and methods used in correcting welding work. 3. Weld flex, gravity, and seismic anchors to panel frames. B. Reinforce, stiffen, and brace framing assemblies, if necessary, to withstand handling, delivery, and erection stresses. Lift fabricated assemblies in a manner that prevents damage or significant distortion. 2.6 GFRC FABRICATION A. Proportioning and Mixing: For backing mix, meter sand/cement slurry and glass fibers to spray head at rates to achieve design mix proportions and glass -fiber content according to PCI MNL 130 procedures. B. Spray Application: Comply with general procedures as follows: 1. Spray mist coat over molds to a nominal thickness of 1/8 inch (3 mm) on planar surfaces. 2. Spray or place face mix in thickness indicated on Shop Drawings. 3. Proceed with spraying backing mix before face mix and mist coat has set, using procedures that produce a uniform thickness and even distribution of glass fibers and matrix. 4. Consolidate backing mix by rolling or other technique to achieve complete encapsulation of glass fibers and compaction. 5. Measure thickness with a pin gage or other acceptable method at least once for each 5 sq. ft. (0.5 sq. m) of panel surface. Take not less than six measurements per panel. C. Hand form and consolidate intricate details, incorporate formers or infill materials, and over spray before material reaches initial set to ensure complete bonding. D. Attach panel frame to GFRC before initial set of GFRC backing, maintaining a minimum clearance of 1/2 inch (13 mm) from GFRC backing, and without anchors protruding into GFRC backing. E. Build up homogeneous GFRC bonding pads over anchor feet, maintaining a minimum thickness of 1/2 inch (13 mm) over tops of anchor feet, before initial set of GFRC backing. F. Inserts and Embedments: Build up homogeneous GFRC bosses or bonding pads over inserts and embedments to provide sufficient anchorage and embedment to comply with design requirements. GLASS- FIBER - REINFORCED CONCRETE (GFRC) 034900 - 4 a 6 Yr 6 6, 6 6 Yr G. Curing: Employ initial curing method that will ensure sufficient strength for removing units from mold. 1. After initial curing, remove panel from mold and place in a controlled curing environment. 2. Keep GFRC panels continuously moist for a minimum of seven days unless polymer curing admixture was used. Maintain temperature between 60 and 120 deg F (16 and 49 deg C) during this period. H. Manufacturing Tolerances: Manufacture GFRC panels so each finished unit complies with PCI MNL 130 for dimension, position, and tolerances. I. GFRC Finish: Smooth surface finish. 2.7 SOURCE QUALITY CONTROL A. Quality- Control Testing: Establish and maintain a quality- control program for manufacturing GFRC panels according to PCI MNL 130. PART 3 EXECUTION 3.1 ERECTION A. Install clips, hangers, and other accessories required for connecting GFRC panels to supporting members and backup materials. V B. Lift GFRC panels and install without damage. C. Install GFRC panels level, plumb, square, and in alignment. Provide temporary supports and bracing as required to maintain position, stability, and alignment of panels until permanent connections are completed. 1. Maintain horizontal and vertical joint alignment and uniform joint width. W, 2. Remove projecting hoisting devices. it tr im I D. Conned GFRC panels in position by bolting or welding, or both, as indicated on Shop Drawings. R---, shims, wedges, and spacers as soon as possible after connecting is completed. E. Welding: Comply with applicable AWS Dl.l and AWS DI.3 requirements for welding, appearance, quality of welds, and methods used in correcting welding work. 1. Protect GFRC panels from damage by field welding or cutting operations, and provide n bustible shields as required. F. At bolted connections, use lock washers or other acceptable means to prevent loosening of nuts. G. Erect GFRC panels to comply with noncumulative tolerances of PCI MNL 130. GLASS FIBER REINFORCED CONCRETE (GFRC) 1 l 1j1 19 3.2 REPAIRS A. Repairs will be permitted provided structural adequacy of GFRC panel and appearance are not impaired, as approved by Architect. B. Remove and replace damaged GFRC panels when repairs do not comply with requirements. 3.3 CLEANING AND PROTECTION A. Perform cleaning procedures, if necessary, according to GFRC manufacturer's written instructions. Clean soiled GFRC surfaces with detergent and water, using soft fiber brushes and sponges, and rinse with clean water. Prevent damage to GFRC surfaces and staining of adjacent materials. END OF SECTION 034900 GLASS - FIBER - REINFORCED CONCRETE (GFRC) 034900 - 6 SECTION 042000 - UNIT MASONRY PART 1 - GENERAL 1.1 SUMMARY A. This Section includes unit masonry assemblies consisting of the following: 1. Concrete masonry units (CMUs). 2. Decorative concrete masonry units. 3. Face brick. 4. Building (common) brick. B. See Division 07 Section "Sheet Metal Flashing and Trim" for furnishing manufactured reglets installed in masonry joints for metal flashing. 1.2 SUBMITTALS A. Product Data: For each type of product indicated. B. Mix Designs: For each type of mortar and grout. Include description of type and proportions of ingredients. 1.3 QUALITY ASSURANCE A. Preconstruction Testing Service: Owner will engage a qualified independent testing agency to perform preconstruction testing indicated below. Payment for these services will be made by Owner. 1. Clay Masonry Unit Test: For each type of unit required, per ASTM C 67. 2. Concrete Masonry Unit Test: For each type of unit required, per ASTM C 140. 3. Mortar Test (Property Specification): For each mix required, per ASTM C 780. 4. Grout Test (Compressive Strength): For each mix required, per ASTM C 1019. 13. Fire- Resistance Ratings: Where indicated, provide materials and construction identical to those of assemblies with fire- resistance ratings determined per ASTM E 119 by a testing and inspecting agency, by equivalent concrete masonry thickness, or by other means, as acceptable to authorities having jurisdiction. C. Sample Panels: Build sample panels to verify selections made under sample submittals and to demonstrate aesthetic effects. 1. Build sample panels for each type of exposed unit masonry construction, typical exterior wall in sizes approximately 48 inches (1200 mm) long by 48 inches (1200 mm) high. UNIT MASONRY 042000 -1 1.4 PROJECT CONDITIONS A. Cold- Weather Requirements: Do not use frozen materials or materials mixed or coated with ice or frost. Do not build on frozen substrates. Remove and replace unit masonry damaged by frost or by freezing conditions. Comply with cold - weather construction requirements contained in ACI 530.1 /ASCE 6/TMS 602. B. Hot- Weather Requirements: Comply with hot - weather construction requirements contained in ACI 530.1 /ASCE 6'TMS 602. PART 2- PRODUCTS 2.1 MANUFACTURERS A. In other Part 2 articles where titles below introduce lists, the following requirements apply to product selection: 1. Available Products: Subject to compliance with requirements, products that may be incorporated into the Work include, but are not limited to, products specified. 2. Products: Subject to compliance with requirements, provide one of the products specified. 3. Available Manufacturers: Subject to compliance with requirements, manufacturers offering products that may be incorporated into the Work include, but are not limited to, manufacturers specified. 4. Manufacturers: Subject to compliance with requirements, provide products by one of the manufacturers specified. 2.2 COLORS, TEXTURES, AND PATTERNS A. Exposed Masonry Units: As selected from manufacturer's full range. 2.3 CONCRETE MASONRY UNITS (CMUs) A. Shapes: Provide special shapes for lintels, corners, jambs, sashes, movement joints, headers, bonding, and other special conditions. B. Integral Water Repellent: Provide units made with liquid polymeric, integral water - repellent admixture that does not reduce flexural bond strength for exposed units and where indicated. 1. Available Products: a. Addiment Incorporated; Block PIus W -I0. b. Grace Construction Products, a unit of W. IL Grace & Co. - Conn.; Dry- Block. c. Master Builders, Inc.; Rheopel. C. Concrete Masonry Units: ASTM C 90. UNIT MASONRY 042000 - 2 ft y 1. Unit Compressive Strength: Provide units with minimum average net -area compressive strength of 2800 psi (193 MPa). 2. Weight Classification: Normal weight. 3. Pattern and Texture for Decorative Units: a. Standard pattern, split -ribbed finish. Wr 2.4 BRICK A. General: Provide shapes indicated and as follows: 1. For ends of sills and caps and for similar applications that would otherwise expose unfinished brick surfaces, provide units without cores or frogs and with exposed surfaces finished. 2. Provide special shapes for applications where shapes produced by sawing would result in sawed surfaces being exposed to view. B. Face Brick: ASTM C 216, Grade MW or SW. 1. Unit Compressive Strength: Provide units with minimum average net -area compressive strength of 3000 psi (20.7 MPs). 2. Initial Rate of Absorption: Less than 30 g/30 sq. in. (30 g1194 sq. cm) per minute when 6 tested per ASTM C 67. 3. Efflorescence: Provide brick that has been tested according to ASTM C 67 and is rated "not effloresced." lyi 4. Surface Coating: Brick with colon; or textures produced by application of coatings shall withstand 50 cycles of it......:..g and thawing per ASTM C 67 with no observable difference in the applied finish when viewed from 10 feet (3 m). 5. Size (Actual Dimensions): 3 -5/8 inches (92 mm) wide by 2 -1/4 inches (57 mm) high by 7 -5/8 inches (194 mm) long. C. Building (C Brick: ASTM C 62, Grade SW, MW or SW; NW, MW, or SW. 1. Unit Compressive Strength: Provide units with minimum average net -area compressive strength of [3000 psi (20.7 MPa). 2. Size: Match size of face brick. h„ 2.5 MORTAR AND GROUT MATERIALS A. Portland Cement: ASTM C 150, Type I or 11, except Type III may be used for cold- weather construction. B. Hydrated Lime: ASTM C 207, Type S. w C. Masonry Cement: ASTM C 91. Available Products: 17 w a. Capital Materials Corporation; Flamingo Color Masonry Cement. UNIT MASONRY 10 yhililJt#1 0 b. Essroc, Italcementi Group. c. Holcim (US) Inc. d. Lafarge North America Inc. e. Lehigh Cement Company. f. National Cement Company, Inc.; Coosa Masonry Cement. D. Colored Cement Product: Packaged blend made from portland cement and lime or masonry cement and mortar pigments, all complying with specified requirements, and containing no other ingredients. 1. Formulate blend as required to produce color indicated or, if not indicated, as selected from manufacturer's standard colors. 2. Available Products: a. Colored Portland Cement -Lime Mix: 1) Capital Materials Corporation; Riverton Portland Cement Lime Custom Color. 2) Holcim (US) Inc.; Rainbow Mortamix Custom Color Cement/Lime. 3) Lafarge North America Inc.; Eaglebond. 4) Lehigh Cement Company; Lehigh Custom Color Portland/Lime Cement. b. Colored Masonry Cement: I) Capital Materials Corporation; Flamingo Color Masonry Cement. 2) Essroc, Italcementi Group; Brixment -in- Color. 3) Holcim (US) Inc.; Rainbow Mortamix Custom Color Masonry Cement. 4) Lafarge North America Inc. 5) Lehigh Cement Company; Lehigh Custom Color Masonry Cement. 6) National Cement Company, Inc.; Coosa Masonry Cement. E. Aggregate for Mortar. ASTM C 144. 1. For joints less than 1/4 inch (6.5 nun) thick, use aggregate graded with 100 percent passing the No. 16 (1.18 -mm) sieve. 2. Colored - Mortar Aggregates: Natural sand or crushed stone of color necessary to produce required mortar color. F. Aggregate for Grout: ASTM C 404. G. Epoxy Pointing Mortar: ASTM C 395, epoxy- resin -based material formulated for use as pointing mortar for structural -clay tile facing units. H. Cold- Weather Admixture: Nonchloride, noncorrosive, accelerating admixture complying with ASTM C 494/C 494M, Type C, and recommended by manufacturer for use in masonry mortar of composition indicated. 1. Available Products: a. Addiment Incorporated; Mortar Kick. b. Euclid Chemical Company (The); Accelguard 80. c. Grace Construction Products, a unit of W. R. Grace & Co. - Conn.; Morset. UNIT MASONRY 042000 - 4 • Water - Repellent Admixture: Liquid water - repellent mortar admixture intended for use with concrete masonry units, containing integral water repellent by same manufacturer. 1. Available Products: J. Water. Potable. 2.6 REINFORCEMENT d. Sonnebom, Div. of ChemRex; Trimix -NCA. a. Addiment Incorporated; Mortar Tite. b. Grace Construction Products, a unit of W. R. Grace & Co. - Conn.; Dry-Block Mortar Admixture. c. Master Builders, Inc. A. Uncoated Steel Reinforcing Bars: ASTM A 615/A 615M or ASTM A 996/A 996M, Grade 60 (Grade 420). B. Masonry Joint Reinforcement: ASTM A 951; mill galvanized, carbon -steel wire for interior walls and hot -dip galvanized, carbon -steel wire for exterior walls. 1. Wire Size for Side Rods: W1.7 or 0.148 -inch (3.8 -mm) diameter. 2. Wire Size for Cross Rods: W1.7 or 0.148 -inch (3.8 -mm) diameter. 3. Wire Size for Veneer Ties: W1.7 or 0.148 -inch (3.8 -mm) diameter. 4. Spacing of Cross Rods, Tabs, and Cross Ties: Not more than 16 inches (407 mm) o.c. 5. Single -Wythe Masonry: Either ladder or truss type with single pair of side rods. 6. Veneers Anchored with Seismic Masonry- Veneer Anchors: Single 0.188 -inch- (4.8 -mm- ) diameter, hot -dip galvanized, carbon -steel continuous wire. 2.7 TIES AND ANCHORS A. Materials: 1. Hot -Dip Galvanized, Carbon -Steel Wire: ASTM A 82; with ASTM A 153/A 153M, Class B -2 coating. 2. Steel Sheet, Galvanized after Fabrication: ASTM A 1008/A 1008M, Commercial Steel, hot -dip galvanized after fabrication to comply with ASTM A 153/A 153M. 3. Steel Plates, Shapes, and Bars: ASTM A 36/A 36M. B. Wire Ties, General: Unless otherwise indicated, size wire ties to extend at least halfway through veneer but with at least 5/8 -inch (16 -mm) cover on outside face. Outer ends of wires are bent 90 degrees and extend 2 inches (50 mm) parallel to face of veneer. C. Individual Wire Ties: Rectangular units with closed ends and not less than 4 inches (100 mm) wide. 1. Wire: Fabricate from 1/4 -inch- (6.4 -mm -) diameter, hot -dip galvanized steel wire. UNIT MASONRY 042000 - 5 D. Adjustable Anchors for Connecting to Structure: Provide anchors that allow vertical or horizontal adjustment but resist tension and compression forces perpendicular to plane of wall. 1. Anchor Section for Welding to Steel Frame: Crimped 1/4 -inch- (6.4 -mm -) diameter, hot - dip galvanized steel wire. 2. Tie Section: Triangular- shaped wire tie, sized to extend within 1 inch (25 mm) of masonry face, made from 0.25 - inch - (6.4 - mm - diameter, hot -dip galvanized steel wire. 3. Connector Section for Concrete: Dovetail tabs for inserting into dovetail slots in concrete and attached to tie section; formed from 0.097 - inch - (2.5 - mm - thick, steel sheet, galvanized after fabrication. E. Partition Top anchors: 0.097 -inch- (2 5 -mm -) thick metal plate with 3/8 -inch- (10 -mm -) diameter metal rod 6 inches (150 mm) long welded to plate and with closed -end plastic tube fitted over rod that allows rod to move in and out of tube. Fabricate from steel, hot -dip galvanized after fabrication. F. Rigid Anchors: Fabricate from steel bars 1 -1/2 inches (38 mm) wide by 1/4 inch (6.4 mm) thick by 24 inches (600 mm) long, with ends turned up 2 inches (50 mm) or with cross pins. 1. Corrosion Protection: Hot -dip galvanized to comply with ASTM A 153/A 153M. G. Adjustable Masonry- Veneer Anchors 1. General: Provide anchors that allow vertical adjustment but resist tension and compression forces perpendicular to plane of wall, for attachment over sheathing to wood or metal studs, and as follows: a. Structural Performance Characteristics: Capable of withstanding a 100 -lbf (445 - N) load in both tension and compression without deforming or developing play in excess of 0.05 inch (1.3 mm). 2. Seismic Masonry- Veneer Anchors: Units consisting of a metal anchor section and a connector section designed to engage a continuous wire embedded in the veneer mortar joint. a. Anchor Section: Rib- stiffened, sheet metal plate with screw holes top and bottom, and slotted holes for inserting connector section. b. Connector Section: Rib- stiffened, sheet metal bent plate; sheet metal clip; or wire tie and rigid extruded vinyl clip designed to engage continuous wire. Size connector to extend at least halfway through veneer but with at least 5/8 -inch (16- mm) cover on outside face. c. Fabricate sheet metal anchor sections and other sheet metal parts from 0.097 - inch- (2.5 mm ) thick, steel sheet, galvanized after fabrication. d. Fabricate wire connector sections from 0.25 - inch - (6.4 - mm - diameter, hot -dip galvanized, carbon -steel wire. e. Available Products: 1) Dayton Superior Corporation, Dur -O -WaI Division; D/A 213S. 2) Hohmann & Barnard, Inc.; DW- 10- X- Seismiclip. 3) Wire -Bond; RJ -711 with Wire -Bond clip. UNIT MASONRY 042000 - 6 w w 2.8 EMBEDDED FLASHING MATERIALS A. Metal Flashing: Provide metal flashing, where flashing is exposed or partly exposed and where y indicated, complying with Division 07 Section "Sheet Metal Flashing and Trim." 1. Metal Drip Edges: Fabricate from stainless steel. Extend at least 3 inches (75 mm) into wall and 1/2 inch (13 mm) out from wall, with outer edge bent down 30 degrees and hemmed. 2. Metal Flashing Terminations: Fabricate from stainless steel. Extend at least 3 inches (75 mm) into wall and out to exterior face of wall. At exterior face of wall, bend metal back on itself for 3/4 inch (19 mm) and down into joint 3/8 inch (10 mm) to form a stop for retaining sealant backer rod. 3. Metal Expansion -Joint Strips: Fabricate from copper to shapes indicated. B. Flexible Flashing: For flashing not exposed to the exterior, use one of the following, unless otherwise indicated: �r 1. Copper Laminated Flashing: 5- ozJsq. ft. (1.5- kg/sq. m) copper sheet bonded with asphalt between 2 layers of glass -fiber cloth. a. Available Products: 1) Advanced Building Products Inc.; Copper Fabric Flashing. 2) AFCO Products Inc.; Copper Fabric. 3) Hohmann Barnard, Inc.; H B C -Fab Flashing. 4) Phoenix Building Products; Type FCC -Fabric Covered Copper. 5) Polytite Manufacturing Corp.; Copper Fabric Flashing. 6) Sandell Manufacturing Co., Inc.; Copper Fabric Flashing. 7) York Manufacturing, Inc.; York Copper Fabric Flashing. 2. Rubberized- Asphalt Flashing: Composite flashing product consisting of a pliable, adhesive rubberized asphalt compound, bonded to a high-density, cross laminated polyethylene film to produce an overall thickness of not less than 0.040 inch (1.0 mm). UNIT MASONRY 042000-7 hr a. Available Products: 1) Advanced Building Products Inc.; Peel -N -Seal. 2) Carlisle Coatings Waterproofing; CCW- 705 -TWF Thru -Wall Flashing. 3) Dayton Superior Corporation, Dur -O-Wal Division; Dur-O- Barrier -44. 1w 4) Grace Construction Products, a unit of W. R. Grace Co. Conn.; Penn -A- Barrier Wall Flashing. 5) Heckmann Building Products Inc.; No. 82 Rubberized Asphalt Thm -Wall Flashing. 6) Hohmann Barnard, Inc.; Textroflash. 7) Polyguard Products, Inc.; Polyguard 300. y 8) Polytite Manufacturing Corp.; Poly- Barrier Self- Adhering Wall Flashing. 9) Williams Products, Inc.; Everlastic MF-40. 3. Elastomeric Thermoplastic Flashing: Composite flashing product consisting of a polyest,,.....forced ethylene interpotymer alloy 0.025 inch (0.6 mm) thick, with a 0.015 inch- (0.4 -mm thick coating of rubberized asphalt adhesive. UNIT MASONRY 042000-7 hr a. Available Products: 1) Hyload, Inc.; Hyload Cloaked Flashing System. 4. EPDM Flashing: Sheet flashing product made from ethylene- propylene -diene terpolymer, complying with ASTM D 4637, 0.040 inch (1.0 mm) thick. a. Available Products: 1) Carlisle Coatings & Waterproofing; Pre - Kleened EPDM Thru -Wall Flashing. 2) Firestone Building Products; FlashGuard. 3) Heckmann Building Products Inc.; No. 81 EPDM Thai -Wall Flashing. C. Solder and Sealants for Sheet Metal Flashings: As specified in Division 07 Section "Sheet Metal Flashing and Trim." D. Adhesives, Primers, and Seam Tapes for Flashings: Flashing manufacturer's standard products or products recommended by flashing manufacturer. 2.9 MISCELLANEOUS MASONRY ACCESSORIES A. Compressible Filler: Premolded filler strips complying with ASTM D 1056, Grade 2A1; compressible up to 35 percent; formulated from neoprene, urethane, or PVC. B. Preformed Control -Joint Gaskets: Made from styrene- butadiene- rubber compound, complying with ASTM D 2000, Designation M2AA -805 or PVC, complying with ASTM D 2287, Type PVC -65406 and designed to fit standard sash block and to maintain lateral stability in masonry wall. C. Bond- Breaker Strips: Asphalt- saturated, organic roofing felt complying with ASTM D 226, Type I (No. 15 asphalt felt). D. WeepNent Products: Use one of the following, unless otherwise indicated: 1. Rectangular Plastic Weep/Vent Tubing: Clear butyrate, 3/8 by 1 -1/2 by 3 -1/2 inches (9 by 38 by 89 mm) long. 2. Cellular Plastic WeepNent: One- piece, flexible extrusion made from UV- resistant polypropylene copolymer, full height and width of head joint and depth 1/8 inch (3 mm) less than depth of outer wythe, in color selected from manufacturer's standard. a. Available Products: I) Advanced Building Products Inc.; Mortar Maze weep vent. 2) Dayton Superior Corporation, Dur -O-Wal Division; Cell Vents. 3) Heckmann Building Products Inc.; No. 85 Cell Vent. 4) Hohmann & Barnard, Inc.; Quadm -Vent. 5) Wire -Bond; Cell Vent. UNIT MASONRY 042000 - 8 r 3. Mesh Weep/Vent: Free-draining mesh; made from polyethylene strands, full height and width of head joint and depth 1/8 inch (3 mm) less than depth of outer wythe, in color selected from manufacturer's standard. a. Available Products: 1) Mortar Net USA, Ltd.; Mortar Net Weep Vents. E. Cavity Drainage Material: Free draining mesh, made from polymer strands that will not degrade within the wall cavity. 1. Provide one of the following configurations: a. Strips, full-depth of cavity and 10 inches (250 mm) wide, with dovetail shaped notches 7 inches (175 nun) deep. 6 2. Available Products: a. Advanced Building Products Inc. Im b. Archovations, Inc.; CavClear Masonry Mat. C. Dayton Superior Corporation, Dur -O-Wal Division; Polytite MortarStop. d. Mortar Net USA, Ltd.; Mortar Net. is 2.10 INSULATION A. Molded Polystyrene Insulation Units: Rigid, cellular thermal insulation formed by the expansion of polystyrene -resin beads 'or granules in a closed mold to comply with ASTM C 578, Type I. Provide specially shaped units designed for installing in cores of W masonry units. I Available Products: a. Concrete Block Insulating Systems; Korfil. b. Shelter Enterprises Inc.; Omni Core. B. Extruded Polystyrene Board Insulation: ASTM C 578, Type IV, closed-cell product extruded with an integral skin. C. Polyisocyanurate Board Insulation: ASTM C 1289, Type I (aluminum- foil faced), Class 2 (glass fiber reinforced). ir' 2.11 MASONRY CLEANERS tr A. Proprietary Acidic Cleaner. Manufacturer's standard strength cleaner designed for removing mortar /grout stains from new masonry without damaging masonry Use product approved for intended use by cleaner manufacturer and manufacturer of masonry units being cleaned. IN 1. Available Manufacturers: rr UNrf MASONRY 042000-9 it a. Diedrich Technologies, Inc. b. EaCo Chem, Inc. c. ProSoCo, Inc. 2.12 MORTAR AND GROUT MIXES A. General: Do not use admixtures, unless otherwise indicated. 1. Do not use calcium chloride in mortar or grout. 2. Limit cementitious materials in mortar for exterior and reinforced masonry to portland cement and lime. 3. Add cold - weather admixture (if used) at same rate for all mortar that will be exposed to view, regardless of weather conditions, to ensure that mortar color is consistent. B. Mortar for Unit Masonry: Comply with ASTM C 270 or BIA Technical Notes SA, Proportion Specification. C. Mortar for Unit Masonry: Comply with ASTM C 270 or BIA Technical Notes 8A, Property Specification. 1. For masonry below grade or in contact with earth, use Type S. 2. For reinforced masonry, use Type S. 3. For mortar parge coats, use Type S. 4. For exterior, above - grade, load- bearing and non - load - bearing walls and parapet walls; for interior load - bearing walls; for interior non - load - bearing partitions; and for other applications where another type is not indicated, use Type N. 5. For interior non - load - bearing partitions, Type 0 may be used instead of Type N. D. Pigmented Mortar: Use colored cement product or select and proportion pigments with other ingredients to produce color required. Do not add pigments to colored cement products. 1. Pigments shall not exceed 10 percent of portland cement by weight. 2. Pigments shall not exceed 5 percent of masonry cement by weight. E. Grout for Unit Masonry: Comply with ASTM C 476. 1. Use grout of type indicated or, if not otherwise indicated, of type (fine or coarse) that will comply with Table 1.15.1 in ACI 530.1/ASCE 6/TMS 602 for dimensions of grout spaces and pour height. 2. Provide grout with a slump of 8 to I 1 inches (200 to 280 mm) as measured according to ASTM C 143/C I43M. F. Epoxy Pointing Mortar. Mix epoxy pointing mortar to comply with mortar manufacturer's written instructions. UNIT MASONRY 042000 -10 In 6 PART 3 EXECUTION y 3.1 INSTALLATION, GENERAL A. Use full -size units without cutting if possible. If cutting is required, cut units with motor driven 6 saws; provide clean, sharp, unchipped edges. Allow units to dry before laying unless wetting of units is specified. Install cut units with cut surfaces and, where possible, cut edges concealed. B. Select and arrange units for exposed unit masonry to produce a uniform blend of colors and textures. C. Wetting of Brick: Wet brick before laying if initial rate of absorption exceeds 30 g/30 sq. in. Yr (30 g/194 sq. cm) per minute when tested per ASTM C 67. Allow units to absorb water so they are damp but not wet at time of laying. 6, D. Comply with tolerances in ACI 530.1 /ASCE 6/TMS 602 and with the following: 1. For conspicuous vertical lines, such as external corners, door jambs, reveals, and im expansion and control joints, do not vary from plumb by more than 1/8 inch in 10 feet (3 mm in 3 m), 1/4 inch in 20 feet (6 mm in 6 m), or 1/2 inch (12 nun) maximum. 2. For conspicuous horizontal lines, such as lintels, sills, parapets, and reveals, do not vary from level by more than 1/8 inch in 10 feet (3 mm in 3 m), 1/4 inch in 20 feet (6 mm in 6 m), or 1/2 inch (12 mm) maximum. 3.2 LAYING MASONRY WALLS A. Lay out walls in advance for accurate spacing of surface bond patterns with uniform joint IYr thic and for accurate location of openings, _..=t-type joints, returns, and offsets. Avoid using less than-half -size units, particularly at corners, jambs, and, where possible, at other locations. B. Bond Pattern for Exposed Masonry: Unless otherwise indicated, lay exposed masonry in running bond; do not use units with less than nominal 4 -inch (100 -mm) horizontal face dimensions at comers or jambs. C. Built -in Work: As construction build in items specified in this and other Sections. Fill in solidly with masonry around built -in items. D. Fill space between steel Games and masonry solidly with mortar, unless otherwise indicated. E. Fill cores in hollow concrete masonry units with grout 24 inches (600 mm) under bearing plates, beams, lintels, posts, and similar items, unless otherwise indicated. 3.3 MORTAR BEDDING AND JOINTING A. Lay brick and concrete masonry units as follows: W 1. With face shells fully bedded in mortar and with head joints of depth equal to bed joints. 2. With webs fully bedded in mortar in all courses of piers, columns, and pilasters. hlCf� /MIS 5► 042000-11 W 3. With webs fully bedded in mortar in grouted masonry, including starting course on footings. 4. With entire units, including areas under cells, fully bedded in mortar at starting course on footings where cells are not grouted. B. Lay solid masonry units with completely filled bed and head joints; butter ends with sufficient mortar to fill head joints and shove into place. Do not deeply furrow bed joints or slush head joints. C. Tool exposed joints slightly concave when thumbprint hard, using a jointer larger than joint thickness, unless otherwise indicated. D. Cut joints flush for masonry walls to receive plaster or other direct- applied finishes (other than paint), unless otherwise indicated. 3.4 CAVITY WALLS A. Bond wythes of cavity walls together using one of the following methods: 1. Individual Metal Ties: Provide ties as shown installed in horizontal joints, but not less than one metal tie for 2.67 sq. ft. (0.25 sq. m) of wall area spaced not to exceed 24 inches (610 mm) o.c. horizontally and 16 inches (406 nun) o.c. vertically. Stagger ties in alternate courses. Provide additional ties within 12 inches (305 mm) of openings and space not more than 36 inches (915 mm) apart around perimeter of openings. At intersecting and abutting walls, provide ties at no more than 24 inches (610 nun) o.c. vertically. 2. Masonry Joint Rein:.,........ent: Installed in horizontal mortar joints. a. Where bed joints of both wythes align, use ladder -type reinforcement extending across both wythes. b. Where bed joints of wythes do not align, use adjustable (two piece) type rein:-.-. ant with continuous horizontal wire in facing wythe attached to ties. 3. Masonry Veneer Anchors: Comply with requirements for anchoring masonry veneers. B. Keep cavities clean of mortar droppings and other materials during construction. Bevel beds away from cavity, to minimize mortar protrusions into cavity. Do not attempt to trowel or remove mortar fins protruding into cavity. C. Pge cavity face of backup wythe in a single coat approximately 3/8 inch (10 mm) thick. Trowel face of parge coat smooth. D. Coat cavity face of backup wythe to comply with Division 07 Section 'Bituminous Dampproofmg." 3.5 MASONRY JOINT REINFORCEMENT A. General: Install in mortar with a minimum cover of 5/8 inch (16 mm) on exterior side of walls, 1/2 inch (13 mm) elsewhere. Lap rein.........ent a .....:.._...,-an of 6 inches (150 nun). UNIT MASONRY 042000 12 Ie r im B. Interrupt joint reinforcement at control and expansion joints, unless otherwise indicated. C. Provide continuity at comers by using prefabricated L- shaped units. 6 3.6 ANCHORING MASONRY TO STRUCTURAL MEMBERS 6, A. Anchor masonry to structural members where masonry abuts or faces structural members to comply with the following: im 1. Provide an open space not less than 1 inch (25 mm) in width between masonry and structural member, unless otherwise indicated. 2. Anchor masonry to structural members with anchors embedded in masonry joints and 6, attached to structure. 3. Space anchors as indicated, but not more than 24 inches (610 mm) o.c. vertically and 36 inches (915 mm) o.c. horizontally. 3.7 ANCHORING MASONRY VENEERS A. Anchor masonry veneers to concrete and masonry backup with seismic masonry- veneer anchors to comply with the following requirements: 6 1. Fasten screw- attached and seismic anchors through sheathing to wall fruning and to concrete and masonry backup with metal fasteners of type indicated. Use two fasteners. 2. Embed tie sections connector sections and continuous wire in masonry joints. Provide 16 not less than 2 inches (50 mm) of air space between back of masonry veneer and face of sheathing. 3. Locate anchor sections to allow maximum vertical differential movement of ties up and 1W down. 4. Space anchors as indicated, but not more than 16 inches (406 nun) o.c. vertically and 24 inches (610 mm) o.c. horizontally with not less than 1 anchor for each 2.67 sq. ft. (0.25 sq. m) of wall area. Install additional anchors within 12 inches (305 mm) of openings and at intervals, not exceeding 36 inches (914 mm), around perimeter. W 3.8 FLASHING, WEEP HOLES, CAVITY DRAINAGE, AND VENTS A. General: Install embedded flashing and weep holes in masonry at shelf angles, lintels, ledges, 6 other obstructions to downward flow of water in wall, and where indicated. Install vents at shelf angles, ledges, and other obstructions to upward flow of air in cavities, and where indicated. B. Install flashing as follows, unless otherwise indicated: 1. Prepare masonry surfaces so they are smooth and free from projections that could puncture flashing. Where flashing is within mortar joint, place through -wall flashing on sloping bed of mortar and cover with mortar. Before covering with mortar, seal penetrations in flashing as ..,.,,,...mended by flashing manufacturer. 2. At lintels and shelf angles, extend flashing a minimum of 6 inches (150 nun) into masonry at each end. At heads and sills, extend flashing 6 inches (150 mm) at ends and turn up not less than 2 inches (50 mm) to form end dams. Yr UNIT MASONRY r- UM im 3. Install metal drip edges beneath flexible flashing at exterior face of wall. Stop flexible flashing 1/2 inch (13 mm) back from outside face of wall and adhere flexible flashing to top of metal drip edge. 4. Install metal flashing termination beneath flexible flashing at exterior face of wall. Stop flexible flashing 1/2 inch (13 mm) back from outside face of wall and adhere flexible flashing to top of metal flashing termination. C. Install weep holes in head joints in exterior wythes of first course of masonry immediately above embedded flashing and as follows: 1. Use specified weep/vent products or open head joints to form weep holes. 2. Space weep holes 24 inches (600 mm) o.c., unless otherwise indicated. 3. Cover cavity side of weep holes with plastic insect screening at cavities insulated with loose -fill insulation. D. Place cavity drainage material in cavities to comply with configuration requirements for cavity drainage material in Part 2 "Miscellaneous Masonry Accessories" Article. E. Install vents in head joints in exterior wythes at spacing indicated. Use specified weep /vent products to form vents. 1. Close cavities off vertically and horizontally with blocking in manner indicated. Install through -wall flashing and weep holes above horizontal blocking. 3.9 REINFORCED UNIT MASONRY INSTALLATION A. Temporary Formwork and Shores. Construct formwork and shores as needed to support reinforced masonry elements during construction. 1. Construct formwork to provide shape, line, and dimensions of completed masonry as indicated. Make forms sufficiently tight to prevent leakage of mortar and grout. Brace, tie, and support forms to maintain position and shape during construction and curing of reinforced masonry. 2. Do not remove forms and shores until reinforced masonry members have hardened sufficiently to carry their own weight and other temporary loads that may be placed on them during construction. B. Placing Reinforcement: Comply with requirements in ACI 530.1 /ASCE 6/fMS 602. C. Grouting: Do not place grout until entire height of masonry to be grouted has attained enough strength to resist grout pressure. 1. Comply with requirements in ACI 530.1 /ASCE 6/TMS 602 for cleanouts and for grout placement, including minimum grout space and maximum pour height. 2. Limit height of vertical grout pours to not more than 60 inches (1520 mm). UNIT MASONRY 042000 -14 lr 3.10 FIELD QUALITY CONTROL A. Inspectors: Owner will engage qualified independent inspectors to perform inspections and it prepare reports. Allow inspectors access to scaffolding and work areas, as needed to perform inspections. 1. Place grout only after inspectors have verified compliance of grout spaces and grades, sizes, and locations of reinforcement. B. Testing Agency: Owner will engage a qualified independent testing and inspecting agency to perform field tests and inspections indicated below and prepare test reports: 9 W W W W W 6 L71 W W W W 16 1. Payment for these services will be made by Owner. C. Testing Frequency: One set of tests for each 5000 sq. ft. (465 sq. m) of wall area or portion thereof. D. Concrete Masonry Unit Test: For each type of unit provided, per ASTM C 140. E. Mortar Test (Property Specification): For each mix provided, per ASTM C 780. Test mortar for mortar air content and compressive strength. F. Grout Test (Compressive Strength): For each mix provided, per ASTM C 1019. 3.11 PARGING A. Parge exterior faces of below -grade masonry walls, where indicated, in 2 uniform coats to a total thickness of 3/4 inch (19 nun) with a steel -trowel finish. Fort a wash at top of parging and a cove at bottom. Damp -cure parging for at least 24 hours and protect parging until cured. 3.12 CLEANING A. hi- Progress Cleaning: Clean unit masonry as work progresses by dry brushing to remove mortar fins and smears before tooling joints. B. Final Cleaning: After mortar is thoroughly set and cured, clean exposed masonry as follows: 1. Test cleaning methods on sample wall panel; leave one -half of panel uncleaned for comparison purposes. 2. Protect adjacent surfaces from contact with cleaner. 3. Wet wall surfaces with water before applying cleaners; remove cleaners promptly by rinsing surfaces thoroughly with clear water. 4. Clean brick by bucket and -brush hand cleaning method described in BIA Technical Notes 20. 5. Clean masonry with a proprietary acidic cleaner applied according to manufacturer's written instructions. 6. Clean concrete masonry by cleaning method indicated in NCMA TEK 8 -2A applicable to type of stain on exposed surfaces. UNIT MASONRY 042000-15 w 3.13 MASONRY WASTE DISPOSAL A. Waste Disposal as Fill Material: Dispose of clean masonry waste, including excess or soil - contaminated sand, waste mortar, and broken masonry units, by crushing and mixing with fill material as fill is placed. 1. Do not dispose of masonry waste as fill within 18 inches (450 mm) of finished grade. 2. Remove excess clean masonry waste that cannot be used as fill, as described above, and other masonry waste, and legally dispose of off Owner's property. END OF SECTION 042000 UNIT MASONRY 042000 -16 SECTION 051200 - STRUCTURAL STEEL FRAMING PART 1 - GENERAL 1.1 SUMMARY A. This Section includes structural steel and grout. 1.2 PERFORMANCE REQUIREMENTS A. Connections: Provide details of simple shear connections required by the Contract Documents to be selected or completed by structural -steel fabricator to withstand ASD- serviceloads indicated and comply with other information and restrictions indicated. 1. Select and complete connections using AISC's "Manual of Steel Construction, Allowable Stress Design," Part 4. 1.3 SUBMITTALS A. Product Data: For each type of product indicated. B. Shop Drawings: Show fabrication of structural -steel components. C. Welding certificates. D. Mill test reports. E. Source quality - control test reports. 1.4 QUALITY ASSURANCE A. Fabricator Qualifications: A qualified fabricator who participates in the AISC Quality Certification Program and is designated an AISC- Certified Plant. B. Welding: Qualify procedures and personnel according to AWS D1.1, "Structural Welding Code — Steel." PART 2 - PRODUCTS 2.1 STRUCTURAL -STEEL MATERIALS A. W- Shapes: ASTM A 992/A 992M. B. Channels, Angles, M, S- Shapes: ASTM A 36/A 36M . STRUCTURAL STEEL FRAMING 051200 -1 C. Plate and Bar. ASTM A 36/A 36M. D. Cold- Formed Hollow Structural Sections: ASTM A 500, Grade B , structural tubing. E. Steel Pipe: ASTM A 53/A 53M, Type E or S, Grade B. F. Welding Electrodes: Comply with AWS requirements. 2.2 BOLTS, CONNECTORS, AND ANCHORS A. High - Strength Bolts, Nuts, and Washers: ASTM A 325 (ASTM A 325M), Type 1, heavy hex steel structural bolts. 1. Finish: Hot -dip zinc coating, ASTM A 153/A 153M, Class C. D. Shear Connectors: ASTM A 108, Grades 1015 through 1020, headed -stud type, cold - finished carbon steel; AWS D1.1, Type B. E. Unheaded Anchor Rods: ASTM F 1554, Grade 55, weldable. 1. Configuration: Hooked. 2. Finish: Hot - dip zinc coating, ASTM A 153/A 153M, Class . F. Headed Anchor Rods: ASTM F 1554, Grade 55, weldable, straight. 1. Finish: Hot -dip zinc coating, ASTM A 153/A 153M, Class C . G. Threaded Rods: ASTM A 36/A 36M. 1. Finish: [Plain]- Hot -dip zinc coating, ASTM A 153/A 153M, Class C. 2.3 PRIMER A. Primer: SSPC -Paint 25, Type II, iron oxide, zinc oxide, raw linseed oil, and alkyd. B. Primer: Fabricator's standard lead- and chromate -free, nonasphaltic, rust - inhibiting primer. 2.4 GROUT A. Metallic, Shrinkage - Resistant Grout: ASTM C 1107, factory- packaged, metallic aggregate grout, mixed with water to consistency suitable for application and a 30- minute working time. B. Nonmetallic, Shrinkage - Resistant Grout: ASTM C 1107, factory- packaged, nonmetallic aggregate grout, noncorrosive, nonstaining, mixed with water to consistency suitable for application and a 30- minute working time. STRUCTURAL STEEL FRAMING 051200 - 2 ■ 2.5 FABRICATION A. Structural Steel: Fabricate and assemble in shop to greatest extent possible. Fabricate according to AISC's "Code of Standard Practice for Steel Buildings and Bridges" and AISC's "Specification for Structural Steel Buildings— Allowable Stress Design and Plastic Design ." B. Shear Connectors: Prepare steel surfaces as recommended by manufacturer of shear connectors. Use automatic end welding of headed -stud shear connectors according to AWS D1.1 and manufacturer's written instructions. 2.6 SHOP CONNECTIONS A. High - Strength Bolts: Shop install high - strength bolts according to RCSC's "Specification for Structural Joints Using ASTM A 325 or A 490 Bolts" for type of bolt and type of joint specified. 1. Joint Type: Snug tightened. B. Weld Connections: Comply with AWS D1.1 for welding procedure specifications, tolerances, appearance, and quality of welds and for methods used in correcting welding work. 2.7 SHOP PRIMING A. Shop prime steel surfaces except the following: 1. Surfaces embedded in concrete or mortar. Extend priming of partially embedded members to a depth of 2 inches (50 mm). 2. Surfaces to be field welded. 3. Surfaces to be high - strength bolted with slip - critical connections. 4. Surfaces to receive sprayed fire - resistive materials. 5. Galvanized surfaces. B. Surface Preparation: Clean surfaces to be painted. Remove loose rust and mill scale and spatter, slag, or flux deposits. Prepare surfaces according to the following specifications and standards: 1. SSPC -SP 2, "Hand Tool Cleaning." 2. SSPC -SP 3, "Power Tool Cleaning." C. Priming: Immediately after surface preparation, apply primer according to manufacturer's written instructions and at rate recommended by SSPC to provide a dry film thickness of not less than 1.5 mils (0.038 mm). Use priming methods that result in full coverage of joints, comers, edges, and exposed surfaces. 2.8 SOURCE QUALITY CONTROL A. Owner will engage an independent testing and inspecting agency to perform shop tests and inspections and prepare test reports. Comply with testing and inspection requirements of Part 3, Article "Field Quality Control." STRUCTURAL STEEL FRAMING 051200 - 3 B. Correct deficiencies in Work that test reports and inspections indicate does not comply with the Contract Documents. C. In addition to visual inspection, shop - welded shear connectors will be tested and inspected according to requirements in AWS D1.1 for stud welding. PART 3 - EXECUTION 3.1 ERECTION A. Examination: Verify elevations of concrete- and masonry- bearing surfaces and locations of anchor rods, bearing plates, and other embedments, with steel erector present, for compliance with requirements. I . Proceed with installation only after unsatisfactory conditions have been corrected. B. Set structural steel accurately in locations and to elevations indicated and according to AISC's "Code of Standard Practice for Steel Buildings and Bridges" and "Specification for Structural Steel Buildings — Allowable Stress Design and Plastic Design." C. Base and Bearing Plates: Clean concrete- and masonry- bearing surfaces of bond- reducing materials, and roughen surfaces prior to setting base and bearing plates. Clean bottom surface of base and bearing plates. 1. Set base and bearing plates for structural members on wedges, shims, or setting nuts as required. 2. Weld plate washers to top of base plate. 3. Snug - tighten anchor rods after supported members have been positioned and plumbed. Do not remove wedges or shims but, if protruding, cut off flush with edge of base or bearing plate before packing with grout. 4. Promptly pack grout solidly between bearing surfaces and base or bearing plates so no voids remain. Neatly finish exposed surfaces; protect grout and allow to cure. Comply with manufacturer's written installation instructions for shrinkage - resistant grouts. D. Maintain erection tolerances of structural steel within AISC's "Code of Standard Practice for Steel Buildings and Bridges." 3.2 FIELD CONNECTIONS A. High- Strength Bolts: Install high - strength bolts according to RCSC's "Specification for Structural Joints Using ASTM A 325 or A 490 Bolts" for type of bolt and type of joint specified. I . Joint Type: Snug tightened B. Weld Connections: Comply with AWS D1.1 for welding procedure specifications, tolerances, appearance, and quality of welds and for methods used in correcting welding work. STRUCTURAL STEEL FRAMING 051200 - 4 1. Comply with AISC's "Code of Standard Practice for Steel Buildings and Bridges" and "Specification for Structural Steel Buildings — Allowable Stress Design and Plastic Design for bearing, adequacy of temporary connections, alignment, and removal of paint on surfaces adjacent to field welds. 3.3 FIELD QUALITY CONTROL A. Testing Agency: Owner will engage a qualified independent testing and inspecting agency to inspect field welds and high - strength bolted connections. B. Bolted Connections: Shop - bolted connections will be inspected according to RCSC's "Specification for Structural Joints Using ASTM A 325 or A 490 Bolts." C. Welded Connections: Field welds will be visually inspected according to AWS D1.1. 1. In addition to visual inspection, field welds will be tested according to AWS DI.1 and the following inspection procedures, at testing agency's option: D. Correct deficiencies in Work that test reports and inspections indicate does not comply with the Contract Documents. END OF SECTION 051200 a. Liquid Penetrant Inspection: ASTM E 165. b. Magnetic Particle Inspection: ASTM E 709; performed on root pass and on finished weld. Cracks or zones of incomplete fusion or penetration will not be accepted. c. Ultrasonic Inspection: ASTM E 164. d. Radiographic Inspection: ASTM E 94. STRUCTURAL STEEL FRAMING 051200 - 5 SECTION 052100 - STEEL JOIST FRAMING PART 1 - GENERAL 1.1 SUMMARY A. This Section includes the following: 1. K -series steel joists. 3. K -series steel joist substitutes. 4. Long -span steel joists. 5. Joist girders. 6. Joist accessories. 1.2 SUBMITTALS A. Product Data: For each type of joist, accessory, and product indicated. B. Shop Drawings: Show layout, designation, number, type, location, and spacings of joists. Include joining and anchorage details, bracing, bridging, joist accessories; splice and connection locations and details; and attachments to other construction. C. Welding certificates. D. Manufacturer certificates. E. Mill Certificates: For bolts. F. Field quality-control test and inspection reports. G. Research/Evaluation reports. 1.3 QUALITY ASSURANCE A. Manufacturer Qualifications: A manufacturer certified by the Steel Joist Institute (SJI) to manufacture joists complying with SJI standard specifications and load tables. B. SJI Specifications: Comply with SJPs "Standard Specifications, Load Tables and Weight Tables for Steel Joists and Joist Girders" (hereafter, Sirs " Specifications ") that are applicable to types of joists indicated. C. Welding: Q alify procedures and personnel according to AWS DI.1/D1.IM, "Structural Welding Code - Steel." STEEL JOIST FRAMING 052100 -1 1.4 DELIVERY, STORAGE, AND HANDLING A. Deliver, store, and handle joists as recommended in SJI's "Specifications." PART 2- PRODUCTS 2.1 MATERIALS A. Steel: Comply with SJI's "Specifications" for web and steel -angle chord members. B. Carbon -Steel Bolts and Threaded Fasteners: ASTM A 307, Grade A , carbon - steel, hex -head bolts and threaded fasteners; carbon -steel nuts; and flat, =hardened steel washers. 1. Finish: Hot -dip zinc coating, ASTM A 153/A 153M, Class C C. High- Strength Bolts, Nuts, and Washers: ASTM A 325 , Type 1, heavy hex steel structural bolts; ASTM A 563 heavy hex carbon -steel nuts; and ASTM F 436 hardened carbon -steel washers. 1. FinishHot-dip zinc coating, ASTM A 153/A 153M, Class C . D. Primer: SSPC -Paint 15, or manufacturer's standard shop primer complying with performance requirements in SSPC -Paint 15. 2.2 K- SERIES STEEL JOISTS A. Manufacture steel joists of type indicated according to "Standard Specifications for Open Web Steel Joists, K- Series" in SDI's "Specifications," with steel -angle top- and bottom-chord members, underslung ends, and parallel top chord 1. Joist Type: K- series steel joists. B. Steel Joist Substitutes: Manufacture according to "Standard Specifications for Open Web Steel Joists, K- Series" in SJI's "Specifications," with steel -angle or - channel members. 2.3 LONG -SPAN STEEL JOISTS A. Manufacture steel joists according to "Standard Specifications for Longspan Steel Joists, LH- Series and Deep Longspan Steel Joists, DLH- Series" in SJI's "Specifications, " with steel -angle top- and bottom-chord members; of joist type as follows and end and top -chord arrangements indicated. 1. Joist Type: LH -series steel joists. STEEL JOIST FRAMING 052100 - 2 r. w 2.4 JOIST GIRDERS A. Manufacture joist girders according to "Standard Specifications for Joist Girders" in SJI's yrr "Specifications," with steel -angle top- and bottom -chord members and with end and top-chord arrangements as indicated. 2.5 JOIST ACCESSORIES A. Bridging: Provide bridging anchors and number of rows of horizontal and diagonal bridging of material, size, and type required by SJI's "Specifications" for type of joist, chord size, spacing, and span. Furnish additional erection bridging if required for stability. Wr B. Bridging: Schematically indicated. Detail and fabricate'according to SJI's "Specifications." Furnish additional erection bridging if required for stability. C. Supply ceiling extensions, either extended bottom-chord elements or a separate extension unit of enough strength to support ceiling construction. Extend ends to within 1/2 inch (13 mm) of finished wall surface, unless otherwise indicated. D. Supply miscellaneous accessories, including splice plates and bolts required by joist manufacturer to complete joist installation. 2.6 CLEANING AND SHOP PAINTING Wr A. Clean and remove loose scale, heavy rust, and other foreign materials from fabricated joists and accessories. Apply 1 coat of shop primer. Wi PART 3 EXECUTION W 3.1 INSTALLATION A. Do not install joists until supporting construction is in place and secured. W B. Install joists and accessories plumb, square, and true to line; securely fasten to supporting construction according to SJrs "Specifications," joist manufacturer's written endations, and requirements in this Section. 1. Before installation, splice joists delivered to Project site in more than one piece. Yr 2. Space, adjust, and align joists accurately in location before permanently fastening. 3. Install temporary bracing and erection bridging, connections, and anchors to that joists are stabilized during construction. k' C. Field weld joists to supporting steel bearing plates and framework. Coordinate welding sequence and procedure with placement of joists. Comply with AWS requirements and procedures for welding, appearance and quality of welds, and methods used in correcting r welding work. D. Bolt joists to supporting steel framework using carbon -steel bolts. it STEEL JOIST FRAMING 052100-3 Ws E. Bolt joists to supporting steel framework using high- strength structural bolts. Comply with Research Council on Structural Connections' "Specification for Structural Joints Using ASTM A 325 or ASTM A 490 Bolts" for high - strength structural bolt installation and tightening requirements. F. Install and connect bridging concurrently with joist erection, before construction loads are applied. Anchor ends of bridging lines at top and bottom chords if terminating at walls or beams. 3.2 FIELD QUALITY CONTROL A. Testing Agency: Owner will engage a qualified independent testing and inspecting agency to inspect field welds and bolted connections and to perform field tests and inspections and prepare test and inspection reports. END OF SECTION 052100 STEEL JOIST FRAMING 052100 - 4 SECTION 053100 - STEEL DECKING PART 1 - GENERAL 1.1 SUMMARY A. This Section includes the following: I . Roof deck. 1.2 SUBMITTALS A. Product Data: For each type of deck, accessory, and product indicated. B. Shop Drawings: Show layout and types of deck panels, anchorage details, reinforcing channels, pans, cut deck openings, special jointing, accessories, and attachments to other construction. C. Product certificates. D. Welding certificates. E. Field quality-control test and inspection reports. F. Research/Evaluation Reports: For steel deck. 1.3 QUALITY ASSURANCE A. Welding: Qualify procedures and personnel according to AWS D1.3, "Structural Welding Code - Sheet Steel." B. Fire-Test- Response Characteristics: Where indicated, provide steel deck units identical to those tested for fire resistance per ASTM E 119 by a testing and inspecting agency acceptable to authorities having jurisdiction. 1. Fire - Resistance Ratings: Indicated by design designations of applicable testing and inspecting agency. 2. Steel deck units shall be identified with appropriate markings of applicable testing and inspecting agency. C. AISI Specifications: Comply with calculated structural characteristics of steel deck according to AISPs "North American Specification for the Design of Cold- Formed Steel Structural Members." STEEL DECKING 053100 -1 1.4 DELIVERY, STORAGE, AND HANDLING A. Protect steel deck from corrosion, deformation, and other damage during delivery, storage, and handling. B. Stack steel deck on platforms or pallets and slope to provide drainage. Protect with a waterproof covering and ventilate to avoid condensation. PART 2 - PRODUCTS 2.1 MANUFACTURERS A. Available Manufacturers: Subject to compliance with requirements, manufacturers offering products that may be incorporated into the Work include, but are not limited to, the following. B. Manufacturers: Subject to compliance with requirements, provide products by one of the following: 1. ASC Profiles, Inc. 2. Canam Steel Corp.;The Canam Manac Group. 3. Consolidated Systems, Inc. 4. DACS, Inc. 5. D -Mac Industries Inc. 6. Epic Metals Corporation. 7. Marlyn Steel Decks, Inc. 8. New Millennium Building Systems, LLC. 9. Nucor Corp.; Vulcraft Division. 10. Roof Deck, Inc. 11. United Steel Deck, Inc. 12. Valley Joist; Division of EBSCO Industries, Inc. 13. Verco Manufacturing Co. 14. Wheeling Corrugating Company; Div. of Wheeling- Pittsburgh Steel Corporation. 2.2 ROOF DECK A. Steel Roof Deck: Fabricate panels, without top -flange stiffening grooves, to comply with "SDI Specifications and Commentary for Steel Roof Deck," in SDI Publication No. 30, and with the following: 2. Galvanized Steel Sheet: ASTM A 653/A 653M, Structural Steel (SS), Grade 33 (230) , 060 (ZI80), G90 (Z275) zinc coating. 4. Deck Profile: As indicated. 5. Profile Depth: As indicated 6. Design Uncoated-Steel Thickness: As indicated. 7. STEEL DECKING 053100 - 2 0 IN 2.5 ACCESSORIES A. General: Provide manufacturer's standard accessory materials for deck that comply with Iri requirements indicated. B. Mechanical Fastener;: Corrosion- resistant, low velocity, power- actuated or pneumatically jy driven carbon -steel fasteners; or self drilling, self threading screws. C. Side-Lap Fasteners: Corrosion- resistant, hexagonal washer head; self drilling, carbon -steel 6, screws, No. 10 (4.8 -mm) minimum diameter. D. Flexible Closure Strips: Vulcanized, closed -cell, synthetic rubber. 6 E. Miscellaneous Sheet Metal Deck Accessories: Steel sheet, minimum yield strength of 33,000 psi (230 MPa), not less than 0.0359 -inch (0.91 -mm) design uncoated thickness, of same material and finish as deck; of profile indicated or required for application. 6 F. Repair Paint: Manufacturer's standard rust- inhibitive primer of same color as primer. ii PART 3- EXECUTION ibd 3.1 INSTALLATION A. Install deck panels and accessories according to applicable specifications and c..... .itary in ii SDI Publication No. 30, manufacturer's written instructions, requirements in this Section, and as indicated. y B. Place deck panels on supporting frame and adjust to final position with ends accurately aligned and bearing on supporting fimme before being permanently fastened. Do not stretch or contract side -lap interlocks. C. Place deck panels flat and square and fasten to supporting frame without warp or deflection iJ it it I- IN w D. Cut and neatly fit deck panels and accessories around openings and other work projecting through or adjacent to deck. E, Provide additional reinforcement and closure pieces at openings as required for strength, continuity of deck, and support of other work F. Comply with AWS requirements and procedures for manual shielded metal arc welding, appearance and quality of welds, and methods used for correcting welding work G. Mechanical fasteners may be used in lieu of welding to fasten deck Locate mechanical fasteners and install according to deck manufacturer's written instructions. H. End Bearing: Install deck ends over supporting frame with a minimum end bearing of 1 -1/2 inches (38 mm), STEEL DECKING 053100-3 ■s I. Roof Sump Pans and Sump Plates: Install over openings provided in roof deck and weld flanges to top of deck. Space welds not more than 12 inches (305 mm) apart with at least one weld at each corner. I. Install reinforcing channels or zees in ribs to span between supports and weld. J. Miscellaneous Roof -Deck Accessories: Install ridge and valley plates, finish strips, end closures, and reinforcing channels according to deck manufacturer's written instructions. Weld to substrate to provide a complete deck installation. 1. Weld cover plates at changes in direction of roof -deck panels, unless otherwise indicated. K. Pour Stops and Girder Fillers: Weld steel sheet pour stops and girder fillers to supporting structure according to SDI recommendations , unless otherwise indicated. L. Floor -Deck Closures: Weld steel sheet column closures, cell closures, and Z- closures to deck, according to SDI recommendations, to provide tight -fitting closures at open ends of ribs and sides of deck. 3.2 FIELD QUALITY CONTROL A. Testing Agency Owner will engage} a qualified independent testing and inspecting agency to perform field tests and inspections and prepare test reports. B. Field welds will be subject to inspection. C. Testing agency will report inspection results promptly and in writing to Contractor and Architect. D. Remove and replace work that does not comply with specified requirements. E. Additional inspecting, at Contractor's expense, will be performed to determine compliance of corrected work with specified requirements. 3.3 REPAIRS A Galvanizing Repairs: Prepare and repair damaged galvanized coatings on both surfaces of deck with galvanized repair paint according to ASTM A 780 and manufacturer's written instructions. B. Repair Painting: Wire brush and clean rust spots, welds, and abraded areas on both surfaces of prime- painted deck immediately after installation, and apply repair paint. END OF SECTION 053100 STEEL DECKING 053100 - 4 Im SECTION 055000 METAL FABRICATIONS 16 PARTI- GENERAL 1W 1.2 SUBMITTALS A. Product Data: For the following: I Metal nosings and treads. 2. Grout. ilr B. Shop Drawings: Include plans, elevations, sections, and details of metal fabrications and their connections. Show anchorage and accessory items. 6 PART 2- PRODUCTS im 2.1 MANUFACTURERS A. In other Part 2 articles where titles below introduce lists, the following requirements apply to w product selection: 1. Available Products: Subject to compliance with requirements, products that may be y incorporated into the Work include, but are not limited to, products specified. 2. Products: Subject to compliance with requirements, provide one of the products specified. W METAL FABRICATIONS 055000-1 am 1.1 SUMMARY A. This Section includes the following: Yr 1. Miscellaneous steel framing and supports. 2. Steel weld plates and angles. im 3. Metal ladders and safety cages. 4. Metal bollards. 5. Pipe guards. 6 6. Bicycle racks. 7. Abrasive metal nosings and treads. B. See Division 05 Section "Metal Stairs" for metal -fiamed stairs. V C. See Division 05 Section "Pipe and Tube Railings" for metal pipe and tube railings. Wr D. See Division 05 Section "Metal Gratings" for metal gratings. E. See Division 05 Section "Decorative Metal" for ornamental metal items. im F. See Division 05 Section "Decorative Metal Railings" for ornamental metal railings. 1W 1.2 SUBMITTALS A. Product Data: For the following: I Metal nosings and treads. 2. Grout. ilr B. Shop Drawings: Include plans, elevations, sections, and details of metal fabrications and their connections. Show anchorage and accessory items. 6 PART 2- PRODUCTS im 2.1 MANUFACTURERS A. In other Part 2 articles where titles below introduce lists, the following requirements apply to w product selection: 1. Available Products: Subject to compliance with requirements, products that may be y incorporated into the Work include, but are not limited to, products specified. 2. Products: Subject to compliance with requirements, provide one of the products specified. W METAL FABRICATIONS 055000-1 am 3. Available Manufacturers: Subject to compliance with requirements, manufacturers offering products that may be incorporated into the Work include, but are not limited to, manufacturers specified. 4. Manufacturers: Subject to compliance with requhewents, provide products by one of the manufacturers specified. 2.2 METALS A. Metal Surfaces, General: Provide materials with smooth, flat surfaces without blemishes. B. Ferrous Metals: 1. Steel Plates, Shapes, and Bars: ASTM A 36/A 36M. 2. Stainless -Steel Bars and Shapes: ASTM A 276, Type 304. 3. Rolled -Steel Floor Plate: ASTM A 786/A 786M, rolled from plate complying with ASTM A 36/A 36M or ASTM A 283/A 283M, Grade C or D. 4. Abrasive - Surface Floor Plate: Steel plate with abrasive granules rolled into surface or with abrasive material metallically bonded to steel by a proprietary process. C. Nonferrous Metals: 2.3 FASTENERS a. [Available ]Products: 1) IKG Industries, a Harsco company; Mebac. 2) W. S. Molnar Company; SIipNOT. 5. Steel Tubing: ASTM A 500, cold - formed steel tubing. 6. Steel Pipe: ASTM A 53/A 53M, standard weight (Schedule 40), unless another weight is indicated or required by structural loads. 7. Slotted Channel Framing: Cold- formed metal channels complying with MFMA -3, 1 -5/8 by 1 -5/8 inches (41 by 41 mm). Channels made from galvanized steel complying with ASTM A 653/A 653M, structural steel, Grade 33 (Grade 230), with G90 (Z275) coating; 0.079 -inch (2 -mm) nominal thickness. 8. Cast Iron: ASTM A 48/A 48M, Class 30, unless another class is indicated or required by structural loads. 1. Aluminum Extrusions: ASTM B 221 (ASTM B 221M), alloy 6063 -T6. 2. Aluminum-Alloy Rolled Tread Plate: ASTM B 632B 632M, alloy 6061 -T6. 3. Aluminum Castings: ASTM B 26B 26M, Alloy 443.0 -F. A. General; Type 304 stainless -steel fasteners for exterior use and zinc - plated fasteners with coating complying with ASTM B 633, Class Fe/Zn 5, at exterior walls. Provide stainless -steel fasteners for fastening aluminum. Select fasteners for type, grade, and class required. B. Cast -in -Place Anchors in Concrete: Threaded or wedge type; galvanized ferrous castings, either ASTM A 47/A 47M malleable iron or ASTM A 27/A 27M cast steel. Provide bolts, washers, and shims as needed, hot -dip galvanized per ASTM A 1 53/A I 53M. METAL FABRICATIONS 055000 - 2 ■ 2.4 MISCELLANEOUS MATERIALS A. Universal Shop Primer. Fastcuring, lead- and chromate -free, universal modified -alkyd primer complying with MPI #79. B. Zinc -Rich Primer: Complying with SSPC -Paint 20 or SSPC -Paint 29 and compatible with topcoat. 1. Available Products: a. Benjamin Moore & Co.; Epoxy Zinc -Rich Primer CM18/19. b. Carboline Company; Carbozinc 621. c. ICI Devoe Coatings; Catha -Coat 313. d. International Coatings Limited; Interzinc 315 Epoxy Zinc -Rich Primer. e. PPG Architectural Finishes, Inc.; Aquapon Zinc -Rich Primer 97 -670. f. Sherwin - Williams Company (The); Corothane I GalvaPac Zinc Primer. C. Galvanizing Repair Paint: SSPC -Paint 20, high- zinc - dust - content paint for regalvanizing welds in steel. D. Nonshrink, Nonmetallic Grout: Factory- packaged, nonstaining, noncorrosive, nongaseous grout complying with ASTM C 1107. E. Concrete Materials and Properties: Comply with requirements in Division 03 Section "Cast -in- Place Concrete" for normal- weight, air - entrained, ready -mix concrete with a minimum 28-day compressive strength of 3000 psi (20 MPa), unless otherwise indicated. 2.5 FABRICATION A. General: Preassemble items in the shop to greatest extent possible. Use connections that maintain structural value of joined pieces. 1. Cut, drill, and punch metals cleanly and accurately. Remove burrs and ease edges. Remove sharp or rough areas on exposed surfaces. 2. Weld corners and seams continuously. Use materials and methods that minimize distortion and develop strength and corrosion resistance of base metals. Obtain fusion without undercut or overlap. Remove welding flux immediately. Finish exposed welds smooth and blended. 3. Form exposed connections with hairline joints, flush and smooth, using concealed fasteners where possible. Locate joints where least conspicuous. 4. Fabricate seams and other connections that will be exposed to weather in a manner to exclude water. Provide weep holes where water may accumulate. 5. Where units are indicated to be cast into concrete or built into masonry, equip with integrally welded steel strap anchors, not less than 24 inches (600 mm) o.c. B. Miscellaneous Framing and Supports: Provide steel framing and supports not specified in other Sections as needed to complete the Work. Fabricate units from steel shapes, plates, and bars of welded construction. Cut, drill, and tap units to receive hardware, hangers, and similar items. METAL FABRICATIONS 055000 - 3 1. Fabricate steel girders for wood frame construction from continuous steel shapes. Where wood nailers are attached to girders with bolts or lag screws, drill holes at 24 inches (600 mm) o.c. 2. Fabricate steel pipe columns for supporting wood frame construction with steel baseplates and top plates welded to pipe with fillet welds the same size as pipe wall thickness. C. Shelf Angles: Fabricate shelf angles of sizes indicated and for attachment to framing. Fabricate with horizontally slotted holes to receive 3/4 -inch (19 -mm) bolts, spaced not more than 6 inches (150 mm) from ends and 24 inches (600 mm) o.c. 1. Shelf Angles in Exterior Walls: Prime with zinc -rich primer. 2. Furnish wedge -type concrete inserts, complete with fasteners, to attach shelf angles to cast -in -place concrete. D. Loose Bearing and Leveling Plates: Provide loose bearing and leveling plates for steel items bearing on masonry or concrete construction. Drill plates to receive anchor bolts. E. Miscellaneous Steel Trim: Fabricate units from steel shapes, plates, and bars of profiles shown with continuously welded joints and smooth exposed edges. Miter comers and use concealed field splices where possible. Provide cutouts, fittings, and anchorages as needed to coordinate assembly and installation with other work. 1. Exterior Miscellaneous Steel Trim: Prime with zinc -rich primer. F. Metal Ladders and Safety Cages: Comply with ANSI A14.3, unless otherwise indicated. 1. Elevator Pit Ladders: Comply with ASME A17.1. 2. Space siderails 18 inches (457 mm) apart, unless otherwise indicated. 3. Steel Ladder Construction: Flat bar siderails, with 3/4 -inch- (19 -mm -) diameter steel bar rungs fitted in centerline of siderails, plug - welded, and ground smooth on outer rail faces. Provide nonslip surfaces on top of each rung. 4. Aluminum Ladder Construction: Extruded channel or tube siderails, not less than 2 -1/2 inches (64 mm) deep, 3/4 inch (19 mm) wide, and 1/8 inch (3.2 mm) thick; with extruded tube rungs, not less than 3/4 inch (19 mm) deep and not less than 1/8 inch (3.2 mm) thick, fitted into centerline of siderails and fastened by welding or with stainless -steel fasteners or brackets and aluminum rivets. Provide rungs with ribbed tread surfaces. 5. Fabricate ladder safety cages to comply with ANSI A14.3. Fabricate from same metal as ladders to which safety cages are attached and assemble by welding or riveting. 6. Exterior Steel Ladders [and Safety Cages]: [Galvanize] [Prime with zinc -rich primer]. G. Metal Bollards: Fabricate from Schedule 40 steel pipe 1/4 -inch (6.4 -mm) wall - thickness rectangular steel tubing. 1. Cap bollards with 1/4 -inch- (6 -mm -) thick steel plate. 2. Fabricate bollards with 3/8 -inch- (10 -mm -) thick steel baseplates for bolting to concrete slab. Drill baseplates at all four corners for 3/4 -inch (19 -mm) anchor bolts. 3. Fabricate sleeves for bollard anchorage from steel pipe or tubing with 1/4 -inch- (6 -mm -) thick steel plate welded to bottom of sleeve. METAL FABRICATIONS 055000 - 4 ■ is Yr H. Pipe Guards: Fabricate from 3/8 -inch- (9.5 -mm thick by 12 -inch- (300 -mm wide steel plate, bent to fit flat against the wall or column at both ends and to fit around pipe with 2 -inch (50- mm) clearance between pipe and pipe guard. Drill each end for two 3/4 -inch (19 -mm) anchor ly bolts. I. Bicycle Racks: Fabricate from Schedule 40 steel pipe, fully welded together. kVA 1. Fabricate with NPS 3 (DN 80) top rails and end posts, NPS 1 -1/2 (DN 40) bottom rails, and NPS 3/4 (DN 20) vertical separators at approximately 8 inches (200 mm) o.c. 2. Make top rails 36 inches (900 mm) above pavement/floor and bottom rails 4 inches (100 W nun) above pavement/floor. 3. Fabricate end posts with 1/4 -inch- (6.4 -mm thick steel baseplates for bolting to concrete slab. Drill end post baseplates at all 4 corners for 1/2 -inch (12.7 -mm) anchor bolts. W 4. Finish: Galvanize or Prime with zinc -rich primer. J. Abrasive Metal Nosings Treads and Thresholds. W 1. Cast -Metal Units: Cast gray iron, Class 20, with an integral abrasive finish. ]fr a. Available Manufacturers: 1) American Safety Tread Co., Inc. 2) Balco Inc. W 3) Barry Pattern Foundry Co., Inc. 4) Granite State Casting Co. 5) Safe -T -Metal Co. 6) Wooster Products Inc. 2. Extruded Units: Aluminum, with abrasive filler in an epoxy -resin binder. a. Available Manufacturers: bi a METAL FABRICATIONS 11TRI W 1) ACL Industries, Inc. 2) American Safety Tread Co., Inc. 3) Amstep Products. 4) Armstrong Products, Inc. W 5) Balco Inc. 6) Granite State Casting Co. 7) Wooster Products Inc. W b. Provide ribbed units, with abrasive filler strips projecting 1/16 inch (1.5 mm) above aluminum extrusion. y C. Provide solid- abrasive -type units without ribs. 3. Provide anchors for embedding units in concrete, either integral or applied to units. 4. Drill for mechanical anchors and countersink. Locate not more than 4 inches (100 mm) from ends and not more than 12 inches (300 mm) o.c. bi a METAL FABRICATIONS 11TRI W 2.6 FINISHES A. Comply with NAAMM's "Metal Finishes Manual for Architectural and Metal Products" for recommendations for applying and designating finishes. Finish metal fabrications after assembly. B. Steel and Iron Finishes: 1. Hot -dip galvanize items as indicated to comply with ASTM A 1 23/A 123M or ASTM A 153/A 153M as applicable. 2. Preparation for Shop Priming: Prepare uncoated ferrous -metal surfaces to comply with requirements indicated below for environmental exposure conditions of installed metal fabrications: a. Exteriors (SSPC Zone IB) and Items Indicated to Receive Zinc -Rich Primer: SSPC -SP 6/NACE No. 3, "Commercial Blast Cleaning." b. Interiors (SSPC Zone 1A): SSPC -SP 3, "Power Tool Cleaning." 3. Shop Priming: Apply shop primer to uncoated surfaces of metal fabrications, except those with galvanized finishes and those to be embedded in concrete, sprayed -on fireproofing, or masonry, to comply with SSPC -PA 1, "Paint Application Specification No. 1: Shop, Field, and Maintenance Painting," for shop painting. PART 3 - EXECUTION 3.1 INSTALLATION A. General: Perform cutting, drilling, and fitting required for installing metal fabrications. Set metal fabrications accurately in location, with edges and surfaces level, plumb, and true. 1. Fit exposed connections accurately together. Weld connections that are not to be left as exposed joints but cannot be shop welded. Do not weld, cut, or abrade surfaces of exterior units that have been hot-dip galvanized after fabrication. 2. Provide anchorage devices and fasteners where metal fabrications are required to be fastened to in -place construction. 3. Provide temporary bracing or anchors in formwork for items that are to be built into concrete, masonry, or similar construction. B. Set bearing and leveling plates on cleaned surfaces using wedges, shims, or leveling nuts. After bearing members have been positioned and plumbed, tighten anchor bolts and pack solidly with nonshrink, nonmetallic grout. C. Bollards: I. Anchor bollards to existing construction with anchor bolts. Provide four 3 /4-inch (19- mm) bolts at each bollard. 2. Anchor bollards in concrete with pipe sleeves preset and anchored into concrete. Fill annular space around bollard solidly with nonshrink, nonmetallic grout. METAL FABRICATIONS 055000 - 6 3. Anchor bollards in place with concrete footings. Place concrete and vibrate or tamp for consolidation. Support and brace bollards in position until concrete has cured. 4. Fill bollards solidly with concrete, mounding top surface to shed water. D. Touch up surfaces and finishes after erection. 1. Painted Surfaces: Clean field welds, bolted connections, and abraded areas and touch up paint with the same material as used for shop painting. 2. Galvanized Surfaces: Clean field welds, bolted connections, and abraded areas and repair galvanizing to comply with ASTM A 780. END OF SECTION 055000 METAL FABRICATIONS 055000 - 7 SECTION 055100 - METAL STAIRS PARTI - GENERAL 1.1 SUMMARY A. This Section includes the following: I . Preassembled steel stairs with abrasive-coating-finished formed -metal treads. 2. Industrial -type stairs with steel grating treads. 3. Steel tube railings attached to metal stairs and to walls adjacent to metal stairs. B. See Division 05 Section "Pipe and Tube Railings" for pipe and tube railings. 1.2 PERFORMANCE REQUIREMENTS A. Structural Performance of Stairs: Provide metal stairs capable of withstanding the effects of gravity loads and the following loads and stresses within limits and under conditions indicated: 1. Uniform Load: 100 lbf/sq. ft. (4.79 kN /sq. m). 2. Concentrated Load: 300 lbf (1.33 kN) applied on an area of 4 sq. in. (2580 sq. mm). 3. Uniform and concentrated loads need not be assumed to act concurrently. 4. Stair Framing: Capable of withstanding stresses resulting from railing loads in addition to loads specified above. • 5. Limit deflection of treads, platforms, and framing members to 11240 or 1/4 inch (6.4 mm), whichever is less. B. Structural Performance of Railings: Provide railings capable of withstanding the effects of gravity loads and the following loads and stresses within limits and under conditions indicated: 1. Handrails: a. Uniform load of 50 Ibf/ ft. (0.73 kN/m) applied in any direction. b. Concentrated load of 200 lbf (0.89 kN) applied in any direction. c. Uniform and concentrated loads need not be assumed to act concurrently. 2. Top Rails of Guards: a. Uniform load of 50 Ibf/ ft. (0.73 kN/m) applied in any direction. b. Concentrated load of 200 lbf (0.89 kN) applied in any direction. c. Uniform and concentrated loads need not be assumed to act concurrently. 3. Infill of Guards: a. Concentrated load of 50 Ibf (0.22 kN) applied horizontally on an area of 1 sq. ft. (0.093 sq. m). b. Uniform load of 25 lbf/sq. ft. (12 kN /sq. m) applied horizontally. c. Infill load and other loads need not be assumed to act concurrently. METAL STAIRS 055100 -1 C. Seismic Performance: Provide metal stairs capable of withstanding the effects of' earthquake motions determined according to ASCE 7, "Minimum Design Loads for Buildings and Other Structures ": Section 9, "Earthquake Loads." 1.3 SUBMITTALS A. Product Data: For metal stairs. B. Shop Drawings: Include plans, elevations, sections, details, and attachments to other work. 1. Include structural analysis data signed and sealed by the qualified professional engineer responsible for their preparation. 1.4 COORDINATION A. Furnish setting drawings, templates, and directions for installing anchorages, including sleeves, concrete inserts, anchor bolts, and items with integral anchors, that are to be embedded in concrete or masonry. Deliver such items to Project site in time for installation. B. Coordinate locations of hanger rods and struts with other work so that they will not encroach on required stair width and will be within the fire resistance - rated stair enclosure. PART 2 - PRODUCTS 2.1 MANUFACTURERS A. In other Part 2 articles where titles below introduce lists, the following requirements apply to product selection: 1. Available Manufacturers: Subject to compliance with requirements, manufacturers offering products that may be incorporated into the Work include, but are not limited to, manufacturers specified. 2. Manufacturers: Subject to compliance with requirements, provide products by one of the manufacturers specified. 2.2 METALS A. Metal Surfaces, General: Provide materials with smooth, flat surfaces without blemishes. 13. Steel Plates, Shapes, and Bars: ASTM A 36/A 36M. C. Steel Tubing: ASTM A 500 (cold formed). D. Rolled-Steel Floor Plate: ASTM A 786/A 786M, rolled from plate complying with ASTM A 36/A 36M or ASTM A 283/A 283M, Grade C or D. E. Wire Rod for Grating Crossbars: ASTM A 510 (ASTM A 510M). METAL STAIRS 055100 - 2 is bw W I lY im F. Iron Castings: Either gray iron, ASTM A 48/A 48M, Class 30, or malleable iron, ASTM A 47/A 47M, unless otherwise indicated. G. Uncoated, Cold Rolled Steel Sheet: ASTM A 1008 /A 1008M, either commercial steel, Type B, or structural steel, Grade 25 (Grade 170). H. Uncoated, Hot Rolled Steel Sheet: ASTM A 1011 /A 1011M, either commercial steel, Type B, or structural steel, Grade 30 (Grade 205). I. Expanded Metal, Carbon Steel: ASTM F 1267, Class 1 (uncoated). J. Woven -Wire Mesh: Intermediate- crimp, 2 -inch (50 -mm) woven -wire mesh, made from 0.135 inch (3.5 -mm) nominal diameter wire complying with ASTM A 510 (ASTM A 510M). K. Aluminum Extrusions: ASTM B 221 (ASTM B 221M), Alloy 6063 -T6. 2.3 MISCELLANEOUS MATERIALS A. Cast -Metal Abrasive Nosings: Cast gray iron, Class 20, with an integral abrasive finish. 1. Available Manufacturers: (W 6 6 bw a. American Safety Tread Co., Inc. b. Balco Inc. C. Barry Pattern Foundry Co., Inc. d. Granite State Casting Co. C. Safe -T -Metal Co. f. Wooster Products Inc. 2. Apply bituminous paint to concealed bottoms, sides, and edges of units set into concrete. B. Extruded Abrasive Nosings: Extruded aluminum units with abrasive filler. Available Manufacturers: bw 6 Ya Yr a. ACL Industries, Inc. b. American Safety Tread Co., Inc. C. Amstep Products. d. Armstrong Products, Inc. e. Balco Inc. f. Granite State Casting Co. g. Wooster Products Inc. 2. Provide ribbed units, with abrasive filler strips projecting 1/16 inch (1.5 mm) above aluminum extrusion. 3. Provide solid abrasive -type units without ribs. 4. Apply clear lacquer to concealed bottoms, sides, and edges of units set into concrete. C. Fasteners: Provide zinc-plated fasteners with coating complying with ASTM B 633, Class Fe/Zn 25 for exterior use, and Class Fe/Zn 5 where built into exterior walls. METAL STAIRS 055100-3 D. Universal Shop Primer: Fast - curing, lead- and chromate -free, universal modified -alkyd primer complying with MPI #79. E. Concrete Materials and Properties: Comply with requirements in Division 03 Section "Cast -in- Place Concrete" for normal - weight, air-entrained, ready -mix concrete with a minimum 28-day compressive strength of 3000 psi (20 MPa), unless otherwise indicated. F. Welded Wire Fabric: ASTM A 185, 6 by 6 inches (152 by 152 mm) —W1.4 by W1.4, unless otherwise indicated. G. Precast Concrete Treads- Comply with requirements in Division 03 Section "Cast -in -Place Concrete" for nominal- weight concrete with a minimum 28-day compressive strength of 5000 psi (35 MPa) and a total air content of not less than 4 percent or more than 6 percent. Reinforce with galvanized, welded wire fabric, 2 by 2 inches (50 by 50 mm) by 0.062 -inch- (1.6 -mm -) diameter wire. 2.4 FABRICATION A. Available Manufacturers: 1. Alfab, Inc. 2. American Stair, Inc. 3. Sharon Companies Ltd. (The). B. Provide complete stair assemblies, including metal framing, hangers, salts, railings, clips, brackets, bearing plates, and other components necessary to support and anchor stairs and platforms on supporting structure. 1. Join components by welding, unless otherwise indicated. Use materials and methods that minimize distortion and develop strength and corrosion resistance of base metals. Obtain fusion without undercut or overlap. Remove welding flux immediately. At exposed connections, finish exposed welds smooth and blended. 2. Use connections that maintain structural value of joined pieces. 3. Cut, drill, and punch metals cleanly and accurately. Remove burrs and ease edges, unless otherwise indicated. Remove sharp or rough areas on exposed surfaces. 4. Form bent -metal corners to smallest radius possible without impairing work. 5. Form exposed connections with hairline joints, flush and smooth, using concealed fasteners where possible. Locate joints where least conspicuous. C. Stair Framing: Fabricate stringers of steel plates or channels. Construct platforms of steel plate or channel headers and miscellaneous framing members. 1. If using bolts, fabricate and join so bolts are not exposed on finished surfaces. 2. Where masonry walls support metal stairs, provide temporary supporting struts designed for erecting steel stair components before installing masonry. D. Abrasive- Coating - Finished, Formed -Metal Stairs: Form risers, treads, and platforms from steel sheet of thickness needed to comply with performance requirements but not less than 0.0966 inch (2.5 mm). Finish tread and platform surfaces with manufacturer's standard epoxy- bonded abrasive finish. METAL STAIRS 055100 - 4 E. Metal Bar- Grating Stairs: Comply with NAAMM MBG 531, "Metal Bar Grating Manual." 1. Fabricate treads and platforms from steel grating with 1- 1 /4 -by -3/16 -inch (32- by -5 -mm) bearing bars at 15/16 inch (24 mm) o.c. and crossbars at 4 inches (100 mm) o.c. 2. Fabricate treads and platforms from steel grating with 1 -by-3/16-inch (25 -by -5 -nun) bearing bars at 11/16 inch (17 mm) o.c. and crossbars at 4 inches (100 mm) o.c. 3. Fabricate grating treads with rolled -steel floor plate nosing and with steel angle or steel plate carrier at each end for stringer connections. Secure treads to stringers with bolts. F. Steel Tube Railings: Fabricate railings to comply with requirements indicated for design, dimensions, details, finish, and member sizes, including wall thickness of tube, post spacings, and anchorage, but not less than that needed to withstand indicated loads. 1. Configuration: 1 -1/2 -inch- (38 -mm -) square top and bottom rails, 1 -1/2 -inch- (38 -mm -) square posts, and 1/2 -inch- (13 -mm -) square pickets spaced less than 4 inches (100 mm) clear. 2. Configuration: 1 -1/2 -inch- (38 -mm -) square top and bottom rails and posts with infill panels made from expanded metal. 3. Configuration: 1 -1/2 -inch- (38 -mm -) square top, bottom, and intermediate rails and posts. Space intermediate rails less than 12 inches (305 mm) clear. 4. Fabricate railings with welded connections. Cope components at connections to provide close fit, or use fittings designed for this purpose. 5. Form changes in direction of railings by bending or by inserting prefabricated fittings. 6. Form curves by bending members in jigs to produce uniform curvature without buckling. 7. Close exposed ends of railing members with prefabricated end fittings. 8. Provide wall returns at ends of wall - mounted handrails. 9. Provide wall brackets, end closures, flanges, miscellaneous fittings, and anchors for interconnecting components and for attaching to other work. 10. Connect posts to stair framing by direct welding. 2.5 FINISHES A. Comply with NAAMM's "Metal Finishes Manual for Architectural and Metal Products" for recommendations for applying and designating finishes. Finish metal stairs after assembly. B. Hot -dip galvanize items indicated to be galvanized. Comply with ASTM A 123/A 123M or ASTM A 153/A 153M as applicable. C. Preparation for Shop Priming: Prepare uncoated ferrous -metal surfaces to comply with requirements indicated below for environmental exposure conditions of installed products: 1. Exterior Stairs (SSPC Zone 1B): SSPC -SP 6/NACE No. 3, "Commercial Blast Cleaning." 2. Interior Stairs (SSPC Zone IA): SSPC -SP 3, "Power Tool Cleaning." D. Apply shop primer to uncoated surfaces of metal stair components. Comply with SSPC -PA 1, "Paint Application Specification No. 1: Shop, Field, and Maintenance Painting of Steel," for shop painting. METAL STAIRS 055100 - 5 PART 3 - EXECUTION 3.1 INSTALLATION A. Perform cutting, drilling, and fitting required for installing metal stairs. Set units accurately in location, alignment, and elevation, measured from established lines and levels and free of rack. B. Install metal stairs by welding stair framing to steel structure or to weld plates cast into concrete, unless otherwise indicated. C. Fit exposed connections accurately together to form hairline joints. Weld connections that are not to be left as exposed joints. Do not weld, cut, or abrade surfaces of exterior units that have been hot -dip galvanized after fabrication and are for bolted or screwed field connections. D. Place and finish concrete fill for treads and platforms to comply with Division 03 Section "Cast - in -Place Concrete." 1. Install abrasive nosings with anchors fully embedded in concrete. E. Install precast treads with adhesive supplied by manufacturer. F. Attach handrails to wall with wall brackets. I. Use type of bracket with flange tapped for concealed anchorage to threaded hanger bolt. G. Adjusting and Cleaning: 1. hnmediately after erection, clean field welds, bolted connections, and abraded areas of shop paint, and paint exposed areas with the same material as used for shop painting. 2. Galvanized Surfaces: Clean field welds, bolted connections, and abraded areas and repair galvanizing to comply with ASTM A 780. END OF SECTION 055100 METAL STAIRS 055100 - 6 SECTION 055213 - PIPE AND TUBE RAILINGS PART 1 - GENERAL 1.1 SUMMARY A. This Section includes the following: 1. Aluminum pipe and tube railings. B. See Division 05 Section "Metal Stairs" for steel tube railings associated with metal stairs. 1.2 PERFORMANCE REQUIREMENTS A. Structural Performance: Provide railings capable of withstanding the effects of gravity loads and the following loads and stresses within limits and under conditions indicated: 1. Handrails: a. Uniform load of 50 lbf/ ft. (0.73 kN /m) applied in any direction. b. Concentrated load of 200 Ibf (0.89 kN) applied in any direction. c. Uniform and concentrated loads need not be assumed to act concurrently. 2. Top Rails of Guards: 1.3 SUBMITTALS a. Uniform load of 50 lbf/ ft. (0.73 kN /m) applied in any direction. b. Concentrated load of 200 lbf (0.89 kN) applied in any direction. c. Uniform and concentrated loads need not be assumed to act concurrently. 3. Infill of Guards: a. Concentrated toad of 50 lbf (0.22 kN) applied horizontally on an area of 1 sq. ft. (0.093 sq. m). b. Uniform load of 25 lbf/sq. R. (1.2 kN /sq. m) applied horizontally. c. Infill load and other loads need not be assumed to act concurrently. B. Control of Corrosion: Prevent galvanic action and other forms of corrosion by insulating metals and other materials from direct contact with incompatible materials. A. Product Data: For mechanically connected railings, grout, anchoring cement, and paint products. B. Shop Drawings: Include plans, elevations, sections, details, and attachments to other work. PIPE AND TUBE RAILINGS 055213 -1 1. For installed products indicated to comply with design loads, include structural analysis data signed and sealed by the qualified professional engineer responsible for their preparation. PART 2- PRODUCTS 2.1 MANUFACTURERS A. Available Manufactwcis: Subject to compliance with requirements, manufacturers offering products that may be incorporated into the Work include, but are not limited to, the following: 13. Manufacturers: Subject to compliance with requirements, provide products by one of the following: 1. Aluminum Pipe and Tube Railings: 2.2 METALS a. AlumaGuard Corp. b. ATR Technologies, Inc. c. Blum, Julius & Co., Inc. d. Braun, J. G., Company; a division of the Wagner Companies. e. CraneVeyor Corp. £ Hollaender Manufacturing Company. g. Moultrie Manufacturing Company. h. Pisor Industries, Inc. i. Sterling Dula Architectural Products, Inc. j. Superior Aluminum Products, Inc. k. Thompson Fabricating, LLC. 1. Tubular Specialties Manufacturing, Inc. m. Tuttle Aluminum & Bronze. n. Wagner, R & B, Inc.; a division of the Wagner Companies. A. Brackets, Flanges, and Anchors: Cast or formed metal of same type of material and finish as supported rails, unless otherwise indicated. B. Aluminum: Provide alloy and temper recommended by aluminum producer and finisher for type of use and finish indicated, and with not less than the strength and durability properties of alloy and temper designated below for each aluminum form required. 1. Extruded Structural Pipe and Round Tubing: ASTM B 429, Alloy 6063 -T6. 2. Drawn Seamless Tubing: ASTM B 210 (ASTM B 210M), Alloy 6063-T832. 3. Plate and Sheet: ASTM B 209 (ASTM B 209M), Alloy 6061 -T6. 4. Die and Hand Forgings: ASTM B 247 (ASTM B 247M), Alloy 6061 -T6. 5. Castings: ASTM B 26/B 26M, Alloy A356.0 -T6. 6. Woven -Wire Mesh: Intermediate-crimp, 2 -inch (50 -mm) woven -wire mesh, made from 0.162 -inch (4.1 -mm) nominal diameter wire complying with ASTM B 211 (ASTM 13 21 IM), Alloy 6061 -T94. PIPE AND TUBE RAILINGS 0552I3 - 2 2.3 MISCELLANEOUS MATERIALS A. Fasteners: Provide concealed fasteners, unless unavoidable or standard for railings indicated. 1. Aluminum Railings: Type 304 stainless -steel fasteners. B. Anchors: Provide cast -in -place or torque - controlled expansion anchors, fabricated from corrosion - resistant materials with capability to sustain, without failure, a Load equal to six times the load imposed when installed in unit masonry and equal to four times the load imposed when installed in concrete, as determined by testing per ASTM E 488. C. Welding Rods and Bare Electrodes: Select according to AWS specifications for metal alloy welded. D. Shop Primers: Provide primers that comply with Division 09 painting Sections. E. Grout and Anchoring Cement: Factory- packaged, nonshrink, nonmetallic grout complying with ASTM C 1107; or water - resistant, nonshrink anchoring cement; recommended by manufacturer for exterior use. 2.4 FABRICATION A. General: Fabricate railings to comply with design, dimensions, and details indicated, but not less than that required to support structural loads. B. Welded Connections: Cope components at connections to provide close fit, or use fittings designed for this purpose. Weld all around at connections, including at fittings. C. Welded Connections for Aluminum Pipe: Fabricate railings to interconnect members with concealed internal welds, using manufacturer's standard system of sleeve and socket fittings. D. Nonwelded Connections: Connect members with concealed mechanical fasteners and fittings. E. Form changes in direction by bending or by inserting prefabricated elbow fittings. F. Form curves by bending in jigs to produce uniform curvature; maintain cross section of member throughout bend without cracking or otherwise deforming exposed surfaces. G. Close exposed ends of railing members with prefabricated end fittings. H. Provide wall returns at ends of wall- mounted handrails, unless otherwise indicated. I. Brackets, Flanges, Fittings, and Anchors: Provide wall brackets, flanges, miscellaneous fittings, and anchors to interconnect railing members to other work, unless otherwise indicated. 2.5 FINISHES A. Aluminum: 1. Mechanical Finish: AA - M12 (Mechanical Finish: nonspecular as fabricated). PIPE AND TUBE RAILINGS 055213 - 3 2. Class I, Clear Anodic Finish: AA -M 12C22A41 complying with AAMA 611. 3. Class I, Color Anodic Finish: AA- M12C22A42/A44 complying with AAMA 611. a. Color. As selected by Architect from full range of industry colors and color densities. PART 3 - EXECUTION 3.1 INSTALLATION A. General: Perform cutting, drilling, and fitting required for installing railings. Set railings accurately in location, alignment, and elevation. 1. Set posts plumb within a tolerance of 1/16 inch in 3 feet (2 mm in 1 m). 2. Align rails so variations from level for horizontal members and variations from parallel with rake of steps and ramps for sloping members do not exceed 1/4 inch in 12 feet (5 mmin3m). B. Coat concealed surfaces of aluminum that will be in contact with grout, concrete, masonry, wood, or dissimilar metals, with a heavy coat of bituminous paint. C. Anchor posts in concrete by inserting into preset steel pipe sleeves formed or core - drilled holes and grouting annular space. D. Anchor posts to metal surfaces with oval flanges. E. Anchor railing ends to concrete and masonry with round flanges connected to railing ends and anchored to wall construction with anchors and bolts. F. Attach handrails to wall with wall brackets. 1. Use type of bracket with flange tapped for concealed anchorage to threaded hanger bolt. 2. For wood stud partitions, use hanger or lag bolts set into wood backing between studs. 3. For steel - framed partitions, use hanger or lag bolts set into fire- retardant - treated wood backing between studs. 4. For steel -flamed partitions, fasten to steel framing or concealed steel reinforcements using self - tapping screws of size and type required to support structural loads. 5. For steel- framed partitions, fasten brackets with toggle bolts installed through flanges of steel framing or through concealed steel reinforcements. G. Adjusting and Cleaning: 1. Immediately after erection, clean field welds, bolted connections, and abraded areas of shop paint, and paint exposed areas with the same material as used for shop painting. 2. Galvanized Surfaces: Clean field welds, bolted connections, and abraded areas and repair galvanizing to comply with ASTM A 780. END OF SECTION 055213 PIPE AND TUBE RAILINGS 055213 - 4 Copyright 2002 and 2005 AIA MASTERSPEC Short Form 05/02 (R 05/05) SECTION 057000 - DECORATIVE METAL PART 1 - GENERAL 1.1 SUMMARY A. This Section includes custom ornamental metal items. B. See Division 05 Section "Decorative Metal Railings" for omamental metal railings. 1.2 SUBMITTALS A. Product Data: For each product indicated. B. Shop Drawings: Show details of fabrication and installation. Indicate materials, finishes, fasteners, anchorages, and accessory items. PART 2- PRODUCFS 2.1 MANUFACTURERS A. Available Manufactu,c,s: Subject to compliance with requirements, manufactuicis offering products that may be incorporated into the Work include, but are not limited to, the following: B. Manufacturers: Subject to compliance with requirements, provide products by one of the following: 1. Ornamental Castings and Forgings: a. Allen Architectural Metals. b. Alloy Casting Co., Inc. c. Architectural Iron Company, Inc. d. Blum, Julius & Co., Inc. e. Braun, J. G. Company; a division of the Wagner Companies. f. Classic Iron Supply /Craft. g. Colonial Castings, Inc. h. Cullar/La Cuesta. i Dempsey, Inc. j. Historical Arts & Casting, Inc. k. Indital USA. 1. Lawler Foundry Corporation. in. Morrow, Frank Company. n. Olin Wrought Iron. o. OMC Industries, Inc. p. Robinson Iron. q. Tennessee Fabricating Co. DECORATIVE METAL 057000 -1 Copyright 2002 and 2005 AIA MAST ERSPEC Short Form 05/02 (R 05/05) 2.2 METALS A. Steel and Iron: r. Texas Metal Industries, Inc. s. TT Triebenbacher - Bavarian Iron Works Co. t. Universal Manufacturing Co., Inc. 1. Bars: Hot - rolled, carbon steel complying with ASTM A 29/A 29M, Grade 1010. 2. Plates, Shapes, and Bars: ASTM A 36/A 36M. 3. Castings: Either gray iron, ASTM A 48/A 48M, Class 30, or malleable iron, ASTM A 47/A 47M, unless otherwise indicated. 4. Steel Sheet, Cold Rolled: ASTM A 1008/A 1008M, either commercial steel, Type B, or structural steel, Grade 25 (Grade 170), exposed. 2.3 MISCELLANEOUS MATERIALS A. Fasteners: Same basic metal as fastened metal; concealed, unless otherwise indicated, with Phillips flat -head screws for exposed fasteners. B. Anchors: Fabricated from corrosion - resistant materials with capability to sustain, without failure, a load equal to six times the load imposed when installed in unit masonry and four times the load imposed when installed in concrete, as determined per ASTM E 488. C. Wire-Rope Fittings: Fabricated from stainless steel and with strength equal to minimum breaking strength of wire rope with which they are used. D. Welding Rods and Bare Electrodes: Select according to AWS specifications for metal alloy welded. E. Brazing Rods: For copper alloys, provide type and alloy as recommended by producer of metal to be brazed and as required for color match, strength, and compatibility in fabricated items. F. Lacquer for Copper Alloys: Clear, air - drying, waterborne acrylic lacquer specially developed for coating copper -alloy products. G. Shop Primers: Provide primers that comply with Division 09 painting Sections. H. Universal Shop Primer. Fast - curing, lead- and chromate -free, universal modified -alkyd primer complying with MPI#79. I. Zinc -Rich Primer: Comply with SSPC -Paint 20 or SSPC -Paint 29 and compatible with topcoat. J. Shop Primer for Galvanized Steel: Zinc -dust, zinc -oxide primer compatible with finish paint systems indicated, and complying with SSPC -Paint 5. DECORATIVE METAL 057000 - 2 in Copyright 2002 and 2005 AIA MASTERSPEC Short Form 05/02 (R 05105) tr 2.4 FABRICATION A. Form ornamental metal true to line and level with true curves and accurate angles and surfaces. Y Finish exposed surfaces to smooth, sharp, well -defined lines and arris. B. Mill joints to a tight, hairline fit. Cope or miter comer joints. Fabricate connections that will be exposed to weather in a manner to exclude water. Y C. Comply with AWS for ...,,......needed practices in shop welding and brazing. Clean exposed [welded] [and] [brazed] joints of flux, and dress exposed and contact surfaces. 2.5 FINISHES A. Comply with NAAMM's "Metal Finishes Manual for Architectural and Metal Products" for recommendations for applying and designating finishes. Protect mechanical finishes by applying a strippable, temporary protective covering before shipping. B. Aluminum Finishes: Designations are as established by the Aluminum Association. 1. Color Anodic Finish: Class A AA- M12C22A321A34 complying with AAMA 611. �i a. Color. [Light bronze] [Medium bronze] [Dark bronze] [Black]. W 2. Baked- Enamel Finish: AA- C12C42R1x, with thermosetting, modified acrylic enamel primer /topcoat organic coating system complying with AAMA 2603 except with a minimum dry film thickness of 1.5 mils (0.04 mm), medium gloss. W a. Color. [As indicated by manufacturer's designations] [Match sample] [As selected from manufacturer's full range] <Insert color 3. Siliconized Polyester Finish: Epoxy primer and silicone modified, polyester enamel topcoat; with a dry film thickness of 0.2 mil (0.005 mm) for primer and 0.8 mil (0.02 mm) for topcoat. a. Color and Gloss: [As indicated by manufacturer's designations] [Match sample] [As selected from manufacturer's full range] <Insert color and gloss>. 4. High Performance Organic Finish: AA- C12C42RIx, fluompolymer thermocured system with fluoropolymer coats containing not less than 70 i w polyvinylidene fluoride resin by weight; complying with (AAMA 2604] [AAMA 2605]. a. System: [Two] [Three] [Four] coat. b. Color and Gloss: [As indicated by manufacturer's designations] [Match sample] [As selected from manufacturer's full range] <Insert color and gloss. C. Copper -Alloy Finishes: Designations are system established for designating copper -alloy finish Y systems defined in NAAMM's "Metal Finishes Manual for Architectural and Metal Products." 1. Buffed Finish: M21 (smooth specular). Y 2. Hand Rubbed Finish: M3I -M34 (directionally textured, hand rubbed). 3. Medium -Satin Finish: M32 (directionally textured, medium satin). 4. Fine -Matte Finish: M42 (nondirectional finish, fine matte). Y DECORATIVE METAL 057000-3 6ti Copyright 2002 and 2005 AIA MASTERSPEC Short Form 05/02 (R 05/05) 5. Buffed Finish, Lacquered: M21 -O6x (smooth specular). 6. Hand- Rubbed Finish, Lacquered: M31- M34 -O6x (directionally textured, hand rubbed). 7. Medium -Satin Finish, Lacquered: M32 -O6x (directionally textured, medium satin). 8. Fine -Matte Finish, Lacquered: M42 -O6x (nondirectional finish, fine matte). a. Clear, Organic Coating: Two coats Lacquer specified for copper alloys; total thickness of 1 mil (0.025 mm). 9. Statuary Conversion Coating over Satin Finish: M31 -055. a. Color. Match sample. 10. Patina Conversion Coating: M36- C12 -052. a. Color: Match sample. 11. Statuary Conversion Coating, Bright Relieved and Lacquered: M 12-055 -M2x -06x. a. Color and Buffmg: Match sample. b. Clear, Organic Coating: Two coats lacquer specified for copper alloys; total thickness of 1 mil (0.025 mm). 12. Blackened, Bright Relieved, and Lacquered: M33 -060- M2x -06x. a. Blackening and Buffing: Match sample. b. Clear, Organic Coating: Two coats lacquer specified for copper alloys; total thickness of I mil (0.025 mm). D. Stainless -Steel Finishes: 1. Bright, Cold- Rolled, Unpolished Finish: No. 2B finish. 2. Directional Satin Finish: No. 4 finish. 3. Dull Satin Finish: No. 6 finish. 4. Reflective, Directional Polish: No. 7 finish. 5. Mirrorlike Reflective, Nondirectional Polish: No. 8 finish. E. Steel and Iron Finishes: 1. Galvanizing: Hot -dip galvanize to comply with ASTM A 123/A 123M. a. Hot -dip galvanize steel and iron hardware to comply with ASTM A 153/A 153M. 2. Factory- Primed Finish: Prepare surfaces and apply air -dried primer to provide a minimum dry film thickness of 2 mils (0.05 mm) to exposed surfaces and to concealed, nongalvanized surfaces. a. Preparation for Galvanized Metal: After galvanizing, clean and treat with metallic - phosphate pretreatment. b. Preparation for Uncoated Ferrous Metal: Comply with SSPC -SP 6, "Commercial Blast Cleaning." DECORATIVE METAL 057000 - 4 Copyright 2002 and 2005 AIA MASTERSPEC Short Form 05/02 (R 05/05) 3. Powder -Coat Finish: Prepare, treat, and coat ferrous metal to comply with resin manufacturer's written instructions. PART 3 - EXECUTION END OF SECTION 057000 a. Preparation of Uncoated Ferrous Metal: Comply with SSPC -SP 6, "Commercial Blast Cleaning." b. Preparation of Galvanized Metal: Thoroughly removing grease, dirt, oil, flux, and other foreign matter. c. Treat prepared metal with metallic- phosphate pretreatment, rinse, and seal surfaces. d. Apply thermosetting polyester or acrylic urethane powder coating with cured -film thickness not less than 1.5 mils (0.04 mm). e. Color: [As indicated by manufacturer's designations] [Match sample] [As selected from manufacturer's full range] <Insert color >. 3.1 INSTALLATION A. Provide anchorage devices and fasteners where necessary for securing to in -place construction. B. Set products accurately in location, alignment, and elevation. Fit exposed connections accurately together to form tight, hairline joints or, where indicated, with uniform reveals and spaces for sealants and joint fillers: C Do not cut or abrade finishes that cannot be completely restored in the field. Return items with such fmishes to the shop for required alterations, followed by complete refinishing, or provide new units as required. D. Install concealed gaskets, joint fillers, insulation, and flashings as work progresses. E. Restore protective coverings that have been damaged during shipment or installation. Remove protective coverings only when there is no possibility of damage from other work. F. Corrosion Protection: Coat concealed surfaces of aluminum that will be in contact with grout, concrete, masonry, wood, or dissimilar metals, with a heavy coat of bituminous paint. DECORATIVE METAL 057000 - 5 ft an dM�► 1. 1,11 :'t1�IM: PART1- GENERAL W" 1.1 SUMMARY A. This Section includes the following: 1.2 SUBMITTALS A. Product Data: For each type of process and factory- fabricated product. Yr,Y 1. Include data for wood preservative and fine- retardant treatment from chemical treatment manufacturer and certification by treating plant that treated materials comply with requirements. hi B. LEED Submittals: I. Credit MR 7: Certificates of chain -of- custody signed by manufacturers certifying that products specified to be made from certified wood were made from wood obtained from forests certified by an FSC- accredited certification body to comply with FSC 1.2, "Principles and Criteria." Include evidence that mill is certified for chain -of- custody by an FSC accredited certification body. C. Material Certificates: For dimension lumber specified to comply with allowable unit Ih, stresses. Indicate species and grade selected for each use and design values approved by the American Lumber Standards Committee Board of Review. IW 6 rr it 0 D. Research/Evaluation Reports: For the following, showing compliance with building code in effect for Project: 1. Wood „ative- treated wood 2. Fire retardant- treated wood. 3. Power-driven fasteners. 4. Powder actuated fasteners. 5. Expansion anchors. 6. Metal framing anchors. ROUGH CARPENTRY im 1. Framing with dimension lumber. 2. Rooftop equipment bases and support curbs. 3. Wood blocking, cants, and milers. 4. Wood furring and grounds. 5. Wood sleepers. 6. Plywood backing panels. 1.2 SUBMITTALS A. Product Data: For each type of process and factory- fabricated product. Yr,Y 1. Include data for wood preservative and fine- retardant treatment from chemical treatment manufacturer and certification by treating plant that treated materials comply with requirements. hi B. LEED Submittals: I. Credit MR 7: Certificates of chain -of- custody signed by manufacturers certifying that products specified to be made from certified wood were made from wood obtained from forests certified by an FSC- accredited certification body to comply with FSC 1.2, "Principles and Criteria." Include evidence that mill is certified for chain -of- custody by an FSC accredited certification body. C. Material Certificates: For dimension lumber specified to comply with allowable unit Ih, stresses. Indicate species and grade selected for each use and design values approved by the American Lumber Standards Committee Board of Review. IW 6 rr it 0 D. Research/Evaluation Reports: For the following, showing compliance with building code in effect for Project: 1. Wood „ative- treated wood 2. Fire retardant- treated wood. 3. Power-driven fasteners. 4. Powder actuated fasteners. 5. Expansion anchors. 6. Metal framing anchors. ROUGH CARPENTRY im 1.3 QUALITY ASSURANCE A. Forest Certification: For the following wood products, provide materials produced from wood obtained from forests certified by an FSC- accredited certification body to comply with FSC 1.2, "Principles and Criteria ": 1. Dimension lumber framing. 2. Laminated veneer lumber. 3. Prefabricated wood I-joists. 4. Rim boards. 5. Miscellaneous lumber. PART 2- PRODUCTS 2.1 WOOD PRODUCTS, GENERAL A. Lumber: DOC PS 20 and applicable rules of grading agencies indicated. If no grading agency is indicated, provide lumber that complies with the applicable rules of any Hiles- writing agency certified by the ALSC Board of Review. Provide lumber graded by an agency certified by the ALSC Board of Review to inspect and grade lumber under the rules indicated. 1. Factory mark each piece of lumber with grade stamp of grading agency. 2. For exposed lumber indicated to receive a stained or natural finish, mark grade stamp on end or back of each piece. 3. Provide dressed lumber, S4S, unless otherwise indicated. B. Engineered Wood Products: Provide engineered wood products acceptable to authorities having jurisdiction and for which current model code research or evaluation reports exist that show compliance with building code in effect for Project. 1. Allowable Design Stresses: Provide engineered wood products with allowable design stresses, as published by manufacturer, that meet or exceed those indicated. Manufacturer's published values shall be determined from empirical data or by rational engineering analysis and demonstrated by comprehensive testing performed by a qualified independent testing agency. 2.2 WOOD - PRESERVATIVE - TREATED LUMBER A. Preservative Treatment by Pressure Process: AWPA C2. 1. Preservative Chemicals: Acceptable to authorities having jurisdiction and containing no arsenic or chromium. B. Kiln-dry lumber after treatment to a maximum moisture content of 19 percent. C. Mark lumber with treatment quality mark of an inspection agency approved by the ALSC Board of Review. D. Application: Treat all rough carpentry, unless otherwise indicated. ROUGH CARPENTRY 061000 - 2 a y 2.3 FIRE- RETARDANT TREATED MATERIALS A. General: Comply with performance requL ...;....s in AWPA C20 (lumber) and AWPA C27 6 (plywood). 1. Use Exterior type for exterior locations and where indicated. 2. Use Interior Type A, High Temperature (HT) for enclosed roof framing, framing in attic spaces, and where indicated. 3. Use Interior Type A, unless otherwise indicated. 6 B. Identify fire-retardant- treated wood with appropriate classification marking of testing and inspecting agency acceptable to authorities having jurisdiction. 1. Application Treat all rough carpentry, unless otherwise indicated. 2.4 DIMENSION LUMBER FRAMING A. Maximum Moisture Content: 19 percent. bw B. Non Load Bearing Interior Partitions: Construction or No. 2 grade of any species. C. Framing Other Than Non Load Bearing Interior Partitions: Construction or No. 2 grade and the following species: W 1. Hem -fir (north); NLGA. 2. Douglas fir larch; WCLIB or W WPA. 3. Mixed southern pine; SPIB. 4. Spruce- pine -fir, NLGA. 5. Douglas fir south; WWPA. 6. Hem -fir, WCLIB or W WPA. 7. Douglas fir -larch (north); NLGA. D. Framing Other Than Non Load Bearing Interior Partitions: Any species and grade with a hr modulus of elasticity of at least 1,500,000 psi (10 350 MPa) and an extreme fiber stress in bending of at least 1000 psi (6.9 MPa) for 2 -inch nominal (38 -mm actual) thickness and 12 -inch nominal (286 -mm actual) width for single member use. Wr E. Exposed Exterior and Interior Framing Indicated to Receive a Stained or Natural Finish: Provide material hand -selected for uniformity of ap,,:,r... .,e and freedom from characteristics, on exposed surfaces and edges, that would impair finish appearance, including decay, honeycomb, knot holes, shake, splits, tom grain, and wane. 1. Species and Grade: As indicated above for load- bearing construction of same type. 2. Species and Grade: Hem -fir (north), Select Structural or No. I grade; NLGA. 3. Species and Grade: Douglas fir- larch; Select Structural or No. 1 grade; WCLIB, or W WPA. 4. Species and Grade: Spruce -pine -fir, Select Structural or No. 1 grade; NLGA. 5. Species and Grade: Douglas 5r- south; Select Structural or No. 1 grade; W WPA. 6. Species and Grade: Hem -fir, Select Structural or No. l grade; WCLIB, or W WPA. V 7. Species and Grade: Douglas fir -larch (north); Select Structural or No. 1 grade; NLGA. 1 7 ROUGH CARPENTRY 061000-3 Yr 8. Species and Grade: Eastern hemlock - balsam fir or Eastern hemlock - tamarack; Select Structural or No. 1 grade; NeLMA. 9. Species and Grade: Redwood, Select Structural or No. 1 grade; EIS. 10. Species and Grade: Western cedars, Select Structural or No. 1 grade; WCLIB, or WWPA. 2.5 MISCELLANEOUS LUMBER A. General: Provide miscellaneous lumber indicated and lumber for support or attachment of other construction, including the following: 1. Blocking. 2. Nailers. 3. Rooftop equipment bases and support curbs. 4. Cants. 5. Furring. 6. Grounds. B. For items of dimension lumber size, provide Construction or No. 2 grade lumber with 19 percent maximum moisture content of any species. C. For concealed boards, provide lumber with 19 percent maximum moisture content and the following species and grades: 1. Eastern softwoods, No. 2 Common grade; NeLMA. 2. Northern species, No. 2 Common grade; NLGA. 3. Western woods, Construction or No. 2 Common grade; WCLIB or WWPA. 2.6 PLYWOOD BACKING PANELS A. Telephone and Electrical Equipment Backing Panels: DOC PS 1, Exposure 1, C -D Plugged, fire - retardant treated, in thickness indicated or, if not indicated, not less than 1/2 -inch (13 -mm) nominal thickness. 2.7 FASTENERS A. General: Provide fasteners of size and type indicated that comply with requirements specified. 1. Where rough carpentry is exposed to weather, in ground contact, pressure- preservative treated, or in area of high relative humidity, provide fasteners with hot-dip zinc coating complying with ASTM A 153/A 153M. B. Power- Driven Fasteners: NES NER -272. C. Bolts: Steel bolts complying with ASTM A 307, Grade A (ASTM F 568M, Property Class 4.6); with ASTM A 563 (ASTM A 563M) hex nuts and, where indicated, flat washers. ROUGH CARPENTRY 061000 - 4 rr y 2.8 METAL FRAMING ANCHORS A. Available Manufacturers: Subject to compliance with requirements, manufacturers offering Wr products that may be incorporated into the Work include, but are not limited to, the following: B. Manufacturers: Subject to compliance with requirements, provide products by one of the following: C. Basis-of- Design Products: Subject to compliance with requirements, provide products indicated on Drawings or comparable products by one of the following: 1. Alpine Engineered Products, Inc. 2. Cleveland Steel Specialty Co. Y� 3. Harlen Metal Products, Inc. 4. KC Metals Products, Inc. 5. Simpson Strong -Tie Co., Inc. 6. Southeastern Metals Manufacturing Co., Inc. 7. USP Structural Connectors. D. Allowable Design Loads: Provide products with allowable design loads, as published by manufacturer, that meet or exceed those of products of manufacturers listed. Manufacturer's published values shall be determined from empirical data or by rational engineering analysis and demonstrated by comprehensive testing performed by a qualified independent testing agency. E. Galvanized Steel Sheet: Hot -dip, zinc- coated steel sheet complying with ASTM A 653/A 653M, G60 (Z180) coating designation. 2.9 MISCELLANEOUS MATERIALS A. Sill Sealer Gaskets: Glass- fiber resilient insulation, fabricated in strip form, for use as a sill sealer, 1 -inch (25 -mm) nominal thickness, compressible to 1/32 inch (0.8 mm); selected from W manufacturer's standard widths to suit width of sill members indicated. im PART 3 EXECUTION 3.1 INSTALLATION A. Set rough carpentry to required levels and lines, with members plumb, true to line, cut, and r fitted. Fit rough carpentry to other construction; scribe and cope as needed for accurate fit. r Locate furring, nailers, blocking, groundsJand similar supports to comply with requirements for attaching other construction. in B. Framing Standard: Comply with AF&&PA's "Details for Conventional Wood Frame Construction," unless otherwise indicated. V C. Framing with Engineered Wood Products: Install engineered wood products to comply with manufacturer's written instructions. li ROUGH CARPENTRY t. ttt IN D. Metal Framing Anchors: Install metal framing to comply with manufacturer's written instructions. E. Do not splice structural members between supports, unless otherwise indicated. F. Comply with AWPA M4 for applying field treatment to cut surfaces of preservative- treated lumber. G. Securely attach rough carpentry work to substrate by anchoring and fastening as indicated, complying with the following: 1. NES NER -272 for power- driven fasteners. 2, Table 2304.9.1, "Fastening Schedule," in ICC's International Building Code. 3. Table 23- II -B -1, "Nailing Schedule," and Table 23- II-B -2, "Wood Structural Panel Roof Sheathing Nailing Schedule," in KBD's Uniform Building Code. 4. Table 2305.2, "Fastening Schedule," in BOCA's BOCA National Building Code. 5. Table 2306.1, "Fastening Schedule," in SBCCI's Standard Building Code. 6. Table R602.3(1), "Fastener Schedule for Structural Members," and Table R602.3(2), "Alternate Attachments," in ICC's International Residential Code for One- and Two - Family Dwellings. 7. Table 602.3(1), "Fastener Schedule for Structural Members," and Table 602.3(2), "Alternate Attachments," in ICC's International One- and Two - Family Dwelling Code. 3.2 PROTECTION A. Protect wood that has been treated with inorganic boron (SBX) from weather. If, despite protection, inorganic boron- treated wood becomes wet, apply EPA- registered borate treatment. Apply borate solution by spraying to comply with EPA - registered label. END OF SECTION 061000 ROUGH CARPENTRY 061000 - 6 SECTION 061053 - MISCELLANEOUS ROUGH CARPENTRY PART 1 - GENERAL 1.1 SUMMARY A. This Section includes the following: 1. Framing with dimension lumber. 2. Rooftop equipment bases and support curbs. 3. Wood blocking, cants, and nailers. 4. Wood furring and grounds. 5. Wood sleepers. 6. Plywood backing panels. 1.2 SUBMITTALS A. Product Data: For each type of process and factory- fabricated product. 1. Include data for wood - preservative and fire- retardant treatment from chemical treatment manufacturer and certification by treating plant that treated materials comply with requirements. B. Research/Evaluation Reports: For the following, showing compliance with building code in effect for Project: 1. Preservative - treated wood. 2. Fire - retardant- treated wood. 3. Power - driven fasteners. 1.3 QUALITY ASSURANCE A. Forest Certification: For the following wood products, provide materials produced from wood obtained from forests certified by an FSC- accredited certification body to comply with FSC 1.2, "Principles and Criteria ": 1. Dimension lumber framing. 2. Miscellaneous lumber. PART 2- PRODUCTS 2.1 WOOD PRODUCTS, GENERAL A. Lumber DOC PS 20 and applicable rules of grading agencies indicated. If no grading agency is indicated, provide lumber that complies with the applicable rules of any rules -writing agency MISCELLANEOUS ROUGH CARPENTRY 061053 -1 certified by the ALSC Board of Review. Provide lumber graded by an agency certified by the ALSC Board of Review to inspect and grade lumber under the rules indicated. 1. Factory mark each piece of lumber with grade stamp of grading agency. 2. For exposed lumber indicated to receive a stained or natural finish, mark grade stamp on end or back of each piece. 3. Provide dressed lumber, S4S, unless otherwise indicated. 2.2 WOOD - PRESERVATIVE - TREATED MATERIALS A. Preservative Treatment by Pressure Process: AWPA C2. 1. Preservative Chemicals: Acceptable to authorities having jurisdiction and containing no arsenic or chromium. B. Kiln -dry lumber after treatment to a maximum moisture content of 19 percent. Do not use material that is warped or does not comply with requirements for untreated material. C. Mark lumber with treatment quality mark of an inspection agency approved by the ALSC Board of Review. D. Application: Treat all miscellaneous carpentry, unless otherwise indicated. 2.3 FIRE- RETARDANT - TREATED MATERIALS A. General: Comply with performance requirements in AWPA C20 (lumber) and AWPA C27 (plywood). 1. Use Exterior type for exterior locations and where indicated. 2. Use Interior Type A, High Temperature (H1) for enclosed roof framing, framing in attic spaces, and where indicated. 3. Use Interior Type A, unless otherwise indicated. B. Identify fire - retardant- treated wood with appropriate classification marking of testing and inspecting agency acceptable to authorities having jurisdiction. C. Application: Treat all miscellaneous carpentry, unless otherwise indicated. 2.4 DIMENSION LUMBER FRAMING A. Maximum Moisture Content: 19 percent. B. Non- Load - Bearing Interior Partitions: Construction or No. 2 grade of any species. C. Other Framing: Construction or No. 2 grade and any of the following species: 1. Hem -fir (north); NLGA. 2. Douglas fir - larch; WCLIB or WWPA. 3. Mixed southern pine; SPIB. MISCELLANEOUS ROUGH CARPENTRY 061053 - 2 a Yr 4. Spruce- pine -fir, NLGA. 5. Hem -fir; WCLIB or W WPA. 6. Douglas fir -larch (north); NLGA. IYu 2.5 MISCELLANEOUS LUMBER A. General: Provide miscellaneous lumber indicated and lumber for support or attachment of other construction, including the following: 1. Blocking. 2. Nailer. 3. Rooftop equipment bases and support curbs. Ilu 4. Cants. 5. Furring. 6. Grounds. 7. Utility shelving. B. For items of dimension hunber size, provide Construction or No. 2 grade lumber with 19 W maximum moisture content of any species. C. For exposed boards, provide lumber with 19 percent maximum moisture content of eastern white pine, Idaho white, lodgepole, ponderosa, or sugar pine; Premium or 2 Common (Sterling) b grade; NeLMA, NLGA, WCLIB, or W WPA. D. For concealed boards, provide lumber with 19 percent maximum moisture content and [any of ]the following species and grades: 1. 2. 3. 4. 2.6 PL1 Mixed southern pine, No. 2 grade; SPIB. Eastern softwoods, No. 2 C- -.i grade; NELMA. Northern species, No. 2 Common grade; NLGA. Western woods, Construction or No. 2 Common grade; WCLIB or W WPA. !WOOD BACKING PANELS kW A. Telephone and Electrical Equipment Backing Panels: DOC PS 1, Exposure 1, C -D Plugged, fire retardant treated, in thickness indicated or, if not indicated, not less than 1/2 -inch (13 -mm) nominal thickness. lw 2.7 FASTENERS A. General: Where carpentry is exposed to weather, in ground contact, pressure -i,.. native treated, or in area of high relative humidity, provide fasteners with hot -dip zinc coating complying with ASTM A 153/A 153M. B. Power Driven Fastener: NES NER -272. lr C. Screws for Fastening to Cold- Formed Metal Framing: ASTM C 954, except with wafer heads and reamer wings, length as rec........,..ded by screw manufacturer for material being fastened. lu MISCELLANEOUS ROUGH CARPENTRY 061053-3 Ya PART 3 - EXECUTION 3.1 INSTALLATION, GENERAL A. Set carpentry to required levels and lines, with members plumb, true to line, cut, and fitted. Fit carpentry to other construction; scribe and cope as needed for accurate fit. Locate furring, nailers, blocking, grounds, and similar supports to comply with requirements for attaching other construction. B. Framing Standard: Comply with AF &PA's "Details for Conventional Wood Frame Construction," unless otherwise indicated. C. Do not splice structural members between supports, unless otherwise indicated. D. Comply with AWPA M4 for applying field treatment to cut surfaces of preservative- treated lumber. E. Securely attach carpentry work to substrate by anchoring and fastening as indicated, complying with the following: I . NES NER -272 for power- driven fasteners. 2. Table 2304.9.1, "Fastening Schedule," in ICC's International Building Code. 3. Table 23- II-B -1, "Nailing Schedule," and Table 23- II-13-2, "Wood Structural Panel Roof Sheathing Nailing Schedule," in ICBO's Uniform Building Code. 4. Table 2305.2, "Fastening Schedule," in BOCA's BOCA National Building Code. 5. Table 2306.1, "Fastening Schedule," in SBCCI's Standard Building Code. 6. Table R602.3(1), "Fastener Schedule for Structural Members," and Table R602.3(2), "Alternate Attachments," in ICC's International Residential Code for One - and Two - Family Dwellings. 7. Table 602.3(1), "Fastener Schedule for Structural Members," and Table 602.3(2), "Alternate Attachments," in ICC's International One- and Two - Family Dwelling Code. F. Wood Trim Installation: Install with minimum number of joints practical, using full- length pieces from maximum lengths of lumber available. Cope at returns and miter at comers to produce tight -fitting joints with full-surface contact throughout length of joint. Use scarf joints for end - to-end joints. I . Match color and grain pattern across joints. 2. Install trim after gypsum board joint - finishing operations are completed. 3. Install to tolerance of 1/8 inch in 96 inches (3 mm in 2438 mm) for level and plumb. Install adjoining finish carpentry with 1/32 -inch (0.8 -mm) maximum offset for flush installation and 1/16 -inch (1.6 -mm) maximum offset for reveal installation. 3.2 PROTECTION A. Protect wood that has been treated with inorganic boron (SBX) from weather. If, despite protection, inorganic boron- treated wood becomes wet, apply EPA - registered borate treatment. Apply borate solution by spraying to comply with EPA- registered label. MISCELLANEOUS ROUGH CARPENTRY 061053 - 4 END OF SECTION 061053 MISCELLANEOUS ROUGH CARPENTRY 061053 - 5 No M SECTION 061600 SHEATHING Ya PART I GENERAL MW 1.1 SUMMARY A. This Section includes the following: 1. Wall sheathing. 2. Roof sheathing. 3. Composite nail base insulated roof sheathing. 4. Building paper. 5. Building wrap. 6. Sheathing joint arid- penetration treatment. 7. Flexible flashing at openings in sheathing. 1.2 SUBMITTALS A. Product Data: For each type of process and factory- fabricated product. Indicate component im materials and dimensions and include construction and application details. 1. Include data for wood preservative treatment and fire retardant treatment from chemical 1W treatment manufacturer and certification by treating plant that treated plywood complies with requirements. 1r B. Research/Evaluation Reports: For the following: 1. Preservative- treated plywood. 2. Fire retardant- treated plywood. 1r 3. Foam plastic sheathing. 4. Building wrap. W 1.3 QUALITY ASSURANCE 6 A. Fire Test Response Characteristics: For assemblies with fire resistance ratings, provide materials and construction identical to those of assemblies tested for fire resistance per ASTM E 119 by a testing and inspecting agency acceptable to authorities having jurisdiction IYr 1.4 DELIVERY, STORAGE, AND HANDLING v A. Stack plywood and other panels flat with spacers between each bundle to provide air circulation. Provide for air circulation around stacks and under coverings. IN SHEATHING 061600-1 PART 2- PRODUCTS 2.1 WOOD PANEL PRODUCTS, GENERAL A. Plywood: Either DOC PS 1 or DOC PS 2, unless otherwise indicated. B. Oriented Strand Board: DOC PS 2. 2.2 PRESERVATIVE- TREATED PLYWOOD A. Preservative Treatment by Pressure Process: AWPA C9. B. Mark plywood with appropriate classification marking of an inspection agency acceptable to authorities having jurisdiction. C. Application: Treat all plywood, unless otherwise indicated and plywood in contact with masonry or concrete or used with roofing, flashing, vapor barriers, and waterproofing. 2.3 FIRE- RETARDANT- TREATED PLYWOOD A. General: Comply with performance requirements in AWPA C27. 1. Use Exterior type for exterior locations and where indicated. 2. Use Interior Type A, High Temperature (111) for roof sheathing and where indicated. 3. Use Interior Type A, unless otherwise indicated. B. Kiln -dry material after treatment to a maximum moisture content of 15 percent. C. Identify fire- retardant- treated plywood with appropriate classification marking of UL, U.S. Testing, Timber Products Inspection, or another testing and inspecting agency acceptable to authorities having jurisdiction. D. Application: Treat all plywood, unless otherwise indicated. 2.4 WALL SHEATHING A. Plywood Wall Sheathing: Exterior Exposure 1, Structural I sheathing. B. Oriented- Strand -Board Wall Sheathing: Exposure 1, Structural 1 sheathing. C. Paper - Surfaced Gypsum Wall Sheathing: ASTM C 79/C 79M or ASTM C 1396/C 1396M, gypsum sheathing; with water - resistant - treated core. 1. Type and Thickness: Type X, 5/8 inch (15.9 min) thick. D. Foil - Faced, Polyisocyanurate -Foam Wall Sheathing: ASTM C 1289, Type I, Class 2, aluminum- foil - faced, glass- fiber- reinforced, rigid, cellular, polyisocyanurate thermal insulation. SHEATHING 06I600 - 2 Foam - plastic core and facings shall have a flame - spread index of 25 or less when tested individually. 1. Thickness: As indicated. 2.5 ROOF SHEATHING A. Plywood Roof Sheathing: Exterior Exposure 1, Structural I sheathing. B. Oriented- Strand -Board Roof Sheathing: Exposure 1, Structural I sheathing. 2.6 FASTENERS A. General: Provide fasteners of size and type indicated. I. For wall and roof sheathing panels, provide fasteners with corrosion - protective coating having a salt -spray resistance of more than 800 hours according to ASTM B 117. 2.7 WEATHER- RESISTANT SHEATHING PAPER A. Building Paper. ASTM D 226, Type 1 (No. 15 asphalt- saturated organic felt), unperforated. B. Building Wrap: ASTM E 1677, Type I air retarder; with flame - spread and smoke - developed indexes of Less than 25 and 450, respectively, when tested according to ASTM E 84; UV stabilized; and acceptable to authorities having jurisdiction. I. Available Products: Subject to compliance with requirements, products that may be incorporated into the Work include, but are not limited to, the following: 2. Products: Subject to compliance with requirements, provide one of the following: a. Dow Chemical Company (The); Styrofoam Weathennate Plus Brand Housewrap. b. DuPont (E. I. du Pont de Nemours and Company); Tyvek CommercialWrap or StuccoWrap. c. Ludlow Coated Products; Barricade Building Wrap. d. Pactiv, Inc.; GreenGuard Ultra Wrap. e. Raven Industries Inc.; Rufco-Wrap. f. Reemay, Inc.; Typar HouseWrap. 3. Water -Vapor Permeance: Not less than 535 g through 1 sq. m of surface in 24 hours per ASTM E 96, Desiccant Method (Procedure A). C. Building -Wrap Tape: Tape recommended by building -wrap manufacturer. 2.8 SHEATHING JOINT - AND - PENETRATION TREATMENT MATERIALS A. Sealant for Paper - Surfaced Gypsum Sheathing Board: Elastomeric silicone joint sealant recommended by sheathing manufacturer. SHEATHING 061600 - 3 B. Sealant for Paper - Surfaced Gypsum Sheathing Board: Silicone emulsion sealant complying with ASTM C 834, and recommended by tape and sheathing manufacturers. 2.9 MISCELLANEOUS MATERIALS A. Adhesives for Field Gluing Panels to Framing: Formulation complying with ASTM D 3498 that is approved for use indicated by manufacturers of both adhesives and panels. 1. Use adhesives that have a VOC content of 70 g/L or less when calculated according to 40 CFR 59, Subpart D (EPA Method 24). B. Flexible Flashing: Self- adhesive, rubberized-asphalt compound, bonded to a high -density, polyethylene film to produce an overall thickness of not less than 0.025 inch (0.6 mm). PART 3 - EXECUTION 3.1 INSTALLATION, GENERAL A. Securely attach to substrate by fastening as indicated, complying with the following: 1. NES NER -272 for power - driven fasteners. 2. Table 2304.9.1, "Fastening Schedule," in ICC's "International Building Code." 3. Table 23- II -B -1, "Nailing Schedule," and Table 23- ll -B -2, "Wood Structural Panel Roof Sheathing Nailing Schedule," in I030's "Uniform Building Code." 4. Table 2305.2, "Fastening Schedule," in BOCA's "BOCA National Building Code." 5. Table 2306.1, "Fastening Schedule," in SBCCI's "Standard Building Code." 6. Table R602.3(1), "Fastener Schedule for Structural Members," and Table R602.3(2), "Alternate Attachments," in ICC's "International Residential Code for One- and Two - Family Dwellings." 7. Table 602.3(1), "Fastener Schedule for Structural Members," and Table 602.3(2), "Alternate Attachments," in ICC's "International One - and Two-Family Dwelling Code." B. Coordinate sheathing installation with flashing and joint - sealant installation so these materials are installed in sequence and manner that exclude exterior moisture. C. Do not bridge building expansion joints; cut and space edges of panels to match spacing of structural support elements. 3.2 WOOD STRUCTURAL PANEL INSTALLATION A. General: Comply with applicable recommendations in APA Form No. E30K, "APA Design/Construction Guide: Residential & Commercial." 1. Comply with "Code Plus" installation provisions in guide referenced in paragraph above. B. Fastening Methods: Fasten panels as indicated below: 1. Wall and Roof Sheathing: SHEATHING 061600 - 4 a. Nail to wood framing. Apply a continuous bead of glue to framing members at edges of wall sheathing panels. b. Screw to cold - formed metal framing. 3.3 GYPSUM SHEATHING INSTALLATION A. Comply with GA -253 and with manufacturer's written instructions. 1. Fasten gypsum sheathing to wood framing with nails or screws. 2. Fasten gypsum sheathing to cold - formed metal framing with screws. 3. Install boards with a 3/8 -inch (9.5 -mm) gap where non - load - bearing construction abuts structural elements. 4. Install boards with a I/4 -inch (6.4 -mm) gap where they abut masonry or similar materials. 3.4 WEATHER- RESISTANT SHEATHING -PAPER INSTALLATION A. General: Cover sheathing with weather - resistant sheathing paper as follows: 1. Cut back barrier 1/2 inch (13 mm) on each side of the break in supporting members at expansion- or control joint locations. 2. Apply barrier to cover vertical flashing with a minimum 4 -inch (100 -mm) overlap, unless otherwise indicated. B. Building Paper: Apply horizontally with a 2 -inch (50 -mm) overlap and a 6 -inch (150 -mm) end lap; fasten to sheathing with galvanized staples or roofing nails. C. Building Wrap: Comply with manufacturer's written instructions. 1. Seal seams, edges, fasteners, and penetrations with tape. 2. Extend into jambs of openings and seal comers with tape. 3.5 SHEATHING JOINT- AND - PENETRATION TREATMENT A. Seal sheathing joints according to sheathing manufacturer's written instructions. 1. Apply elastomeric sealant to joints and fasteners and trowel flat. Seal other penetrations and openings. 2. Apply glass -fiber sheathing tape to glass -mat gypsum sheathing board joints, and apply and trowel silicone emulsion sealant to embed tape in sealant. Apply sealant to exposed fasteners. Seal other penetrations and openings. 3. Apply sheathing tape to joints between foam - plastic sheathing panels and at items penetrating sheathing. Apply at upstanding flashing to overlap both flashing and sheathing. 3.6 FLEXIBLE FLASHING INSTALLATION A. Apply flexible flashing where indicated to comply with manufacturers written instructions. SHEATHING 061600 - 5 1. Lap seams and junctures with other materials at least 4 inches (100 mm), except that at flashing flanges of other construction, laps need not exceed flange width. 2. Lap flashing over weather - resistant building paper at bottom and sides of openings. 3. Lap weather - resistant building paper over flashing at heads of openings. 4. After flashing has been applied, roll surfaces with a hard rubber or metal roller. 3.7 PROTECTION A. Paper - Surfaced Gypsum Sheathing: Protect sheathing by covering exposed exterior surface of sheathing with weather - resistant sheathing paper securely fastened to framing. Apply covering immediately after sheathing is installed. END OF SECTION 061600 SHEATHING 061600 - 6 SECTION 071113 - BITUMINOUS DAMPPROOFING PART 1 - GENERAL 1.1 SUMMARY A. This Section includes the following: 1. Cold - applied, cut -back asphalt dampproofing. 2. Cold - applied, emulsified - asphalt dampproofing. B. See Division 01 Section "Sustainable Design Requirements" for additional LEED requirements. 1.2 SUBMITTALS A. Product Data: For each type of product indicated. 1.3 PROJECT CONDITIONS A. Ventilation: Provide adequate ventilation during application of dampproofmg in enclosed spaces. Maintain ventilation until dampproofing has cured. PART 2- PRODUCFS 2.1 COLD - APPLIED, CUT -BACK ASPHALT DAMPPROOFING A. Available Manufacturers: Subject to compliance with requirements, manufacturers offering products that may be incorporated into the Work include, but are not limited to, the following: B. Manufacturers: Subject to compliance with requirements, provide products by one of the following: 1. ChemMasters Corp. 2. Degussa Building Systems; Sonnebom Brand Products. 3. Gardner Gibson, Inc. 4. Henry Company. 5. Karnak Corporation. 6. Koppers Inc. 7. Malarkey Roofing Products. 8. Meadows, W. R., Inc. C. Trowel Coats: ASTM D 4586, Type I, Class 1, fibered. D. Brush and Spray Coats: ASTM D 4479, Type I, fibered. BITUMINOUS DAMPPROOFING 071113 - 1 E. 2.2 A. B. VOC Content: 2.5 lb /gal. (300 g/L) or less. COLD APPLIED, EMULSIFIED- ASPHALT DAMPPROOFING Available Manufacturers: Subject to compliance with requirements, manufacturers offering products that may be incorporated into the Work include, but are not limited to, the following: Manufacturers: Subject to compliance with requirements, provide products by one of the following: 1. ChemMasters Corp. 2. Degussa Building Systems; Sonnebom Brand Products. 3. Gardner Gibson, Inc. 4. Henry Company. 5. Karnak Corporation. 6. Koppers Inc. 7. Malarkey Roofing Products. 8. Meadows, W. R., Inc. C. D. E. F. 2.3 Trowel Coats: ASTM D 1227, Type II, Class 1. Fibered Brush and Spray Coats: ASTM D 1227, Type II, Class 1. Brush and Spray Coats: ASTM D 1227, Type III, Class 1. VOC Content: 0.25 lb/gal. (30 g(L) or less. PROTECTION COURSE A. Protection Course, Asphalt -Board Type: ASTM D 6506, premolded, 1/8 -inch- (3 -mm thick, multi -ply, semirigid board consisting of a mineral- stabilized asphalt core sandwiched between layers of asphalt- saturated felt, and faced on I side with polyethylene film. B. Protection Course: Fan folded, with a core of extruded polystyrene board insulation faced on one or both side(s) with plastic film, nominal thickness 1/4 inch (6 nun), with compressive strength of not less than 8 psi (55 kPa) per ASTM D 1621, and maximum water absorption by volume of 0.6 percent per ASTM C 272. C. Protection Course: Unfaced, fan- folded, extruded polystyrene board insulation, nominal thickness 1/4 inch (6 mm) with compressive strength of not less than 8 psi (55 kPa) per ASTM D 1621. D. Protection Course, Roll- Roofing Type: Smooth surfaced roll roofing complying with ASTM D 6380, Class S, Type M. 2.4 MISCELLANEOUS MATERIALS A. Cut -Back Asphalt Primer: ASTM D 41. BITUMINOUS DAMPPROOFING 071113-2 B. Emulsified- Asphalt Primer. ASTM D 1227, Type III, Class 1, except diluted with water as recommended by manufacturer. C. Asphalt- Coated Glass Fabric: ASTM D 1668, Type I. PART 3 - EXECUTION 3.1 PREPARATION A. Clean substrates of projections and substances detrimental to work; fill voids, seal joints, and apply bond breakers if any, as recommended by prime material manufacturer. 3.2 APPLICATION, GENERAL A. Comply with manufacturer's written recommendations unless more stringent requirements are indicated or required by Project conditions to ensure satisfactory performance of dampproofing. B. Apply dampproofing to footings and foundation walls where opposite side of wall faces building interior or occupied space. 1. Apply from finished -grade line to top of footing, extend over top of footing, and down a minimum of 6 inches (150 mm) over outside face of footing. 2. Extend 12 inches (300 mm) onto intersecting walls and footings, but do not extend onto surfaces exposed to view when Project is completed. 3. Install flashings and corner protection stripping at internal and external comers, changes in plane, construction joints, cracks, and where shown as "reinforced," by embedding an 8 -inch- (200 -mm -) wide strip of asphalt- coated glass fabric in a heavy coat of dampproofmg. Dampproofmg coat for embedding fabric is in addition to other coats required. C. Apply dampproofing to provide continuous plane of protection on exterior face of inner wythe of exterior masonry cavity walls. D. Apply dampproofmg to provide continuous plane of protection on interior face of above - grade, exterior concrete and masonry walls unless walls are indicated to receive direct application of paint. 3.3 COLD - APPLIED, CUT -BACK ASPHALT DAMPPROOFING A. On Concrete Foundations: Apply 2 brush or spray coats at not less than 1.25 gal./100 sq. ft. (0.5 L/sq. m) for first coat and 1 ga1J100 sq. ft. (0.4 L/sq. m) for second coat, or 1 trowel coat at not less than 4 ga1J100 sq. ft. (1.6 L/sq. m). B. On Unparged Masonry Foundation Walls: Apply primer and 1 trowel coat at not less than 4 ga1J100 sq. ft. (1.6 IJsq. m). C. On Unexposed Face of Concrete Retaining Walls: Apply 1 brush or spray coat at not less than 1.25 gal. /100 sq. ft. (0.5 L/sq. m). BITUMINOUS DAMPPROOFING 071113 - 3 D. On Unexposed Face of Masonry Retaining Walls: Apply primer and 1 brush or spray coat at not less than 1.25 gal./100 sq. ft. (0.5 L/sq. m). E. On Exterior Face of Inner Wythe of Cavity Walls: Apply primer and 1 brush or spray coat at not less than 1 gal./100 sq. ft. (0.4 L/sq. m). 3.4 COLD - APPLIED, EMULSIFIED - ASPHALT DAMPPROOFING A. On Concrete Foundations: Apply 2 brush or spray coats at not less than 1.5 gal./100 sq. ft. (0.6 L/sq. m) for first coat and 1 gal./100 sq. ft. (0.4 L/sq. m) for second coat, 1 fibered brush or spray coat at not less than 3 gal./100 sq. ft. (1.2 L/sq. m), or I trowel coat at not less than 4 gal. /100 sq. ft. (1.6 L/sq. m). B. On Unparged Masonry Foundation Walls: Apply primer and 1 trowel coat at not less than 5 gal. /100 sq. ft. (2 L/sq. m). C. On Unexposed Face of Concrete Retaining Walls. Apply 1 brush or spray coat at not less than 1.25 gal. /100 sq. ft. (0.5 L/sq. m). D. On Unexposed Face of Masonry Retaining Walls: Apply primer and 1 brush or spray coat at not less than 1.25 gal. /100 sq. ft. (0.5 L/sq. m). E. On Exterior Face of Inner Wythe of Cavity Walls: Apply primer and 1 brush or spray coat at not less than 1 ga1J100 sq. ft. (0.4 Usq. m). F. On Interior Face of Exterior Concrete Walls: Where above grade and indicated to be furred and fmished, apply I brush or spray coat at not less than 1 gal./100 sq. ft. (0.4 L/sq. m). G. On Interior Face of Exterior Masonry Walls: Where above grade and indicated to be furred and finished, apply primer and 1 brush or spray coat at not less than 1 gal./100 sq. ft. (0.4 L/sq. m). 3.5 INSTALLATION OF PROTECTION COURSE A. Where indicated, install protection course over completed- and -cured dampproofing. Comply with dampproofing material manufacturer's written recommendations for attaching protection course. 1. Support protection course with spot application of adhesive of type recommended by protection board manufacturer over cured coating. 2. Install protection course on same day of installation of dampproofing (while coating is tacky) to ensure adhesion. END OF SECTION 071113 BITUMINOUS DAMPPROOFING 071113 - 4 SECTION 071416 - COLD FLUID- APPLIED WATERPROOFING PART 1 - GENERAL 1.1 SUMMARY A. This Section includes cold fluid - applied polyurethane waterproofmg. 1.2 SUBMITTALS A. Product Data: Include manufacturer's written instructions for evaluating, preparing, and treating substrate, technical data, and tested physical and performance properties of waterproofing. 13. Product test reports. 1.3 QUALITY ASSURANCE A. Installer Qualifications: A qualified installer, approved by manufacturer to install manufacturer's products. 1.4 STORAGE A. Store liquid materials in their original undamaged containers in a clean, dry, protected location and within the temperature range required by waterproofmg manufacturer. 13. Remove and replace liquid materials that cannot be applied within their stated shelf life. Protect stored materials from direct sunlight. 1.5 PROJECT CONDITIONS A. Environmental Limitations: Apply waterproofing within the range of ambient and substrate temperatures recommended by waterproofing manufacturer. Do not apply waterproofing to a damp or wet substrate, when relative humidity exceeds 85 percent, or when temperatures are less than 5 deg F (3 deg C) above dew point. 1.6 WARRANTY A. Special Warranty: Manufacturer's standard form, signed by manufacturer and Installer, and agreeing to repair or replace waterproofing that does not comply with requirements or that does not remain watertight for a period of five years after date of Substantial Completion. COLD FLUID- APPLIED WATERPROOFING 071416 -1 PART 2- PRODUCTS 2.1 MANUFACTURERS A. Available Products: Subject to compliance with requirements, products that may be incorporated into the Work include, but are not limited to, the following: 1. Single- Component, Modified Polyurethane Waterproofing: a. Anti -Hydro International, Inc.; A -H Seamless Membrane. b. Carlisle Corporation, Carlisle Coatings & Waterproofing Div.; CCW -525. c. Cetco; LDC 60. d. Karnak Corporation; One -Kote System. e. Mameco International, Inc.; Vulkem 201. f. Miradri, T. C.; Miraseal. g. Neogard, Div. ofJones- Blair, Neogard 7403/7405. h. Pacific Polymers, Inc.; Elasto -Deck B.T. i. Pecora Corporation; Duramem 500. j. Sonnebome, Div. of ChemRex Inc.; HLM 5000. k. Tremco; Tremproof 60. 1. United Coatings; Elastall 1000. 2.2 WATERPROOFING MATERIALS A. Cold Fluid - Applied Waterproofing: Comply with ASTM C 836. B. Primer. Manufacturer's standard, factory- formulated polyurethane or epoxy primer. C. Sheet Flashing: 50 -mil- (1.3 -mm -) minimum, nonstaining uncured sheet neoprene. 1. Adhesive: Manufacturer's recommended contact adhesive. D. Reinforcing Strip: Manufacturer's recommended fiberglass mesh or polyester fabric. E. Protection Course: Unfaced, extruded - polystyrene board insulation; ASTM C 578 Type X, 1/2 inch (6 mm) thick. 2.3 MOLDED -SHEET DRAINAGE PANELS A. Nonwoven - Geotextile- Faced, Molded -Sheet Drainage Panel: Manufactured composite subsurface drainage panels consisting of a nonwoven, needle- punched geotextile facing with an apparent opening size not exceeding No. 70 (0.21 -mm) sieve laminated to 1 side and a polymeric film bonded to the other side of a 3- dimensional, nonbiodegradable, molded- plastic- sheet drainage core, with a vertical flow rate of 9 to 15 gpm per ft. (112 to 188 L/min. per m). COLD FLUID- APPLIED WATERPROOFING 071416 - 2 PART 3- EXECIJTLON 3.1 SURFACE PREPARATION A. Clean and prepare substrate according to manufacturer's written recommendations. Provide clean, dust -free, and dry substrate for waterproofmg application. 1. Verify that substrate is visibly dry and free of moisture. Test for capillary moisture by plastic sheet method according to ASTM D 4263. B. Remove grease, oil, bitumen, form - release agents, paints, curing compounds, and other penetrating contaminants or film - forming coatings from concrete. C. Remove fins, ridges, and other projections and fill honeycomb, aggregate pockets, and other voids. D. Prepare vertical and horizontal surfaces at terminations and penetrations through waterproofing and at expansion joints, drains, and sleeves according to ASTM C 898 and manufacturer's written instructions. 1. Apply a double thickness of waterproofing and embed a joint reinforcing strip in preparation coat when recommended by waterproofmg manufacturer. E. Prepare, treat, rout, and fill joints and cracks in substrate according to ASTM C 898 and waterproofing manufactuiia's written instructions. Remove dust and dirt from joints and cracks complying with ASTM D 4258 before coating surfaces. F. Install sheet flashing and bond to deck and wall substrates where indicated or required according to waterproofing manufacturer's written instructions. 1. Extend sheet flashings onto perpendicular surfaces and other work penetrating substrate according to ASTM C 898. 3.2 WATERPROOFING APPLICATION A. Apply waterproofing according to ASTM C 898 and manufacturer's written instructions. 1. Apply one or more coats of waterproofing to obtain a seamless membrane free of entrapped gases, with an average dry film thickness of 60 mils (1.5 mm) and a minimum dry film thickness of 50 mils (1.3 mm) at any point. B. Install protection course with butted joints over nominally cured membrane before starting subsequent construction operations. 3.3 MOLDED -SHEET DRAINAGE PANEL INSTALLATION A. Place and secure molded -sheet drainage panels to substrate according to manufacturer's written instructions. Use adhesives that do not penetrate waterproofing. Lap edges and ends of COLD FLUID- APPLIED WATERPROOFING 071416 - 3 geotextile fabric to maintain continuity. Protect installed molded -sheet drainage panels during subsequent construction. 3.4 CURING, PROTECTING, AND CLEANING A. Cure waterproofing according to manufacturer's written recommendations, taking care to prevent contamination and damage during application stages and curing. 1. Do not permit foot or vehicular traffic on unprotected membrane. B. Protect waterproofing from damage and wear during remainder of construction period. C. Clean spillage and soiling from adjacent construction using cleaning agents and procedures recommended by manufacturer of affected construction. END OF SECTION 071416 COLD FLUID- APPLIED WATERPROOFING 071416 - 4 SECTION 071900 - WATER REPELLENTS PART 1 - GENERAL 1.1 SUMMARY A. This Section includes penetrating water - repellent coatings for the following vertical and horizontal surfaces: 1. Concrete (unpainted). 2. Brick masonry. 3. Concrete unit masonry (unpainted and unglazed). 4. Portland cement plaster (stucco). 1.2 SUBMITTALS A. Product Data: For each type of product indicated. 13. Product test reports. C. Product Application Recommendations: For each type of masonry indicated. 1.3 QUALITY ASSURANCE A. Installer Qualifications: An employer of workers trained and approved by manufacturer. 1.4 WARRANTY A. Special Warranty: Manufacturer's standard form in which manufacturer and Applicator agree(s) to repair or replace materials that fail to maintain water repellency specified in Part 1 "Performance Requirements" Article within Five years from date of Substantial Completion. PART 2- PRODUCFS 2.1 MANUFACTURERS A. Available Products: Subject to compliance with requirements, products that may be incorporated into the Work include, but are not limited to, products listed in other Part 2 articles. WATER REPELLENTS 071900 -1 2.2 PENETRATING WATER REPELLENTS A. Silane, Penetrating Water Repellent: Clear, monomeric compound containing 20 percent or more solids of alkyltrialkoxysilanes; with alcohol, mineral spirits, water, or other proprietary solvent carver, and with 3.31b /gal. (400 g/L) or less of VOCs. 1. Available Products: a. Anti -Hydro International, Inc.; Aridox 40M. b. ChemMasters; Aquanil Plus 40. c. Gemite Products, Inc.; Gem Guard SL. d. Hydrozo, a division of ChemRex; Enviroseal 20. e. Pecora Corporation; Klear -Seal 9100 S. f. Seal - Krete, Inc.; S -K High Solids. g. Sonnebom Building Products, a division of ChemRex; White Rox 10 VOC. h. Tamms Industries, Inc.; Baracade Silane 100. PART 3 - EXECUTION 3.1 PREPARATION A. Clean substrate of substances that might interfere with penetration or performance of water repellents. Test for moisture content, according to water - repellent manufacturer's written instructions, to ensure that surface is dry enough. 1. Cast -in -Place Concrete: Remove oil, curing compounds, laitance, and other substances that could prevent adhesion or penetration of water repellents. 2. Clay Brick Masonry: Clean clay brick masonry per ASTM D 5703. B. Test for pH level, according to water - repellent manufacturer's written instructions, to ensure chemical bond to silicate minerals. C. Protect adjoining work, including sealant bond surfaces, from spillage or blow-over of water repellent. Cover adjoining and nearby surfaces of aluminum and glass if there is the possibility of water repellent being deposited on surfaces. Cover live plants and grass. D. Coordination with Sealants: Do not apply water repellent until sealants for joints adjacent to surfaces receiving water - repellent treatment have been installed and cured. 1. Water - repellent work may precede sealant application only if sealant adhesion and compatibility have been tested and verified using substrate, water repellent, and sealant materials identical to those used in the work. E. Proceed with installation only after unsatisfactory conditions have been corrected. 3.2 APPLICATION A. Manufacturer's Field Service: Engage a factory- authorized service representative to inspect the substrate before application of water repellent and to instruct Applicator on the product and application method to be used. WATER REPELLENTS 071900 - 2 lld B. Apply a heavy saturation spray coating of water repellent on surfaces indicated for treatment using low- pressure spray equipment. Comply with manufacturers written instructions for using airless spraying procedure, unless otherwise indicated. Yd C. Apply a second saturation spray coating, repeating first application. Comply with manufacturer's written instructions for limitations on drying time between coats and after rainstorm wetting of surfaces between coats. Consult manufacturer's technical representative if written instructions are not applicable to Project conditions. 6 3.3 CLEANING A. Immediately clean water repellent from adjoining surfaces and surfaces soiled or damaged by ly water- repellent application as work progresses. Repair damage caused by water repellent application. Comply with manufacturer's written cleaning instructions. W END OF SECTION 071900 V d d d d L d rr 0 is WATER REPELLENTS DylL'II:11�C3 177 B. Product test reports. C. Research/Evaluation Reports: For foam - plastic insulation. A. Retain ASTM test method below based on product and kind of fire- resistance characteristic specified for each product in Part 2. Fire- Test - Response Characteristics: Provide insulation and related materials with the fire-test-response characteristics indicated, as determined by testing identical products per ASTM E 84 for surface - burning characteristics, by UL or another testing and inspecting agency acceptable to authorities having jurisdiction. Identify materials with appropriate markings of applicable testing and inspecting agency. SECTION 072100 - THERMAL INSULATION PART 1 - GENERAL 1.1 SUMMARY A. This Section includes the following: 1. Perimeter insulation under slabs -on - grade. 2. Perimeter wall insulation (supporting backfill). 3. Cavity -wall insulation. 4. Concealed building insulation. 5. Exposed building insulation. 6. Sound attenuation insulation. 1.3 QUALITY ASSURANCE PART 2- PRODUCFS 2.1 MANUFACTURERS A. In other Part 2 articles where titles below introduce lists, the following requirements apply to product selection: 1. Available Manufacturers: Subject to compliance with requirements, manufacturers offering products that may be incorporated into the Work include, but are not limited to, manufacturers specified. THERMAL INSULATION 072100 -1 2.2 FOAM - PLASTIC BOARD INSULATION A. Extruded - Polystyrene Board Insulation: ASTM C 578, Type V, 3.00 lb/cu. ft. (48 kg/cu. m), with maximum flame - spread and smoke - developed indexes of 75 and 450, respectively: I. Available Manufacturers: a. DiversiFoam Products. b. Dow Chemical Company. c. Owens Corning. d. Pactiv Building Products Division. 2.3 GLASS -FIBER BLANKET INSULATION A. Available Manufacturers: 1. CertainTeed Corporation. 2. Guardian Fiberglass, Inc. 3. Johns Manville. 4. Knauf Fiber Glass. 5. Owens Corning. 2.4 AUXILIARY INSULATING MATERIALS A. Vapor - Retarder Tape: Pressure - sensitive tape of type recommended by insulation manufacturers for sealing joints and penetrations in vapor- retarder facings. B. Adhesive for Bonding Insulation: Product with demonstrated capability to bond insulation securely to substrates indicated without damaging insulation and substrates. 2.5 INSULATION FASTENERS A. Adhesively Attached, Spindle -Type Anchors: Plate formed from perforated galvanized carbon - steel sheet, 0.030 inch (0.762 mm) thick by 2 inches (50 mm) square, welded to projecting copper - coated steel spindle 0.105 inch (2.67 mm) in diameter and of length capable of holding insulation of thickness indicated securely in position with 1 -1/2 -inch- (38 -mm -) square or diameter self - locking washers complying with the following requirements: THERMAL INSULATION 072100 - 2 B. Unfaced, Glass -Fiber Blanket Insulation: ASTM C 665, Type I (blankets without membrane facing); consisting of fibers; with maximum flame - spread and smoke - developed indexes of 25 and 50, respectively; passing ASTM E 136 for combustion characteristics. C. Faced, Glass -Fiber Blanket Insulation: ASTM C 665, Type III (blankets with reflective membrane facing), Class A (membrane -faced surface with a flame - spread index of 25 or less); Category 1 (membrane is a vapor barrier), faced with foil - scrim -kraft, foil- scrim, or foil- scrim- polyethylene vapor- retarder membrane on 1 face. 1. Delete paragraph and subparagraphs below if both thicknesses and thermal resistances (not thermal resistivities) are indicated on Drawings. See Evaluations. Is y 1. Insulation- Retaining Washers: Self locking washers formed from 0.016 -inch- (0.41 -mm- thick galvanized steel sheet, with beveled edge for increased stiffness. 2. Where anchors are located in ceiling plenums protect ends with capped self locking washers incorporating a spring steel insert to ensure permanent retention of cap. B. Anchor Adhesive: Product with rl ...,,..:rated capability to bond insulation anchors securely to Wr substrates indicated without damaging insulation, fasteners, and substrates. PART 3- EXECUTION 3.1 INSTALLATION, GENERAL 6 A. Comply with insulation manufacturer's written instructions applicable to products and application indicated. 6 B. Install insulation that is undamaged, dry, and unsoiled and that has not been left exposed at any time to ice, rain, and snow. 6 C. Extend insulation in thickness indicated to envelop entire area to be insulated. Cut and fit tightly around obstructions and fill voids with insulation. Remove projections that interfere with placement. D. Water Piping Coordination: If water piping is located within insulated exterior walls, coordinate location of piping to ensure that it is placed on warm side of insulation and insulation encapsulates piping. E. For preformed insulating units, provide sizes to fit applications indicated and selected from manufacturer's standard thicknesses, widths, and lengths. Apply single layer of insulation units to produce thickness indicated unless multiple layers are otherwise shown or required to make up total thickness. ii 3.2 INSTALLATION OF PERIMETER AND UNDER -SLAB INSULATION A. On vertical surfaces, set insulation units in adhesive applied according to manufacturer's written instructions. Use adhesive mended by insulation manufacturer. 1. If not otherwise indicated, extend insulation a minimum of 24 inches (610 mm) below exterior grade line. B. On horizontal surfaces, loosely lay insulation units according to manufacturer's written instructions. Stagger end joints and tightly abut insulation units. C. Protect below -grade insulation on vertical surfaces from damage during backfilling by applying IW protection course with joints butted. Set in adhesive according to insulation manufachuer's written instructions. W D. Protect top surface of horizontal insulation from damage during concrete work by applying protection course with joints butted. rr THERMAL INSULATION 072100-3 1W 3.3 INSTALLATION OF CAVITY -WALL INSULATION A. On units of foam - plastic board insulation, install pads of adhesive spaced approximately 24 inches (610 mm) o.c. both ways on inside face, and as recommended by manufacturer. Fit courses of insulation between wall ties and other obstructions, with edges butted tightly in both directions. Press units firmly against inside substrates indicated. 1. Supplement adhesive attachment of insulation by securing boards with two -piece wall ties designed for this purpose and specified in Division 04 Section "Unit Masonry." 3.4 INSTALLATION OF GENERAL BUILDING INSULATION A. Apply insulation units to substrates by method indicated, complying with manufacturer's written instructions. If no specific method is indicated, bond units to substrate with adhesive or use mechanical anchorage to provide permanent placement and support of units. B. Seal joints between foam - plastic insulation units by applying adhesive, mastic, or sealant to edges of each unit to form a tight seal as units are shoved into place. Fill voids in completed installation with adhesive, mastic, or sealant as recommended by insulation manufacturer. C. Set vapor - retarder -faced units with vapor retarder to warm side of construction, unless otherwise indicated. 1. Tape joints and ruptures in vapor retarder, and seal each continuous area of insulation to surrounding construction to ensure airtight installation. D. Install mineral -fiber insulation in cavities formed by framing members according to the following requirements: 1. Use insulation widths and lengths that fill the cavities formed by framing members. If more than one length is required to fill cavity, provide lengths that will produce a snug fit between ends. 2. Place insulation in cavities formed by framing members to produce a friction fit between edges of insulation and adjoining framing members. 3. For metal -framed wall cavities where cavity heights exceed 96 inches (2438 mm), support unfaced blankets mechanically and support faced blankets by taping stapling flanges to flanges of metal studs. E. Install board insulation on concrete substrates by adhesively attached, spindle -type insulation anchors as follows: 1. Fasten insulation anchors to concrete substrates with insulation anchor adhesive according to anchor manufacturer's written instructions. Space anchors according to insulation manufacturer's written instructions for insulation type, thickness, and application indicated. 2. Apply insulation standoffs to each spindle to create cavity width indicated between concrete substrate and insulation. 3. After adhesive has dried, install board insulation by pressing insulation into position over spindles and securing it tightly in place with insulation- retaining washers, taking care not to compress insulation below indicated thickness. THERMAL INSULATION 072100 - 4 4. Where insulation will not be covered by other building materials, apply capped washers to tips of spindles. F. Install board insulation in curtain -wall construction where indicated on Drawings according to curtain -wall manufacturer's written instructions. L Retain insulation in place by metal clips and straps or integral pockets within window frames, spaced at intervals recommended in writing by insulation manufacturer to hold insulation securely in place without touching spandrel glass. Maintain cavity width of dimension indicated between insulation and glass. 2. Install insulation where it contacts perimeter fire-containment system to prevent insulation from bowing under pressure from perimeter fire- containment system. 3.5 INSTALLATION OF INSULATION IN CEILINGS FOR SOUND ATTENUATION A. Install 3 -inch- (76 -mm -) thick, unfaced glass -fiber blanket insulation over suspended ceilings at partitions in a width that extends insulation 48 inches (1219 mm) on either side of partition. END OF SECTION 072100 THERMAL INSULATION 072100 - 5 a a SECTION 072713 MODIFIED BITUMINOUS SHEET AIR BARRIERS :4MRV: I m 1.1 SUMMARY 6 A. This Section includes self adhering, vapor retarding, modified bituminous sheet air barriers. 1.2 PERFORMANCE REQUIREMENTS A. General: Air barrier shall be capable of performing as a continuous vapor retarding air barrier and as a liquid -water drainage plane flashed to discharge to the exterior incidental condensation or water penetration. Air barrier assemblies shall be capable of accommodating substrate movement and of sealing substrate expansion and control joints, construction material changes, penetrations, and transitions at perimeter conditions without W deterioration and air leakage exceeding specified limits. 1.3 SUBMITTALS A. Product Data: For each type of product indicated. B. Shop Drawings: Show locations and extent of air barrier. Include details for substrate joints and cracks, penetrations, inside and outside comers, terminations, and tie -ins with adjoining construction. 6 1. Include details of interfaces with other materials that form part of air barrier. 6 C. Product certificates. D. Qualification data. k E. Product test reports. 1.4 QUALTI'Y ASSURANCE A. Applicator Qualifications: A firm experienced in applying air barrier materials similar in material, design, and extent to those indicated for this Project, whose work has resulted in applications with a record of successful in- service performance. 1111 W to MODIFIED BITUMINOUS SHEET AIR BARRIERS 072713-1 1W PART 2 - PRODUCTS 2.1 SELF - ADHERING SHEET AIR BARRIER A. Modified Bituminous Sheet: 40 -mil- (1.0 -mm -) thick, self- adhering sheet consisting of 36 mils (0.9 nun) of rubberized asphalt laminated to a 4 -mil- (0.1 -mm -) thick, polyethylene film with release liner on adhesive side and formulated for application with primer that complies with VOC limits of authorities having jurisdiction. 1. Available Products: Subject to compliance with requirements, products that may be incorporated into the Work include, but are not limited to, the following. 2. Products: Subject to compliance with requirements, provide one of the following: a. Carlisle Coatings & Waterproofing; CCW -705. b. Grace, W R & Co.; Perm -A- Barrier. c. Henry Company; Blueskin SA. d. Meadows, W. R., Inc.; SealTight Air- Shield. e. NEI; AC AirSeal. f. Rubber Polymer Corporation; Rub -R -Wall SA. g. Tremco, Incorporated; ExoAir 110. 3. Physical and Performance Properties: a. Membrane Air Permeance: Not to exceed 0.004 cfm/sq. ft. of surface area at 1.57 ft. (0.02 L/s x sq. m of surface area at 75 pressure difference; ASTM E 2178. b. Tensile Strength: 250 psi (1.7 MPa) minimum; ASTM D 412, Die C, modified. c. Ultimate Elongation: 200 percent minimum; ASTM D 412, Die C, modified. d. Low- Temperature Flexibility: Pass at minus 20 deg F (minus 29 deg C); ASTM D 1970. e. Crack Cycling: Unaffected after 100 cycles of 1/8 -inch (3 -mm) movement; ASTM C 836. f. Puncture Resistance: 40 Ibf (180 N) minimum; ASTM E 154. g. Water Absorption: 0.15 percent weight -gain maximum after 48 -hour immersion at 70 deg F (21 deg C); ASTM D 570. h. Vapor Permeance: 0.05 perms (2.9 ng/Pa x s x sq. m); ASTM E 96, Water Method. 2.2 AUXILIARY MATERIALS A. General: Auxiliary materials recommended by air barrier manufacturer for intended use and compatible with air barrier. Liquid -type auxiliary materials shall comply with VOC limits of authorities having jurisdiction. B. Primer: Liquid waterborne primer recommended for substrate by manufacturer of air barrier material. MODIFIED BITUMINOUS SHEET AIR BARRIERS 072713 - 2 rr. Ir C. Butyl Strip: Vapor retarding, 30- to 40 -mil- (0.76- to 1.0 -mm thick, self adhering, polyethylene -film- reinforced top surface laminated to layer of butyl adhesive, with release liner backing. r D. Modified Bituminous Strip: Vapor retarding, 40 -mil- (1.0 -mm thick, smooth surfaced, self adhering; consisting of 36 mils (0.9 mm) of rubberized asphalt laminated to a 4-mil- (0.1 -mm Wr thick polyethylene film with release liner backing. E. Termination Mastic: Cold fluid applied elastomeric liquid; trowel grade. Wr F. Substrate Patching Membrane: Manufacturer's standard trowel -grade substrate filler. G. Sprayed Polyurethane Foam Sealant: I- or 2-component, foamed -in- place, polyurethane foam Yr sealant, 1.5 to 2.0 lb/cu. ft. (24 to 32 kg/cu. m) density; flame spread index of 25 or less according to ASTM E 162; with primer and non..., :ve substrate cleaner recommended by foam sealant manufacturer. H. Modified Bituminous Transition Strip: Vapor retarding, 40 -mil- (1.0 -mm thick, smooth surfaced, self- adhering; consisting of 36 mils (0.9 mm) of rubberized asphalt laminated to a 4- mil- (0.1 -mm thick polyethylene film with release liner backing. I. Elastomeric Flashing Sheet: ASTM D 2000, 2BC415 to 3BC620, minimum 50- to 65 -mil- (1.3- to 1.6 -mm thick, cured sheet neoprene with manufacturer's recommended contact adhesives 6 and lap sealant with galvanized steel termination bars and fasteners. J. Preformed Silicone Sealant Extrusion: Manufacturer's standard system consisting of cured low Yw modulus silicone extrusion, sized to fit opening widths, with a single- component, neutral- curing, Class 100 150 (low modulus) silicone sealant for bonding extrusions to substrates. Wr K. Joint Sealant: ASTM C 920, single-component, neutral- curing silicone; Class 100/50 (low modulus), Grade NS, Use NT related to exposure, and, as applicable to joint substrates indicated, Use O. Comply with Division 07 Section "Joint Sealants." 6 PART 3- EXECUTION ki 3.1 INSTALLATION IYJ A. Clean, prepare, and treat substrate according to manufacturer's written instructions. Provide clean, dust -free, and dry substrate for air barrier application. B. Install modified bituminous sheets according to air barrier manufacturer's written instructions and according to recommendations in ASTM D 6135. 1. When ambient and substrate temperatures range between 25 and 40 deg F (minus 4 and hm plus 5 deg C), install self adhering, modified bituminous air barrier sheets produced for low- temperature application. Do not use low- temperature sheets if ambient or substrate temperature is higher than 60 deg F (16 deg Q. v C. Apply primer to substrates at required rate and allow to dry. Limit priming to areas that will be covered by air barrier sheet in same day. Reprime areas exposed for more than 24 hours. ar MODIFIED BITUMINOUS SHEET AIR BARRIERS 072713-3 60 1. Prime glass- fiber - surfaced gypsum sheathing with number of prime coats needed to achieve required bond, with adequate drying time between coats. D. Apply and fiuuly adhere modified bituminous sheets horizontally over area to receive air barrier sheets. Accurately align sheets and maintain a uniform 2 -1/2 -inch- (64 -mm -) minimum lap widths and end laps. Overlap and seal seams and stagger end laps to ensure airtight installation. 1. Apply sheets in a shingled manner to shed water without interception by any exposed sheet edges. 2. Roll sheets firmly to enhance adhesion to substrate. E. Apply continuous modified bituminous sheets over modified bituminous strips bridging substrate cracks, construction, and contraction joints. F. Install air barrier sheets and auxiliary materials to form a seal with adjacent construction and to maintain a continuous air barrier. G. Connect and seal exterior wall air barrier membrane continuously to roofing membrane air barrier, concrete below -grade structures, floor -to floor construction, exterior glazing and window systems, glazed curtain -wall systems, storefront systems, exterior louvers, exterior door framing, and other construction used in exterior wall openings using accessory materials. H. Wall Openings: Prime concealed perimeter frame surfaces of windows, curtain walls, storefronts, and doors. Apply modified bituminous transition strip so that a minimum of 3 inches (75 mm) of coverage is achieved over both substrates. Maintain 3 inches (75 mm) of full contact over firm bearing to perimeter frames with not less than 1 inch (25 mm) of full contact. I. Fill gaps in perimeter frame surfaces of windows, curtain walls, storefronts, doors, and miscellaneous penetrations of air barrier membrane with foam sealant. J. Repair punctures, voids, and deficient lapped seams in air barrier. Slit and flatten fishmouths and blisters. Patch with air barrier sheet extending 6 inches (150 mm) beyond repaired areas in all directions. K. Do not cover air barrier until it has been tested and inspected by Owner's testing agency. L. Correct deficiencies in or remove air barrier that does not comply with requirements; repair substrates and reapply air barrier components. 3.2 FIELD QUALITY CONTROL A. Testing Agency: Owner will engage a qualified testing agency to perform tests and inspections and prepare test reports. 13. Inspections: Air barrier materials and installation are subject to inspection for compliance with requirements. C. Tests: Testing to be performed will be determined by Owner's testing agency as follows: 1. Qualitative Testing: Air barrier assemblies will be tested for evidence of air leakage according to ASTM E 1186, smoke pencil with pressurization or depressurization. MODIFIED BITUMINOUS SHEET MR BARRIERS 072713 - 4 D. Remove and replace deficient air barrier components and retest as specified above. 3.3 PROTECTION A. Protect air barrier system from damage during application and remainder of construction period, according to manufacturer's written instructions. 1. Protect air barrier from exposure to UV light and harmful weather exposure as required by manufacturer. Remove and replace air bather exposed to these conditions for more than 30 days. END OF SECTION 072713 MODIFIED BITUMINOUS SHEET AIR BARRIERS 072713 - 5 r r SECTION 075323 ETHYLENE- PROPYLENE- DIENE- MONOMER (EPDM) ROOFING PART1- GENERAL 6 1.1 SUMMARY A. This Section includes mechanically fastened membrane roofing system. 6 A. Product Data: For each product indicated. 1.2 SUBMITTALS B. Shop Drawings: Include plans, elevations, sections, details, and attachments to other Work. C. Samples: For each product included in membrane roofing system D. Research/evaluation reports. E. Maintenance data. 6 1.3 QUALTPY ASSURANCE A. Installer Qualifications: A qualified firm that is approved, authorized, or licensed by roofing system manufacturer to install manufacturer's product and that is eligible to receive manufacturer's warranty. B. Source Limitations: Obtain components for membrane roofing system from same manufacturer as roofing membrane and approved by roofing membrane manufacturer. IYr C. Fire Test Response Characteristics: Provide membrane roofing materials with the fire-test- response characteristics indicated as determined by testing identical products per test method below by UL, FMG, or another testing and inspecting agency acceptable to authorities having jurisdiction. 1. Exterior Fire -Test Exposure: Class A; ASTM E 108, for application and roof slopes indicated. W 1.4 PROJECT CONDITIONS A. Weather Limitations: Proceed with installation only when existing and forecasted weather ikd conditions permit roofing system to be installed according to manufacturer's written instructions and warranty requirements. W a ETHYLENE- PROPYLENE- DIENE- MONOMER (EPDM) ROOFING 075323-1 10 1.5 WARRANTY A. Special Warranty: Manufacturer's standard form, without monetary limitation, in which manufacturer agrees to repair or replace components of membrane roofing system that fail in materials or workmanship within specified warranty period. Failure includes roof leaks. 1. Warranty Period: 15 years from date of Substantial Completion. PART 2- PRODUCTS 2.1 EPDM ROOFING MEMBRANE A. EPDM Roofing Membrane: ASTM D 4637, Type I, nonreinforced uniform, flexible sheet made from EPDM, and as follows: 1. Available Manufacturers: Subject to compliance with requirements, manufacturers offering products that may be incorporated into the Work include, but are not limited to, the manufacturers specified. 2. Manufacturers: Subject to compliance with requirements, provide products by the manufacture's specified. a. Carlisle SynTec Incorporated. b. Celotex Corporation. c. ERSystems. d. Firestone Building Products Company. e. GenFlex Roofing Systems. f. International Diamond Systems. S. Johns Manville International, Inc. h. Mule -Hide Products Co., Inc. i. Protective Coatings, Inc. j. Roofing Products International, Inc. k. Stafast Roofing Products. 1. Versico Inc. 3. Thickness: 60 mils (1.5 mm), nominal. 4. Exposed Face Color: White -on -black <Insert color >. 2.2 AUXILIARY MATERIALS A. General: Auxiliary materials recommended by roofing system manufacturer for intended use and compatible with membrane roofing. B. Sheet Flashing: 60 -mil- (1.5 -mm -) thick EPDM, partially cured or cured, according to application. C. Bonding Adhesive: Manufacturer's standard bonding adhesive. D. Seaming Material: Manufacturer's standard synthetic - rubber polymer primer and 3 -inch- (75- mm-) wide minimum, butyl splice tape with release film. ETHYLENE- PROPYLENE - DIENE- MONOMER (EPDM) ROOFING 075323 - 2 am r E. Fasteners: Factory- coated steel fasteners and metal or plastic plates meeting corrosion resistance provisions in FMG 4470, designed for fastening membrane to substrate, and acceptable to membrane roofing system manufacturer. F. Miscellaneous Accessories: Provide lap sealant, water cutoff mastic, metal termination bars, metal battens, pourable sealers, preformed cone and vent sheet flashings, preformed inside and outside comer sheet flashings, T joint covers, in -seam sealants, termination reglets, cover strips, and other accessories. 2.3 SUBSTRATE BOARDS 6, 6 A. Substrate Board: ASTM C 36, Type X gypsum wall board, 5/8 inch (16 mm) thick. B. Substrate Board: ASTM C 1177/C 1177M, glass -mat, water resistant gypsum substrate, Type X, 5/8 inch (16 mm) thick. C. Substrate Board: ASTM C 728, perlite board, I inch (25 mm) thick, seal coated. D. Fasteners: Factory- coated steel fasteners and metal or plastic plates meeting corrosion resistance provisions in FMG 4470, designed for fastening substrate panel to roof deck. WW 2.4 ROOF INSULATION A. Extruded Polystyrene Board Insulation: ASTM C 578, Type IV, 1.6- lb /cu. ft. (26- kg/cu. m) minimum density, square edged. B. Molded Polystyrene Board Insulation: ASTM C 578 Type II, 1.35-lb/cu. ft. (22- kg/cu. m) minim density. C. Polyisocyanurate Board Insulation: ASTM C I289, Type I, Class 1 aluminum foil facer on both major surfaces. D. Composite Polyis....:. irate Board Insulation: ASTM C 1289, faced with insulation board on one major surface, as indicated below by type, and felt or glass -fiber mat facer on the other. 1. Type III (perlite-insulation -board facer), 3/4 inch (19 mm) thick. 2. Type IV (cellulosic-fiber- insulating -board facer), Grade 2, 1/2 inch (13 nun) thick. jy 3. Type V (oriented- strand -board facer), 7/16 inch (I1 mm) thick. E. Perhte Board Insulation: ASTM C 728, rigid, mineral aggregate thermal insulation board composed of expanded perlite, cellulosic fibers, binders, and waterproofing agents with top surface seal- coated. F. Cellulosic -Fiber Board Insulation: ASTM C 208, Type II, Grade 2, fibrous- felted, rigid t" insulation boards of wood fiber or other cellulosic-fiber and wa_ .s:stant binders, asphalt impregnated, chemically treated for deterioration. Y� G. Tapered Insulation: Provide factory- tapered insulation boards fabricated to slope of 1/4 inch per 12 inches (1:48), unless otherwise indicated. kW MHYLENE- PROPYLENE DIENE- MONOMER (EPDM) ROOFING 075323-3 b H. Provide preformed saddles, crickets, tapered edge strips, and other insulation shapes where indicated for sloping to drain. Fabricate to slopes indicated. 2.5 INSULATION ACCESSORIES A. Fasteners: Factory- coated steel fasteners and metal or plastic plates meeting corrosion - resistance provisions in FMG 4470, designed for fastening roof insulation to substrate, and acceptable to roofing system manufacturer. B. Cold Fluid - Applied Adhesive: Manufacturer's standard cold fluid - applied adhesive formulated to adhere roof insulation to substrate. C. Cover Board: ASTM C 208, Type II, Grade 2, cellulosic -fiber insulation board, 1/2 inch (13 mm) thick. D. Cover Board: DOC PS 2, Exposure 1, oriented strand board, 7/16 inch (11 mm) thick. E. Cover Board: ASTM C 1177/C 1177M, glass -mat, water - resistant gypsum substrate, 1/2 inch (13 mm) thick. F. Roofing Asphalt: ASTM D 312, Type III or IV or ASTM D 6152, SEBS modified. 1. Asphalt Primer: ASTM D 41. 2.6 AGGREGATE BALLAST A. Aggregate Ballast: Provide aggregate ballast that will withstand weather exposure without significant deterioration and will not contribute to membrane degradation, of the following type and size: 1. Aggregate Type: Smooth, washed, riverbed gravel or other acceptable smooth -faced stone. 2. Size: ASTM D 448, Size 4, ranging in size from 3/4 to 1 -1/2 inches (I4 mm to 38 mm). 3. Size: ASTM D 448, Size 2, ranging in size from 1 -1/2 to 2 -1/2 inches (38 mm to 63 mm). 2.7 WALKWAYS A. Flexible Walkways: Factory- formed, nonporous, heavy -duty, solid- rubber, slip- resisting, surface- textured walkway pads or rolls, approximately 3/16 inch (5 mm) thick, and acceptable to membrane roofing system manufacturer. B. Walkway Roof Pavers: Heavyweight, hydraulically pressed, concrete units, square edged, factory cast for use as roof pavers; absorption not greater than 5 percent, ASTM C 140; no breakage and maximum 1 percent mass loss when tested for freeze -thaw resistance, ASTM C 67; and as follows: 1. Size: 24 by 24 inches (600 by 600 mm). Manufacture pavers to dimensional tolerances of plus or minus 1/16 inch (1.6 mm) in length, height, and thickness. ETHYLENE- PROPYLENE- DIENE- MONOMER (EPDM) ROOFING 075323 - 4 2. Weight: 18 lb/sq. ft. (90 kg/sq. m). 3. Compressive Strength: 7500 psi (52 MPa), minimum. PART 3 - EXECUTION 3.1 SUBSTRATE BOARD A. Install substrate board with long joints in continuous straight lines, perpendicular to roof slopes with end joints staggered between rows. Tightly butt substrate boards together. 1. Fasten substrate board to top flanges of steel deck to resist uplift pressure at corners, perimeter, and field of roof according to membrane roofing system manufacturers' written instructions. 3.2 INSULATION INSTALLATION A. Coordinate installing membrane roofing system components so insulation is not exposed to precipitation or left exposed at the end of the workday. B. Comply with membrane roofing system manufacturer's written instructions for installing roof insulation. C. Install tapered insulation under area of roofing to conform to slopes indicated. D. Install one or more layers of insulation under area of roofing to achieve required thickness. Where overall insulation thickness is 1 inch (25 mm) or greater, install 2 or more layers with joints of each succeeding layer staggered from joints of previous layer a minimum of 6 inches (150 mm) in each direction. E. Loosely Laid Insulation: Loosely lay insulation units. F. Adhered Insulation: Install each layer of insulation and adhere to substrate as follows: 1. Prime surface of concrete deck with asphalt primer at rate of 3/4 ga1J100 sq. ft. (0.3 L/sq. m) and allow primer to dry. 2. Set each layer of insulation in a solid mopping of hot roofing asphalt, applied within plus or minus 25 deg F (14 deg C) of equiviscous temperature. 3. Set each layer of insulation in a cold fluid - applied adhesive. G. Mechanically Fastened Insulation: Install each layer of insulation and secure to deck using mechanical fasteners specifically designed and sized for fastening specified board -type roof insulation to deck type. 1. Fasten insulation to resist uplift pressure at corners, perimeter, and field of roof. H. Mechanically Fastened and Adhered Insulation: Install each layer of insulation and secure first layer of insulation to deck using mechanical fasteners specifically designed and sized for fastening specified board -type roof insulation to deck type. ETHYLENE- PROPYLENE - DIENE- MONOMER (EPDM) ROOFING 075323 - 5 1. Fasten fast layer of insulation to resist uplift pressure at comers, perimeter, and field of roof. 2. Install subsequent layers of insulation in a solid mopping of hot roofing asphalt, applied within plus or minus 25 deg F (14 deg C) of equiviscous temperature. 3. Install subsequent layers of insulation in a cold fluid - applied adhesive. I. Install cover boards over insulation with long joints in continuous straight lines with end joints staggered between rows. Loosely butt cover boards together and fasten to roof deck. 1. Fasten insulation to resist uplift pressure at corners, perimeter, and field of roof. 3.3 MECHANICALLY FASTENED ROOFING MEMBRANE INSTALLATION A. Install roofmg membrane over area to receive roofing according to roofmg system manufacturer's written instructions. Unroll roofmg membrane and allow to relax before installing. B. Start installation of roofing membrane in presence of roofmg system manufacturer's technical personnel. C. Accurately align roofmg membranes and maintain uniform side and end laps of minimum dimensions required by manufacturer. Stagger end laps. D. Mechanically or adhesively fasten roofing membrane securely at terminations and perimeter of roofing. E. Adhesive Seam Installation Clean both faces of splice areas, apply splicing cement, and firmly roll side and end laps of overlapping roofing membranes according to manufactuzc.'s written instructions to ensure a watertight seam installation. Apply lap sealant and seal exposed edges of roofing membrane terminations. F. Tape Seam Installation: Clean and prime both faces of splice areas, apply splice tape, and firmly roll side and end laps of overlapping roofing membranes according to manufacturer's written instructions to ensure a watertight seam installation. Apply lap sealant and seal exposed edges of roofing membrane terminations. G. Repair tears, voids, and lapped seams in roofmg that does not meet requirements. H. In- Splice Attachment: Secure one edge of roofmg membrane using fastening plates or battens centered within membrane splice and mechanically fasten roofing membrane to roof deck. Field - splice seam. I. Through- Membrane Attachment: Secure roofing membrane using fastening plates or battens and mechanically fasten roofing membrane to roof deck. Cover battens and fasteners with a continuous strip. 3.4 BASE FLASHING INSTALLATION A. Install sheet flashings and preformed flashing accessories and adhere to substrates according to membrane roofing system manufacturer's written instructions. ETHYLENE - PROPYLENE - DIENE- MONOMER (EPDM) ROOFING 075323 - 6 B. Apply bonding adhesive to substrate and underside of sheet flashing at required rate and allow to partially dry. Do not apply bonding adhesive to seam area of flashing. C. Flash penetrations and field - formed inside and outside comers with cured or uncured sheet flashing. D. Clean splice areas, apply splicing cement, and fimily roll side and end laps of overlapping sheets to ensure a watertight seam installation. Apply lap sealant and seal exposed edges of sheet flashing terminations. E. Terminate and seal top of sheet flashings and mechanically anchor to substrate through termination bars. 3.5 WALKWAY INSTALLATION A. Flexible Walkways: Install walkway products in locations indicated. Adhere walkway products to substrate with compatible adhesive according to roofing system manufacturer's written instructions. B. Roof -Paver Walkways: Install walkway roof pavers according to manufactmc.'s written instructions in locations indicated, to form walkways. Leave 3 inches (75 mm) of space between adjacent roof pavers. 3.6 FIELD QUALITY CONTROL A. Testing Agency: Owner will engage a qualified independent testing and inspecting agency to perform roof tests and inspections and to prepare test reports. B. Final Roof Inspection: Arrange for roofing system manufacturer's technical personnel to inspect roofing installation on completion and submit report to Architect. C. Repair or remove and replace components of membrane roofing system where test results or inspections indicate that they do not comply with specified requirements. END OF SECTION 075323 ETHYLENE- PROPYLENE - DIENE- MONOMER (EPDM) ROOFING 075323 - 7 a 10 V W W W iW W W 6 W W W W W a �ixil0)'4 4141 KllsVgo10 3 %M )9wfy1($1ultuI:77 eacs)az PART 1- GENERAL 1.1 SUMMARY A. This Section includes mechanically fastened membrane roofing systems. 1.2 SUBMITTALS A. Product Data: For each product indicated. B. Shop Drawings: Include plans, elevations, sections, details, and attachments to other Work. C. Samples: For each product included in membrane roofing system. D. Research/evaluation reports. E. Maintenance data. 1.3 QUALITY ASSURANCE A. Installer Qualifications: A qualified installer, approved by manufacturer to install manufacturer's products. B. Source Limitations: Obtain components for membrane roofing system from or approved by roofing membrane manufacturer. C. Fire- Test Response Characteristics: Provide membrane roofing materials with the fire -test- response characteristics indicated as determined by testing identical products per test method below by UL, FMG, or another testing and inspecting agency acceptable to authorities having jurisdiction. 1. Exterior Fire -Test Exposure: Class A ASTM E 108, for application and roof slopes indicated A. Special Warranty: Manufacturer's standard form, without monetary limitation, in which manufacturer agrees to repair or replace components of membrane roofing system that fail in materials or workmanship within 15 years from date of Substantial Completion. Failure includes roof leaks. THERMOPLASTIC MEMBRANE ROOFING 075400-1 bw PART 2- PRODUCTS 2.1 MANUFACTURERS A. In other Part 2 articles where titles below introduce lists, the following requirements apply for product selection: 1. Available Manufactuit Subject to compliance with requirements, manufacturers offering products that may be incorporated into the Work include, but are not limited to, the manufacturers specified. 2. Manufacturers: Subject to compliance with requirements, provide products by the manufacturers specified. 2.2 PVC ROOFING MEMBRANE A. PVC Sheet: ASTM D 4434, Type III, fabric reinforced. 1. Available Manufacturers: a. Duro -Last Roofing, Inc. b. Firestone Building Products Company. c. Flex Membrane International, Inc. d. GAF Materials Corporation. e. GenFlex Roofing Systems. f. 1B Roof Systems. g. Johns Manville International, Inc. h. Mule -Hide Products Co., Inc. 2. Thickness: 60 mils (1.5 mm), nominal. 3. Exposed Face Color. White or Gray. B. PVC Sheet: ASTM D 4434, Type IV, fabric reinforced. 1. Available Manufacturers: a. BondCote Corporation. b. Cooley Engineered Membranes; Div. of Cooley Group. c. Duro-Last Roofmg, Inc. d. Ecology Roof Systems. e. ERSystems. f. Mule -Hide Products Co., Inc. 2. Thickness: 60 mils (1.5 mm), nominal. 3. Exposed Face Color: White or Gray. 2.3 THERMOPLASTIC POLYOLEFIN ROOFING MEMBRANE A. Fabric - Reinforced Thermoplastic Polyolefin Sheet: Uniform, flexible sheet formed from a thermoplastic polyolefin, internally fabric or scrim reinforced, and as follows: THERMOPLASTIC MEMBRANE ROOFING 075400 - 2 ■ a. Carlisle SynTec Incorporated. b. Firestone Building Products Company. c. GAF Materials Corporation. d. GenFlex Roofing Systems. e. Johns Manville International, Inc. f. SarnafilInc. g. Stevens Roofmg Systems; Div. of JPS Elastomerics. 2. Thickness: 60 mils (1.5 mm), nominal. 3. Exposed Face Color. Gray or White. 4. Physical Properties: 1. [Available Manufacturers: a. Breaking Strength: 225 lbf (1 kN); ASTM D 751, grab method. b. Elongation at Break: 15 percent; ASTM D 751. c. Tearing Strength: 55 lbf (245 N) minimum ASTM D 751, Procedure B. d. Brittleness Point: Minus 22 deg F (30 deg C). e. Ozone Resistance: No cracks after sample, wrapped around a 3 -inch- (75 -mm -) diameter mandrel, is exposed for 166 hours to a temperature of 104 deg F (40 deg C) and an ozone level of 100 ppbm (100 mPa); ASTM D 1149. f. Resistance to Heat Aging. 90 percent minimum retention of breaking strength, elongation at break, and tearing stic.tgth after 166 hours at 240 deg F (116 deg C); ASTM D 573. g. Water Absorption: Less than 4 percent mass change after 166 hours' immersion at 158 deg F (70 deg C); ASTM D 471. h. Linear Dimension Change: Plus or minus 2 percent; ASTM D 1204. 2.4 AUXILIARY MATERIALS A. General: Auxiliary materials recommended by roofing system manufacturer for intended use and compatible with membrane roofing. B. Sheet Flashing: Manufacturer's standard sheet flashing of same material, type, reinforcement, thickness, and color as PVC sheet membrane. C. Sheet Flashing: Manufacturer's standard unreinforced thermoplastic polyolefin sheet flashing, 55 mils (1.4 mm) thick, minimum, of same color as sheet membrane. D. Bonding Adhesive: Manufacturer's standard solvent -based bonding adhesive for membrane, and solvent -based bonding adhesive for base fleshings. E. Metal Termination Bars: Manufactwc.'s standard predrilled stainless -steel or aluminum bars, approximately 1 by 1/8 inch (25 by 3 mm) thick; with anchors. F. Metal Battens: Manufacturer's standard aluminum - zinc- alloy- coated or zinc- coated steel sheet, approximately 1 inch (25 mm) wide by 0.05 inch (1.3 mm) thick, prepunched. THERMOPLASTIC MEMBRANE ROOFING 075400 - 3 G. Fasteners: Factory-coated steel fasteners and metal or plastic plates meeting corrosion - resistance provisions in FMG 4470, designed for fastening membrane to substrate, and acceptable to membrane roofing system manufacturer. H. Miscellaneous Accessories: Provide pourable sealers, preformed cone and vent sheet flashings, preformed inside and outside corner sheet flashings, T-joint covers, termination reglets, cover strips, slip sheet, and other accessories. 2.5 SUBSTRATE BOARDS A. Substrate Board: ASTM C 36, Type X gypsum wall board, 5/8 inch (16 mm) thick. B. Substrate Board: ASTM C 1177/C 1177M, glass -mat, water - resistant gypsum substrate, Type X, 5/8 inch (16 mm) thick. C. Substrate Board: ASTM C 728, perlite board, 1 inch (25 mm) thick, seal coated. D. Fasteners: Factory- coated steel fasteners and metal or plastic plates meeting corrosion - resistance provisions in FMG 4470, designed for fastening substrate panel to roof deck. 2.6 ROOF INSULATION A. Extruded - Polystyrene Board Insulation: ASTM C 578, Type IV, 1.6- lb /cu. ft. (26- kg/cu. m) minimum density, square edged. B. Molded - Polystyrene Board Insulation: ASTM C 578 Type II, 1.35- lb /cu. ft. (22- kg/cu. m) minimum density. C. Polyisocyanurate Board Insulation: ASTM C 1289, Type II, felt or glass -fiber mat facer on both major surfaces. D. Composite Polyisocyanurate Board Insulation: ASTM C 1289, faced with insulation board on one major surface, as indicated below by type, and felt or glass -fiber mat facer on the other. 1. Type III (perlite - insulation -board facer), 3/4 inch (19 mm) thick. 2. Type IV (cellulosic - fiber - insulation -board facer), non - asphaltic binder, Grade2, 1/2 inch (13 mm) thick. 3. Type V (oriented- strand -board facer), 7/16 inch (11 mm) thick. E. Perlite Board Insulation: ASTM C 728; composed of expanded perlite, cellulosic fibers, binders, and waterproofmg agents with top surface seal- coated. F. Cellulosic -Fiber Board Insulation: ASTM C 208, Type II, Grade 2, fibrous - felted wood fiber or other cellulosic -fiber and water - resistant binders, chemically treated for deterioration. G. Tapered Insulation: Provide factory- tapered insulation boards fabricated to slope of 1/4 inch per I2 inches (1:48), unless otherwise indicated. H. Provide preformed saddles, crickets, tapered edge strips, and other insulation shapes where indicated for sloping to drain. Fabricate to slopes indicated. THERMOPLASTIC MEMBRANE ROOFING 075400 - 4 2.7 INSULATION ACCESSORIES A. Fasteners: Factory- coated steel fasteners and metal or plastic plates meeting corrosion - resistance provisions in FMG 4470, designed for fastening roof insulation to substrate, and acceptable to roofmg system manufacturer. 13. Cold Fluid- Applied Adhesive: Manufacturer's standard cold fluid - applied adhesive formulated to adhere roof insulation to substrate. C. Cover Board: ASTM C 208, Type II, Grade 2, cellulosic -fiber insulation board, 1/2 inch (13 mm) thick. D. Cover Board: DOC PS 2, Exposure 1, oriented strand board, 7/16 inch (11 mm) thick. E. Cover Board: ASTM C 1177/C 1177M, glass -mat, water - resistant gypsum substrate, 1/2 inch (13 mm) thick. F. Roofmg Asphalt: ASTM D 312, Type III or IV. 1. Asphalt Primer. ASTM D 41. 2.8 WALKWAYS A. Flexible Walkways: Factory- formed, nonporous, heavy -duty, solid - rubber, slip - resisting, surface - textured walkway [pads] [rolls] [pads or rolls], approximately 3/16 inch (5 mm) thick, and acceptable to membrane roofing system manufacturer. B. Walkway Roof Pavers: Heavyweight, hydraulically pressed, concrete units, square edged, factory cast for use as roof pavers; absorption not greater than 5 percent, ASTM C 140; no breakage and maximum 1 percent mass loss when tested for freeze -thaw resistance, ASTM C 67; and as follows: 1. Size: 24 by 24 inches (600 by 600 mm). Manufacture pavers to dimensional tolerances of plus or minus 1/16 inch (1.6 mm) in length, height, and thickness. 2. Weight: 18 lb/sq. ft. (90 kg/sq. m). 3. Compressive Strength: 7500 psi (52 MPa), minimum. PART 3 - EXECUTION 3.1 SUBSTRATE BOARD INSTALLATION A. Install substrate board with long joints in continuous straight lines, perpendicular to roof slopes with end joints staggered between rows. Tightly butt substrate boards together. 1. Fasten substrate board to top flanges of steel deck according to membrane roofing system manufacturer's written instructions. THERMOPLASTIC MEMBRANE ROOFING 075400 - 5 3.2 INSULATION INSTALLATION A. Coordinate installing membrane roofing system components so insulation is not exposed to precipitation or left exposed at the end of the workday. B. Comply with membrane roofmg system manufacturer's written instructions for installing roof insulation. C. Install tapered insulation under area of roofing to conform to slopes indicated. D. Install one or more layers of insulation under area of roofing to achieve required thickness. Where overall insulation thickness is [1 -1/2 inches (38 mm)] [2 inches (50 mm)] or greater, install 2 or more layers with joints of each succeeding layer staggered from joints of previous layer a minimum of 6 inches (150 mm) in each direction. E. Mechanically Fastened Insulation: Install each layer of insulation and secure to deck using mechanical fasteners specifically designed and sized for fastening specified board -type roof insulation to deck type. 1. Fasten insulation to resist uplift pressure at corners, perimeter, and field of roof. F. Mechanically Fastened and Adhered Insulation: Install each layer of insulation and secure first layer of insulation to deck using mechanical fasteners specifically designed and sized for fastening specified board -type roof insulation to deck type. 1. Fasten first layer of insulation to resist uplift pressure at corners, perimeter, and field of roof. 2. Install subsequent layers of insulation in a solid mopping of hot roofing asphalt, applied within plus or minus 25 deg F (14 deg C) of equiviscous temperature. 3. Install subsequent layers of insulation in a cold fluid - applied adhesive. G. Install cover boards over insulation with long joints in continuous straight lines with end joints staggered between rows. Loosely butt cover boards together and fasten to roof deck. 1. Fasten to resist uplift pressure at comers, perimeter, and field of roof. 3.3 MECHANICALLY FASTENED ROOFING MEMBRANE INSTALLATION A. Install roofing membrane over area to receive roofing according to roofing system manufacturer's written instructions. Unroll roofing membrane and allow to relax before installing. 1. Install sheet according to ASTM D 5082. B. Mechanically or adhesively fasten roofing membrane securely at terminations, penetrations, and perimeter of roofing. C. Seams: Clean seam areas, overlap roofing membrane, and hot -air weld side and end laps of roofing membrane according to manufacturer's written instructions to ensure a watertight seam installation. THERMOPLASTIC MEMBRANE ROOFING 075400 - 6 ■ 1. Repair tears, voids, and lapped seams in roofing membrane that does not meet requirements. D. In- Splice Attachment: Secure one edge of roofmg membrane using fastening plates or metal battens centered within membrane splice and mechanically fasten roofing membrane to roof deck. Field - splice seam. E. Through- Membrane Attachment: Secure roofing membrane using fastening plates or metal battens and mechanically fasten roofing membrane to roof deck. Cover battens and fasteners with a continuous cover strip. 3.4 BASE FLASHING INSTALLATION A. Install sheet flashings and preformed flashing accessories and adhere to substrates according to membrane roofing system manufacturer's written instructions. B. Apply solvent -based bonding adhesive to substrate and underside of sheet flashing at required rate and allow to partially dry. Do not apply bonding adhesive to seam area of flashing. C. Flash penetrations and field - formed inside and outside corners with sheet flashing. D. Clean seam areas and overlap and firmly roll sheet flashings into the adhesive. Weld side and end laps to ensure a watertight seam installation. E. Terminate and seal top of sheet flashings and mechanically anchor to substrate through termination bars. 3.5 WALKWAY INSTALLATION A. Flexible Walkways: Install walkway products in locations indicated. Adhere walkway products to substrate with compatible adhesive according to roofing system manufacturer's written instructions. B. Roof -Paver Walkways: Install walkway roof pavers according to manufacturer's written instructions in locations indicated, to form walkways. Leave 3 inches (75 mm) of space between adjacent roof pavers. 3.6 FIELD QUALITY CONTROL A. Testing Agency: Owner will engage a qualified independent testing and inspecting agency to perform roof tests and inspections and to prepare test reports. B. Final Roof Inspection Arrange for roofing system manufacturer's technical personnel to inspect roofing installation on completion and submit report to Architect. C. Repair or remove and replace components of membrane roofing system where test results or inspections indicate that they do not comply with specified requirements. THERMOPLASTIC MEMBRANE ROOFING 075400 - 7 No r, Yr SECTION 076200 SHEET METAL FLASHING AND TRIM PART1- GENERAL W 1.1 SUMMARY A. This Section includes the following: 1. Manufactured reglets. 2. Formed roof drainage system Iy 3. Formed low -slope roof flashing and trim 4. Formed steep -slope roof flashing and trim. 5. Formed wall flashing and trim 1.2 SUBMITTALS A. Product Data: For each product indicated. Ir 1.3 QUALITY ASSURANCE A. Sheet Metal Flashing and Trim Standard: Comply with SMACNA's "Architectural Sheet Metal y Manual." Conform to dimensions and profiles shown unless more stringent requi..... —.:s are indicated. ig PART 2- PRODUCTS 6 2.1 MANUFACTURERS A. In other Part 2 articles where titles below introduce lists, the following requi..........:s apply to i6 product selection: 1. Available Manufacturers: Subject to compliance with requirements, manufacturers lrr offering products that may be incorporated into the Work include, but are not limited to, manufacturers specified. 2. Manufacturers: Subject to compliance with requirements, provide products by one of the im manufacturers specified 2.2 SHEET METALS v A. Zinc Tin Alloy- Coated Stainless -Steel Sheet: ASTM A 240/A 240M, Type 304, dead -soft, fully annealed stain less -steel sheet, coated on both sides with a zinc -tin alloy (50 percent zinc, in 50 percent tin). r SHEET METAL FLASHING AND TRIM 076200-1 ■r B. Zinc - Coated (Galvanized) Steel Sheet: ASTM A 653/A 653M, G90 (Z275) coating designation; structural quality, mill phosphatized for field painting. C. Aluminum -Zinc Alloy- Coated Steel Sheet: ASTM A 792/A 792M, Class AZ50 coating designation, Grade 40 (Class AZM 150 coating designation, Grade 275); structural quality with manufacturer's standard clear acrylic coating both sides. D. Prepainted, Metallic- Coated Steel Sheet: Steel sheet metallic coated by the hot -dip process and prepainted by the coil-coating process to comply with ASTM A 755/A 755M. 1. Zinc - Coated (Galvanized) Steel Sheet: ASTM A 653/A 653M, G90 (Z275) coating designation; structural quality. 2. Aluminum -Zinc Alloy- Coated Steel Sheet: ASTM A 792/A 792M, Class AZ50 coating designation, Grade 40 (Class AZM150 coating designation, Grade 275); structural quality. 3. Exposed Finishes: Apply the following coil coating: a. Factory Prime Coating: Factory- applied, baked -on epoxy primer coat. b. Siliconized - Polyester Coating: Epoxy primer and silicone - modified, polyester - enamel topcoat; with a dry film thickness of not less than 0.2 mil (0.005 mm) for primer and 0.8 mil (0.02 mm) for topcoat. 2.3 MISCELLANEOUS MATERIALS 1) Color. As selected by Architect from manufacturer's full range. c. High - Performance Organic Finish: Two -coat thermocured system containing not less than 70 percent polyvinylidene fluoride resin by weight; complying with physical properties and coating performance requirements of AAMA 2604, except as modified for below: 1) Humidity and Salt Spray Resistance: 2000 hours. 2) Color: As selected by Architect from manufacturer's full range. E. Lead Sheet: ASTM B 749, Type L51121, copper- bearing lead sheet. A. General: Provide materials and types of fasteners, solder, welding rods, protective coatings, separators, sealants, and other miscellaneous items as required for complete sheet metal flashing and trim installation. B. Felt UnderIayment: ASTM D 226, Type II (No. 30), asphalt- saturated organic felt, nonperforated. 1. Slip Sheet: Rosin -sized paper, minimum 3 lb /100 sq. ft. (0.16 kg/sq. m). C. Fasteners: Wood screws, annular threaded nails, self- tapping screws, self - locking rivets and bolts, and other suitable fasteners designed to withstand design loads. 1. Nails for Copper Sheet: Copper, hardware bronze, or Series 300 stainless steel, 0.109 inch (2.8 mm) minimum and not less than 7/8 inch (22 min) long, barbed with large head. SHEET METAL FLASHING AND TRIM 076200 - 2 2. Exposed Fasteners: Heads matching color of sheet metal by means of plastic caps or factory- applied coating. 3. Fasteners for Flashing and Trim: Blind fasteners or self-drilling screws, gasketed, with hex washer head. 4. Blind Fasteners: High - strength aluminum or stainless -steel rivets. 11 Sealing Tape: Pressure- sensitive, 100 percent solids, polyisobutylene compound sealing tape with release -paper backing. Provide permanently elastic, nonsag, nontoxic, nonstaining tape. E. Elastomeric Sealant: ASTM C 920, elastomeric silicone polymer sealant; of type, grade, class, and use classifications required to seal joints in sheet metal flashing and trim and remain watertight. F. Butyl Sealant: ASTM C 1311, single - component, solvent - release butyl rubber sealant, polyisobutylene plasticized, heavy bodied for hooked -type expansion joints with limited movement. G. Epoxy Seam Sealer: Two -part, noncorrosive, aluminum seam - cementing compound. H. Bituminous Coating: Cold - applied asphalt mastic, SSPC -Paint 12, compounded for 15 -mil (0.4 -mm) dry film thickness per coat. 2.4 REGLETS A. Reglets: Units of type, material, and profile indicated, formed to provide secure interlocking of separate reglet and counterflashing pieces, and compatible with flashing indicated with factory- mitered and - welded comers and junctions. 1. Available Manufacturers: a. Cheney Flashing Company, Inc. b. Fry Reglet Corporation. c. Heckmann Building Products Inc. d. Hickman, W. P. Company. e. Keystone Flashing Company, Inc. f. Sandell Manufacturing Company, Inc. 2. Material: Galvanized steel, 0.0217 inch (0.55 mm) thick. 2.5 FABRICATION, GENERAL A. GenerpL: Custom fabricate sheet metal flashing and trim to comply with recommendations in SMA NA's "Architectural Sheet Metal Manual" that apply to design, dimensions, metal, and other characteristics of item indicated. Shop fabricate items where practicable. Obtain field measurements for accurate fit before shop fabrication B. Fabricate sheet metal flashing and trim without excessive oil canning, buckling, and tool marks and true to line and levels indicated, with exposed edges folded back to form hems. SHEET METAL FLASHING AND TRIM 076200 - 3 I. Seams for Aluminum: Fabricate nonmoving seams with flat -lock seams. Form seams and seal with epoxy seam sealer. Rivet joints for additional strength. 2. Seams for Other Than Aluminum: Fabricate nonmoving seams in accessories with flat - lock seams. Tin edges to be seamed, form seams, and solder. C. Sealed Joints: Form nonexpansion but movable joints in metal to accommodate elastomeric sealant to comply with SMACNA recommendations. D. Expansion Provisions: Where lapped or bayonet -type expansion provisions in the Work cannot be used, form expansion joints of intermeshing hooked flanges, not less than 1 inch (25 min) deep, filled with elastomeric sealant concealed within joints. E. Conceal fasteners and expansion provisions where possible on exposed -to -view sheet metal flashing and trim, unless otherwise indicated. F. Fabricate cleats and attachment devices from same material as accessory being anchored or from compatible, noncorrosive metal, and in thickness not less than that of metal being secured. 2.6 ROOF DRAINAGE SHEET METAL FABRICATIONS A. Downspouts: Fabricate rectangular downspouts complete with mitered elbows. Furnish with metal hangers, from same material as downspouts, and anchors. 1. Fabricate downspouts from the following material: a. Galvanized Steel: 0.0217 inch (0.55 mm) thick. b. Aluminum -Zinc Alloy- Coated Steel: 0.0217 inch (0.55 mm) thick. e. Prepainted, Metallic - Coated Steel: 0.0217 inch (0.55 mm) thick. B. Parapet Scuppers: Fabricate scuppers of dimensions required with closure flange trim to exterior, 4 -inch- (100 -mm -) wide wall flanges to interior, and base extending 4 inches (100 mm) beyond cant or tapered strip into field of roof. Fasten gravel guard angles to base of scupper. 1. Fabricate parapet scuppers from the following material: a. Zinc -Tin Alloy- Coated Stainless Steel: 0.018 inch (0.5 mm) thick. b. Galvanized Steel: 0.0276 inch (0.7 mm) thick. c. Aluminum -Zinc Alloy- Coated Steel: 0.0276 inch (0.7 mm) thick. d. Prepainted, Metallic- Coated Steel: 0.0276 inch (0.7 mm) thick. C. Conductor Heads: Fabricate conductor heads with flanged back and stiffened top edge and of dimensions and shape indicated complete with outlet tubes, exterior flange trim, and built -in overflows. 1. Fabricate conductor heads from the following material: a. Zinc -Tin Alloy- Coated Stainless Steel: 0.015 inch (0.4 mm) thick. b. Galvanized Steel: 0.0276 inch (0.7 mm) thick. c. Aluminum -Zinc Alloy- Coated Steel: 0.0276 inch (0.7 mm) thick. d. Prepainted, Metallic - Coated Steel: 0.0276 inch (0.7 mm) thick. SHEET METAL FLASHING AND TRIM 076200 - 4 U W 2.7 LOW -SLOPE ROOF SHEET METAL FABRICATIONS A. Roof Edge Flashing (Gravel Stop) and Fascia Caps: Fabricate in minimum 96 -inch- (2400 -mm- long, but not exceeding 10 -foot- (3 -m long, sections. Furnish with 6 -inch- (150 -mm wide joint cover plates. 1. Fabricate scuppers from the following material: a. Zinc -Tin Alloy- Coated Stainless Steel: 0.018 inch (0.5 mm) thick. b. Galvanized Steel: 0.0276 inch (0.7 mm) thick. C. Aluminum -Zinc Alloy- Coated Steel: 0.0276 inch (0.7 mm) thick. d. Prepainted, Metallic Coated Steel: 0.0276 inch (03 mm) thick. B. Copings: Fabricate in minimum 96 -inch- (2400 -mm long, but not exceeding 10 -foot- (3 -m Wr long, sections. Fabricate joint plates of same thickness as copings. Furnish with continuous cleats to support edge of external leg and drill elongated holes for fasteners on interior leg. Miter comers, seal, and solder or weld watertight. 1. Fabricate copings from the following material: a. Zinc -Tin Alloy- Coated Stainless Steel: 0.0250 inch (0.65 mm) thick. b. Galvanized Steel: 0.0396 inch (1.0 mm) thick C. Aluminum -Zinc Alloy- Coated Steel: 0.0396 inch (1.0 mm) thick. d. Prepainted, Metallic- Coated Steel: 0.0396 inch (1.0 mm) thick. im C. Base Flashing: Fabricate from the following material: I Zinc -Tin Alloy -Coated Stainless Steel: 0.018 inch (0.5 mm) thick. 2. Galvanized Steel: 0.0276 inch (0.7 nun) thick. 6 3. Aluminum -Zinc Alloy- Coated Steel: 0.0276 inch (0.7 mm) thick. 4. Prepainted, Metallic- Coated Steel: 0.0276 inch (0.7 mm) thick. D. Co 1. 2. 3. 4. anterflashing and Flashing Receivers: Fabricate from the following material Zinc -Tin Alloy- Coated Stainless Steel: 0.018 inch (0.5 mm) thick. Galvanized Steel: 0.0217 inch (0.55 mm) thick. Aluminum -Zinc Alloy- Coated Steel: 0.0217 inch (0.55 mm) thick. Prepainted, Metallic Coated Steel: 0.0217 inch (0.55 mm) thick. E. Roof Penetration Flashing: Fabricate from the following material: 1. Lead: [4.0 lb/sq. ft. (1.6 mm thick), hard tempered. 2. Lead- Coated Copper: 17.2 oz✓sq. ft. (0.60 mm thick). Yu 3. Zinc -Tin Alloy- Coated Stainless Steel: 0.018 inch (0.5 mm) thick. 4. Galvanized Steel: 0.0276 inch (0.7 mm) thick. 5. Aluminum -Zinc Alloy- Coated Steel: 0.0276 inch (0.7 mm) thick. b 6. Prepainted, Metallic Coated Steel: 0.0276 inch (0.7 mm) thick. F. Roof -Drain Flashing: Fabricate from the following material: km 1. Lead: 4.0 lb/sq. ft. (1.6 mm thick), hard tempered. 2. Lead- Coated Copper. 12 ozJsq. ft. (0.4 mm thick). 3. Zinc -Tin Alloy- Coated Stainless Steel: 0.015 inch (0.4 mm) thick. IN a ,t 51 ut�l ;1 ,It► CIS Yt lul 076200-5 Yr 2.8 STEEP -SLOPE ROOF SHEET METAL FABRICATIONS A. Apron, Step, Cricket, and Backer Flashing: Fabricate from the following material: 1. Lead- Coated Copper 17.2 ozJsq. ft. (0.60 mm thick). 2. Zinc -Tin Alloy- Coated Stainless Steel- 0 015 inch (0.4 mm) thick. 3. Galvanized Steel: 0.0217 inch (0.55 mm) thick. 4. Aluminum -Zinc Alloy- Coated Steel: 0.0217 inch (0.55 mm) thick. 5. Prepainted, Metallic - Coated Steel: 0.0217 inch (0.55 mm) thick. B. Valley Flashing: Fabricate from the following material: 1. Lead - Coated Copper. 17.2 oz. /sq. ft. (0.60 mm thick). 2. Zinc -Tin Alloy- Coated Stainless Steel: 0.018 inch (0 5 mm) thick. 3. Prepainted, Metallic- Coated Steel: 0.0276 inch (0.7 mm) thick. C. Drip Edges: Fabricate from the following material: 1. Lead - Coated Copper: 17.2 ozJsq. ft. (0.60 mm thick). 2. Aluminum: 0.0320 inch (0.8 mm) thick. 3. Zinc -Tin Alloy- Coated Stainless Steel: 0.015 inch (0.4 nun) thick. 4. Galvanized Steel: 0.0217 inch (0.55 mm) thick. 5. Aluminum -Zinc Alloy- Coated Steel: 0.0217 inch (0.55 mm) thick. 6. Prepainted, Metallic- Coated Steel: 0.0217 inch (0 55 mm) thick. 2.9 WALL SHEET METAL FABRICATIONS A. Openings Flashing in Frame Construction: Fabricate head, sill, jamb, and similar flashings to extend 4 inches (100 mm) beyond wall openings. Form head and sill flashing with 2 -inch- (50- mm-) high end dams. Fabricate from the following material: I . Lead - Coated Copper: 17.2 oz. /sq. ft. (0.60 mm thick). 2. Aluminum: 0.0320 inch (0.8 mm) thick. 3. Zinc - Tin Alloy Coated Stainless Steel: 0.015 inch (0.4 mm) thick. 4. Galvanized Steel: 0.0217 inch (0.55 mm) thick. 5. Aluminum -Zinc Alloy- Coated Steel: 0.0217 inch (0.55 mm) thick. 6. Prepainted, Metallic- Coated Steel: 0.0217 inch (0.55 mm) thick. PART 3 - EXECUTION .. 3.1 INSTALLATION, GENERAL A. General: Anchor sheet metal flashing and trim and other components of the Work securely in place, with provisions for thermal and structural movement. Use fasteners, solder, welding rods, protective coatings, separators, sealants, and other miscellaneous items as required to complete sheet metal flashing and trim system. 1. Torch cutting of sheet metal flashing and trim is not permitted. B. Metal Protection: Where dissimilar metals will contact each other or corrosive substrates, protect against galvanic action by painting contact surfaces with bituminous coating or by other permanent separation as recommended by fabricator or manufacturers of dissimilar metals. SHEET METAL FLASHING AND TRIM 076200 - 6 C. Install exposed sheet metal flashing and trim without excessive oil canning, buckling, and tool marks. D. Install sheet metal flashing and trim true to line and levels indicated. Provide uniform, neat seams with minimum exposure of solder, welds, and elastomeric sealant. E. Install sheet metal flashing and trim to fit substrates and to result in watertight performance. Verify shapes and dimensions of surfaces to be covered before fabricating sheet metal. 1. Space cleats not more than 12 inches (300 mm) apart Anchor each cleat with two fasteners. Bend tabs over fasteners. F. Expansion Provisions: Provide for thermal expansion of exposed flashing and trim. Space movement joints at a maximum of 10 feet (3 m) with no joints allowed within 24 inches (600 mm) of corner or intersection. Where lapped or bayonet -type expansion provisions cannot be used or would not be sufficiently watertight, form expansion joints of intermeshing hooked flanges, not less than 1 inch (25 mm) deep, filled with elastomeric sealant concealed within joints. G. Fasteners: Use fasteners of sizes that will penetrate substrate not less than 1 -1/4 inches (32 mm) for nails and not less than 3/4 inch (19 mm) for wood screws. 1. Galvanized or Prepainted, Metallic- Coated Steel: Use stainless -steel fasteners. 2. Aluminum: Use aluminum or stainless -steel fasteners. 3. Copper. Use copper, hardware bronze, or stainless -steel fasteners. 4. Stainless Steel: Use stainless -steel fasteners. H. Seal joints with elastomeric sealant as required for watertight construction. I. Soldered Joints: Clean surfaces to be soldered, removing oils and foreign matter. Pretin edges of sheets to be soldered to a width of 1 -1/2 inches (38 mm) except where pretinned surface would show in finished Work. 1. Do not solder prepainted, metallic- coated steel and aluminum sheet. 2. Pretinning is not required for lead- coated copper or zinc -tin alloy - coated stainless steel and lead. 3.2 ROOF DRAINAGE SYSTEM INSTALLATION A. General: Install sheet metal roof drainage items to produce complete roof drainage system according to SMACNA recommendations and as indicated. Coordinate installation of roof perimeter flashing with installation of roof drainage system. B. Downspouts: Join sections with 1 -1/2 -inch (38 -mm) telescoping joints. Provide fasteners designed to hold downspouts securely 1 inch (25 mm) away from walls; locate fasteners at top and bottom and at approximately 60 inches (1500 mm) o.c. in between. C. Parapet Scuppers: Install scuppers where indicated through parapet. Continuously support scupper, set to correct elevation, and seal flanges to interior wall face, over cants or tapered edge strips, and under roofmg membrane. SHEET METAL FLASHING AND TRIM 076200 - 7 it D. Conductor Heads: Anchor securely to wall with elevation of conductor head rim I inch (25 mm) below [scupper] [gutter] discharge. 3.3 ROOF FLASHING INSTALLATION A. General: Install sheet metal roof flashing and trim to comply with performance requirements and SMACNA's "Architectural Sheet Metal Manual." Provide concealed fasteners where V possible, set units true to line, and level as indicated. Install work with laps, joints, and seams that will be permanently watertight. V B. Roof Edge Flashing: Anchor to resist uplift and outward forces according to recommendations in FMG Loss Prevention Data Sheet 149. 1. Interlock bottom edge of roof edge flashing with continuous cleats anchored to substrate at 24 -inch (600 -mm) centers. C. Copings: Anchor to resist uplift and outward forces according to .�.,.,......endations in FMG Loss Prevention Data Sheet 1-49. 1. Interlock exterior bottom edge of coping with continuous cleats anchored to substrate at r 16 -inch (400 -mm) centers. 2. Anchor interior leg of coping with screw fasteners and washers at 18 -inch (450 -mm) centers. D. Counterflashing: Coordinate installation of counterflashing with installation of base flashing. Insert counterflashing in reglets or receivers and fit tightly to base flashing. Secure in a waterproof manner. Extend counterflashing 4 inches (100 mm) over base flashing. Lap counterflashing joints a minimum of 4 inches (100 nun) and bed with elastomeric sealant. E. Roof Penetration Flashing: Coordinate installation of roof- penetration flashing with installation of roofing and other items penetrating roof. Install flashing as follows: I 1. Turn lead flashing down inside vent piping, being careful not to block vent piping with r,+ flashing. 2. Seal with elastomeric sealant and clamp flashing to pipes penetrating roof except foi lead flashing on vent piping. 3.4 WALL FLASHING INSTALLATION tr A. General: Install sheet metal wall flashing to intercept and exclude penetrating moisture according to SMACNA recommendations and as indicated. Coordinate installation of wall flashing with installation of wall-opening components such as windows, doors, and louvers. B. Rglets: Installation of reglets is specified in Division 03 Section "Cast -in -Place Concrete." C. Openings Flashing in Frame Construction: Install continuous head, sill, jamb, and similar flashings to extend 4 inches (100 nun) beyond wall openings. END OF SECTION 076200 W r L SHEET METAL FLASHING AND TRIM 076200-8 V Y Yr SECTION 07716 ROOF EXPANSION ASSEMBLIES lik 1.1 SUMMARY A. This Section includes metal- flanged, bellows -type, aluminum, and seismic roof expansion im assemblies. 1.2 SUBMITTALS Im A. Product Data: For each type of product indicated. B. Shop Drawings: Include plans, elevations, sections, details, joints, splices, and attachments to other work. C. Warranties. it 1.3 QUALITY ASSURANCE A. Installer Qualifications: Installer of roof membrane. Im B. Source Limitations: Obtain roof expansion assemblies approved by roofing membrane manufacturer and that are part of roofing membrane warranty. C. Fire Test Response Characteristics: Provide assemblies with fire-test- response characteristics not less than that of adjacent construction, as determined by testing identical products per test method indicated below by UL or another testing and inspecting agency acceptable to authorities having jurisdiction. 1. Fire- Resistance Ratings: UL 2079. Irl 2. Fire Resistance Ratings: ASTM E 119. Wr 1.4 WARRANTY A. Special Warranty: Manufacturer's standard form in which manufacturer and Installer agree to Yr repair or replace roof expansion assemblies that leak, deteriorate, or otherwise fail to perform within specified ...iy period. 1. Warranty Period: Two years from date of Substantial Completion. tr a ROOF EXPANSION ASSEMBLIES 07716-1 Yr PART 2- PRODUCTS 2.1 MANUFACTURERS A. In other Part 2 articles where titles below introduce lists, the following requirements apply to product selection: 1. Available Products: Subject to compliance with requirements, products that may be incorporated into the Work include, but are not limited to, products specified. 2. Products: Subject to compliance with requirements, provide one of the products specified. 2.2 METALS A. Sheet Aluminum: ASTM B 209 (ASTM B 209M); Alloy 30034114, 5052 -132, or 6061 -T6; minimum 0.032 inch (0.8 mm) thick B. Extruded Aluminum: ASTM B 221 (ASTM B 221M), Alloy 6063 -T5 or 6063 -T52, minimum 0.040 inch (1.0 mm) thick. C. Aluminum Finishes: 1. Mill Finish: As fabricated, no other applied finish. 2. Color Anodic Finish: Architectural Class I, complying with AAMA 611. a. Color: As selected by Architect from manufacturer's full range. 3. High - Performance Organic Finish: Manufacturer's standard 2 -coat, thermocured system consisting of specially formulated inhibitive primer and fluoropolymer color topcoat containing not less than 70 percent polyvinylidene fluoride resin by weight. 2.3 MISCELLANEOUS MATERIALS A. Roof Cement: ASTM D 4586, Type II. B. Elastomeric Sealant: ASTM C 920, of type, grade, class, and use classifications required. C. Mineral -Fiber Blanket: ASTM C 665. D. Fasteners: Manufacturer's recommended fasteners. 2.4 FIRE BARRIERS a. Color and Gloss: As selected by Architect from manufacturer's full range. A. Fire Barriers: Provide assemblies with manufacturer's continuous fire-barrier seals to provide fire- resistance rating not less than rating of adjacent construction. ROOF EXPANSION ASSEMBLIES 07716 - 2 Wr 2.5 BELLOWS -TYPE ROOF EXPANSION ASSEMBLIES A. Metal Flanged, Bellows -Type Roof Expansion Assemblies: Provide manufacturer's standard ly assemblies with prefabricated units for intersections and transitions, splicing units, adhesives, coatings, and other components as recommended by manufacturer. Fabricate assemblies specifically for roof- to-roof and roof to-wall applications. 1. Available Products: a. Architectural Art Mfg., Inc.; T Series Roof Expansion Cover. b. Balco Metalines, a division of Balco, Inc.; Roof Bellows. C. BMCA Insulation Products, Inc., GAF Materials Corporation; Metalastic. d. C/S Group; Model. e. Johns Manville; Style; Expand -O- Flash. f. JointMaster, a division of InPro Corporation. g. MM Systems Corporation; Series. 2. Metal Flanges: Zinc- coated (galvanized) steel, minimum 0.019 inch (0.5 mm) thick or Sheet aluminum, minimum 0.032 inch (0.8 mm) thick, mill finish. 3. Moisture Barrier: Manufacturer's standard moisture barrier looped under roof expansion assemblies at locations indicated. Fill space with blanket -type, mineral -fiber insulation. 4. Fire Barrier: Provide manufacturer's standard fire barrier. 2.6 ALUMINUM ROOF EXPANSION ASSEMBLIES im A. Aluminum Roof Expansion Assemblies: Provide aluminum base members with sloped cants for anchoring and sealing to roofing membrane or flashing. Provide extruded aluminum cover plate waterproofed by integral seals. Provide prefabricated units for intersections and im transitions, splicing units, adhesives, coatings, and other components as ded by manufacturer. Fabricate assemblies specifically for curb to-[curb] [wall] applications. W., 1. Available Products: a. Architectural Art Mfg., Inc.; L Series Roof Expansion Cover. b. Balco Metalines, a division of Balco, Inc. C. C/S Group; Model. d. Hickman, W. P. Company; Model Permaspan Expansion Joint System. C. JointMaster, a division of hrPro Corporation; 661. MM Systems Corporation; Style. g. Nystrom, Inc- IYJ 2. Base Frame and Aluminum Covers: Clear anodic finish. 3. Moisture Barrier. Semiconcealed, polymeric sheet bellows. 4. Moisture Barrier. Semi,,....... sled gaskets at both curb members with spring- loaded mechanism to maintain positive pressure between gaskets and curb cap. 5. Fire Barrier. Provide manufacturer's standard fire barrier. 1• a ROOF EXPANSION ASSEMBLIES 07716-3 IN 2.7 SEISMIC ROOF EXPANSION ASSEMBLIES A. General: Provide assemblies designed to accommodate seismic movement. Provide prefabricated units for intersections and transitions, splicing units, inner seals, adhesives, coatings, and other components as recommended by manufacturer for complete installation. Fabricate assemblies specifically for roof - to-roof and roof - to-wall applications. B. Extruded Seals: Two continuous, single - layered elastomeric profiles retained in a pair of extruded - aluminum frames. 1. Available Products: a. C/S Group Systems, Inc.with retainer and interior seal. b. Michael Rizza Company Roof Seals. c. MM Systems Corporation; Series. 2. Exterior Seal Color. As selected by Architect from manufacturer's full range. C. Aluminum Roof Expansion Assemblies: Pairs of aluminum curb units with provisions for anchoring and sealing to roofing membrane or flashing. Provide extruded - aluminum curb cap waterproofed by integral seals, with interior of expansion joint filled with blanket -type mineral- fiber insulation. 1. Available Products: a. Architectural Art Mfg., Inc.; R Series Roof Expansion Cover. b. C/S Group. C. MM Systems Corporation. 2. Base Frame and Aluminum Covers: Clear anodic finish. 3. Moisture Barrier. Semiconcealed polymeric sheet bellows. 4. Moisture Barrier. Semiconcealed gaskets at both curb members, with spring - loaded mechanism to maintain positive pressure between gaskets and curb cap. 5. Fire Barrier: Provide manufactwet's standard fire barrier. PART 3- EXECUTION 3.1 INSTALLATION A. Comply with manufacturer's written instructions unless more stringent requirements are indicated. B. Install fire barriers to provide uninterrupted fire resistance throughout length of roof expansion assembly, including transitions and end joints. C. Extend roof expansion assemblies over curbs, parapets, cornices, fasciae, and other elements in the construction profile, with factory- fabricated intersections and transitions. 1. Install factory- fabricated transitions between roof expansion assemblies and building architectural joint systems. ROOF EXPANSION ASSEMBLIES 07716 - 4 D. Splice roof expansion assemblies with materials provided by manufacturer, according to manufacturer's written instructions. E. Install mineral -fiber blanket insulation to fill joint space within joint and moisture barrier. F. Anchor roof expansion assemblies complying with manufacturer's written instructions. G. Embed flanges not less than 4 inches (100 mm) in bituminous membranes, with hot bitumen or roof cement. Cover with stripping material according to requirements in Division 7. H. On single -ply roofmg, install roof expansion assemblies complying with manufacturer's written instructions. Anchor to cants or curbs and seal to membrane. Cover flanges with stripping or flashing according to requirements in Division 7 Section. 3.2 PROTECTION A. Provide final protection and maintain in a manner that ensures that roof expansion assemblies are without damage or deterioration at time of Substantial Completion. END OF SECTION 07716 ROOF EXPANSION ASSEMBLIES 07716 - 5 SECTION 077200 - ROOF ACCESSORIES PART 1 - GENERAL 1.1 SUMMARY A. This Section includes the following: 1. Roof curbs. 2. Equipment supports. 3. Roof hatches. 1.2 SUBMITTALS A. Product Data: For each type of roof accessory indicated. B. Shop Drawings: Show fabrication and installation details for roof accessories. 1.3 QUALITY ASSURANCE A. Sheet Metal Standard: Comply with SMACNA's "Architectural Sheet Metal Manual" details for fabrication of units, including flanges and cap flashing to coordinate with type of roofing indicated. PART 2- PRODUCTS 2.1 MANUFACTURERS A. Available Manufacturers: Subject to compliance with requirements, manufacturers offering products that may be incorporated into the Work include, but are not limited to, manufacturers listed in other Part 2 articles. 2.2 METAL MATERIALS A. Galvanized Steel Sheet: ASTM A 653/A 653M, 690 (Z275) coated and mill phosphatized for field painting. B. Aluminum -Zinc Alloy- Coated Steel Sheet: ASTM A 792/A 792M, AZ50 (AZM150) coated. C. Prepainted, Metallic - Coated Steel Sheet: Steel sheet metallic coated by hot-dip process and prepainted by coil- coating process to comply with ASTM A 755/A 755M. 1. Aluminum -Zinc Alloy- Coated Steel Sheet: ASTM A 792/A 792M, Class AZ50 (Class AZM150) coated. ROOF ACCESSORIES 077200 -1 2. Baked - Enamel Finish: Organic Coating: Thermosetting, modified - acrylic enamel primer /topcoat system complying with AAMA 2603 except with a minimum dry film thickness of 1.5 mils (0.04 mm), medium gloss. 2.3 MISCELLANEOUS MATERIALS A. Acrylic Glazing: ASTM D 4802, thermoformable, monolithic sheet, category as standard with manufacturer, Type UVA (formulated with UV absorber), Finish 1 (smooth or polished). �. 2.4 ROOF CURBS a. Color and Gloss: As indicated. A. Roof Curbs: Provide metal roof curbs, internally reinforced and capable of supporting superimposed live and dead loads, including equipment loads and other construction to be supported on roof curbs. Fabricate with welded or sealed mechanical comer joints, with stepped integral metal cant raised the thickness of roof insulation and integral fonned mounting flange at perimeter bottom. Coordinate dimensions with rough -in information or Shop Drawings of equipment to be supported. 1. Available Manufacturers: a. Colony Custom Curbs. b. Commodity Products Company, Inc. c. Conn -Fab Sales, Inc. d. Curbs Plus Inc. e. Custom Curb, Inc. f. LM Curbs. g. Loren Cook Company. h. Metallic Products Corporation. i. Pate Company (The). j. Roof Products & Systems Corporation. Ic Roof Products, Inc. 1. Thaler Metal Industries Ltd. m. ThyCurb; Div. of Thybar Corporation. n. Uni -Curb, Inc. 2. Material: Aluminum -zinc alloy- coated steel sheet. a. Finish: Baked enamel. 3. Factory install wood nailers at tops of curbs. 4. On ribbed or fluted metal roofs, form flange at perimeter bottom to conform to roof profile. 5. Factory insulate curbs with glass -fiber board insulation. 6. Curb height may be determined by adding thickness of roof insulation and minimum base flashing height recommended by roofing membrane manufacturer. Fabricate units to minimum height of 12 inches (300 mm), unless otherwise indicated. 7. Sloping Roofs: Where slope of roof deck exceeds 1:48, fabricate curb units with water diverter or cricket and with height tapered to match slope to level tops of units. ROOF ACCESSORIES 077200 - 2 ■ 2.5 EQUIPMENT SUPPORTS A. Equipment Supports: Provide metal equipment supports, internally reinforced and capable of supporting superimposed live and dead loads, including equipment loads and other construction to be supported. Fabricate with welded or sealed mechanical comer joints, with stepped integral metal cant raised the thickness of roof insulation and integral formed mounting flange at perimeter bottom. Coordinate dimensions with rough -in information or Shop Drawings of equipment to be supported. 1. Available Manufacturers: a. Colony Custom Curbs. b. Commodity Products Company, Inc. c. Conn -Fab Sales, Inc. d. Curbs Plus Inc. e. Custom Curb, Inc. f. LM Curbs. g. Loren Cook Company. h. Metallic Products Corporation. i. Pate Company (The). j. Roof Products & Systems Corporation. k. Roof Products, Inc. 1. Thaler Metal Industries Ltd. m. ThyCurb; Div. of Thybar Corporation. n. Uni -Curb, Inc. 2. Material: Aluminum -zinc alloy- coated steel sheet. 3. Factory- install continuous wood nailers at tops of equipment supports. 4. Metal Counterflashing: Manufacturer's standard removable counterflashing, fabricated of same metal and finish as equipment support. 5. On ribbed or fluted metal roofs, form flange at perimeter bottom to conform to roof profile. 6. Fabricate units to minimum height of 12 inches (300 mm), unless otherwise indicated. 7. Sloping Roofs: Where slope of roof deck exceeds 1:48, fabricate curb units with water diverter or cricket and with height tapered to match slope to level tops of units. 2.6 ROOF HATCHES A. Roof Hatches: Fabricate roof batches with insulated double -wall lids and insulated double -wall curb frame with integral deck mounting flange and lid frame counterflashing. Fabricate with welded or mechanically fastened and sealed comer joints. Provide continuous weathertight perimeter gasketing and equip with corrosion- resistant or hot -dip galvanized hardware. 1. Available Manufacturers: a. Babcock- Davis; a Cierra Products Inc. Company. b. Bilco Company (The). c. Bristolite Skylights. d. Custom Curb, Inc. e. Dur -Red Products. ROOF ACCESSORIES 077200 - 3 f. Hi Pro International, Inc. g. J. L. Industries, Inc. h. Metallic Products Corporation. i. Milcor Inc.; a Gibraltar Company. j. Nystrom, Inc. k. O'ICeeffe's Inc. 1. Precision Ladders, LLC. m. Roof Products & Systems Corporation. n. ThyCurb; Div of Thybar Corporation. o. Wasco Products, Inc. 2. Loads: Fabricate roof hatches to withstand 40- lbf/sq. ft. (1.9 -kPa) external and 20- lbflsq. ft. (0.95 -kPa) internal loads. 3. Type and Size: Single -leaf lid, 30 by 36 inches (750 by 900 mm). 4. Curb and Lid Material: Aluminum -zinc alloy-coated steel sheet, 0.079 inch (2.0 mm) thick. a. Finish: Baked enamel. 5. Insulation: Glass - fiber board. 6. Interior Lid Liner: Manufacturer's standard metal liner of same material and finish as outer metal lid. 7. Exterior Curb Liner. Manufacturer's standard metal liner of same material and finish as metal curb. 8. Fabricate units to minimum height of 12 inches (300 mm) above finished roof, unless otherwise indicated. 9. Hardware: Galvanized steel spring latch with turn handles, butt- or pintle -type hinge system, and padlock hasps inside and outside. a. Provide 2 -point latch on covers larger than 84 inches (2130 mm). b. Provide remote- control operation. 10. Ladder Safety Post: Manufacturer's standard ladder safety post. Post to lock in place on full extension. Provide release mechanism to return post to closed position. PART 3 - EXECUTION 3.1 INSTALLATION A. General: Install roof accessories according to manufacturer's written instructions. Anchor roof accessories securely in place and capable of resisting forces specified. Use fasteners, separators, sealants, and other miscellaneous items as required for completing roof accessory installation. Install roof accessories to resist exposure to weather without failing, rattling, leaking, and fastener disengagement. B. Install roof accessories to fit substrates and to result in watertight performance. ROOF ACCESSORIES 077200 - 4 ►. Is C. Metal Protection: Where dissimilar metals will contact each other or corrosive substrates, protect against galvanic action by painting contact surfaces with bituminous coating or by other permanent separation as recommended by manufacturer. 1. Coat concealed side of uncoated al roof accessories with bituminous coating where in contact with wood, ferrous metal, or cementitious construction. 2. Underlayment: Where installing exposed -to -view components of roof accessories directly on cementitious or wood substrates, install a course of felt underlayment and cover with a slip sheet, or install a course of polyethylene underlayment. 3. Bed flanges in thick coat of asphalt roofing cement where required by roof accessory manufacturers for waterproof performance. D. Install roof accessories level, plumb, true to line and elevation, and without warping, jogs in alignment, excessive oil canning, buckling, or tool marks. E. Seal joints with elastomeric sealant as required by manufacturer of roof accessories. Wr END OF SECTION 077200 6 0 is is M d r r U ROOF ACCESSORIES 077200-5 tw SECTION 078413 - PENETRATION FIRESTOPPING PART 1 - GENERAL 1.1 SUMMARY A. This Section includes through - penetration firestop systems for penetrations through fire - resistance -rated constructions, including both empty openings and openings containing penetrating items. 1.2 PERFORMANCE REQUIREMENTS A. General: For penetrations through fire- resistance -rated constructions, including both empty openings and openings containing penetrating items, provide through - penetration firestop systems that are produced and installed to resist spread of fire according to requirements indicated, resist passage of smoke and other gases, and maintain original fire - resistance rating of construction penetrated. B. Rated Systems: Provide through- penetration firestop systems with the following ratings determined per ASTM E 814: 1. F -Rated Systems: Provide through- penetration firestop systems with F- ratings indicated, but not less than that equaling or exceeding fire - resistance rating of constructions penetrated. 2. T -Rated Systems: For the following conditions, provide through - penetration firestop systems with T- ratings indicated, as well as F- ratings, where systems protect penetrating items exposed to potential contact with adjacent materials in occupiable floor areas: a. Penetrations located outside wall cavities. b. Penetrations located outside fire - resistance -rated shaft enclosures. C. For through - penetration firestop systems exposed to view, traffic, moisture, and physical damage, provide products that, after curing, do not deteriorate when exposed to these conditions both during and after construction. 1. For piping penetrations for plumbing and wet -pipe sprinkler systems, provide moisture - resistant through - penetration firestop systems. 2. For floor penetrations with annular spaces exceeding 4 inches (100 mm) in width and exposed to possible loading and traffic, provide firestop systems capable of supporting floor loads involved, either by installing floor plates or by other means. 3. For penetrations involving insulated piping, provide through - penetration firestop systems not requiring removal of insulation. D. For through - penetration firestop systems exposed to view, provide products with flame - spread and smoke- developed indexes of less than 25 and 450, respectively, as determined per ASTM E 84. PENETRATION FIRESTOPPING 078413 -1 1.3 SUBMITTALS A. Product Data: For each type of product indicated. B. Shop Drawings: For each through- penetration firestop system, submit documentation, including illustrations, from a qualified testing and inspecting agency, showing each type of construction condition penetrated, relationships to adjoining construction, and type of penetrating item. C. Provide evidence of design and product approval by authorities having jurisdiction. D. Qualification Data: For Installer. 1.4 QUALITY ASSURANCE A. Installation Responsibility: Assign installation of through - penetration firestop systems and fire - resistive joint systems in Project to a single qualified installer. B. Fire - Test - Response Characteristics: Provide rated systems identical to those tested per ASTM E 814 and with products bearing the classification marking of a qualified testing and inspecting agency acceptable to authorities having jurisdiction. C. Coordinate construction of openings and penetrating items to ensure that through- penetration firestop systems are installed according to specified requirements. D. Do not cover up through - penetration firestop system installations that will become concealed behind other construction until each installation has been examined by Owner's inspecting agency and building inspector, if required by authorities having jurisdiction. PART 2- PRODUCTS 2.1 MANUFACTURERS A. Available Products: Subject to compliance with requirements, through - penetration firestop systems that may be incorporated into the Work include, but are not limited to, those systems indicated that are produced by one of the following manufacturers: 1. A/D Fire Protection Systems Inc. 2. Grace, W. R. & Co. - Conn. 3. Hilti, Inc. 4. Johns Manville. 5. Nelson Firestop Products. 6. NUCO Inc. 7. RectorSeal Corporation (The). 8. Specified Technologies Inc. 9. 3M; Fire Protection Products Division. 10. Tremco; Sealant/Weatherproofmg Division. I I. USG Corporation. PENETRATION FIRESTOPPING 078413 - 2 M Yir 2.2 FIRESTOPPING A. Compatibility: Provide through penetration firestop systems that are compatible with one another, with the substrates forming openings; and with the items, if any, penetrating through penetration firestop systems, under conditions of service and application, as demonstrated by through penetration firestop system manufacturer based on testing and field experience. 6 B. Accessories: Provide components for each through penetration firestop system that are needed to install fill materials and to comply with Part 1 'Performance Requirements" Article. Use only components specified by through penetration firestop system manufacturer and approved 6 by qualified testing and inspecting agency for firestop systems indicated. 6, PART 3- EXECUTION 3.1 THROUGH PENETRATION FfltESTOP SYSTEM INSTALLATION A. General: Install through- penetration firestop systems to comply with Part 1 "Performance Requirements" Article and with firestop system manufacturer's written installation instructions and published drawings for products and applications indicated. B. Install fonningtdamming/bacldng materials and other accessories of types required to support fill materials during their application and in the position needed to produce cross sectional shapes and depths required to achieve fire ratings indicated. 6 1. After installing fill materials and allowing them to fully cure, remove combustible forming materials and other accessories not indicated as permanent components of firestop systems. C. Install fill materials for firestop systems by proven techniques to produce the following results: 1. Fill voids and cavities formed by openings, forming materials, accessories, and penetrating items as required to achieve fire resistance ratings indicated. 2. Apply materials so they contact and adhere to substrates formed by openings and penetrating items. W 3. For fill materials that will remain exposed after completing Work, finish to produce smooth, uniform surfaces that are flush with adjoining finishes. D. Identification: Identify through penetration firestop systems with preprinted metal or plastic labels. Attach labels permanently to surfaces adjacent to and within 6 inches (150 nun) of edge of the firestop systems so that labels will be visible to anyone seeking to remove penetrating items or firestop systems. Use mechanical fasteners for metal labels. Include the following information on labels: 1. The words "blaming Through- Penetration Firestop System Do Not Disturb. Notify r Building Management of Any Damage." 2. Contractors name, address, and phone number. 3. Through penetration firestop system designation of applicable testing and inspecting tr agency. 4. Date of installation. IN PENETRATION FIRESTOPPING 079413-3 km 5. Through- penetration firestop system manufacturer's name. 6. Installer's name. 3.2 FIELD QUALITY CONTROL A. Inspecting Agency: Owner will engage an independent inspecting agency to inspect through - penetration firestops. Independent inspecting agency shall comply with ASTM E 2174 requirements including those related to qualifications, conducting inspections, and preparing test reports. B. Where deficiencies are found, repair or replace through- penetration firestop systems so they comply with requirements. C. Proceed with enclosing through - penetration firestop systems with other construction only after inspection reports are issued and firestop installations comply with requirements. END OF SECTION 078413 PENETRATION FIRESTOPPING 078413 - 4 SECTION 079200 - JOINT SEALANTS PART 1 - GENERAL 1.1 SUMMARY A. This Section includes John sealants for the following applications, including those specified by reference to this Section: 1. Exterior joints in vertical surfaces and horizontal nontraffic surfaces. 2. Exterior joints in horizontal traffic surfaces. 3. Interior joints in vertical surfaces and horizontal nontraffic surfaces. 4. Interior joints in horizontal traffic surfaces. B. See Division 08 Section "Glazing" for glazing sealants. 1.2 PERFORMANCE REQUIREMENTS A. Provide elastomeric joint sealants that establish and maintain watertight and airtight continuous joint seals without staining or deteriorating joint substrates. B. Provide joint sealants for interior applications that establish and maintain airtight and water- resistant continuous joint seals without staining or deteriorating joint substrates. 1.3 QUALITY ASSURANCE A. Preconstruction Compatibility and Adhesion Testing: Submit samples of materials that will contact or affect joint sealants to joint - sealant manufacturers for testing according to ASTM C 1087 to determine whether priming and other specific joint preparation techniques are required to obtain rapid, optimum adhesion of joint sealants to joint substrates. B. Preconstruction Field- Adhesion Testing: Before installing elastomeric sealants, field test their adhesion to Project joint substrates according to the method in ASTM C 1193 that is appropriate for the types of Project joints. 1.4 WARRANTY A. Special Installer's Warranty: Installer's standard form in which Installer agrees to repair or replace elastomeric joint sealants that do not comply with performance and other requirements specified in this Section within specified warranty period. 1. Warranty Period: Two years from date of Substantial Completion. B. Special Manufacturer's Warranty: Manufacturer's standard form in which elastomeric sealant manufacturer agrees to furnish elastomeric joint sealants to repair or replace those that do not JOINT SEALANTS 079200 -1 to comply with performance and other requirements specified in this Section within specified `r warranty period. 1. Warranty Period: five years from date of Substantial Completion. fr PART2- PRODUCTS 2.1 MANUFACTURERS A. Available Products: Subject to compliance with requirements, products that may be incorporated into the Work include, but are not limited to, products listed in other Part 2 articles. 2.2 MATERIALS, GENERAL r A. Compatibility: Provide joint sealants, backings, and other related materials that are compatible with one another and with joint substrates under conditions of service and application, as demonstrated by sealant manufacturer, based on testing and field experience. r B. Colors of Exposed Joint Sealants: As selected by Architect from manufacturer's full range. 2.3 ELASTOMERIC JOINT SEALANTS A. Elastomeric Sealants: Comply with ASTM C 920 and other requirements indicated for each 6 liquid applied chemically curing sealant specified, including those referencing ASTM C 920 classifications for type, grade, class, and uses related to exposure and joint substrates. V B. Stain Test Response Characteristics: Where eastomeric sealants are specified to be nonstaining to porous substrates, provide products that have undergone testing according to ASTM C 1248 and have not stained porous joint substrates indicated for Project. r C. Single- Component Nonsag Polysulfide Sealant: 1. Available Products: a. Pacific Polymers, Inc.; Elastoseal 230 Type I (Gun Grade). b. Polymeric Systems Inc.; PSI -7000. b 2. Type and Grade: S (single component) and NS (nonsag). 3. Class: 25. h. 4. Use Related to Exposure: NT (nontraffic). 5. Uses Related to Joint Substrates: M, G, A, and, as applicable to joint substrates indicated, O. b D. Single- Component Neutral- Curing Silicone Sealant: 1. Available Products: a. Dow Coming Corporation; 791. JOINT SEALANTS 079200-2 r b. Dow Corning Corporation; 795. c. GE Silicones; SilPruf NB SCS9000. d. GE Silicones; UltraPruf II SCS2900. e. Pecora Corporation; 865. f. Pecora Corporation; 895. g. Pecora Corporation; 898. 2. Type and Grade: S (single component) and NS (nonsag). 3. Class: 100 /50. 4. Use Related to Exposure: NT ( nontraffic). 5. Uses Related to Joint Substrates: M, G, A, and, as applicable to joint substrates indicated, O. 6. Stain- Test - Response Characteristics: Nonstaining to porous substrates per ASTM C 1248. E. Single- Component Neutral- Curing Silicone Sealant : 1. Available Products: a. Dow Coming Corporation; 799. b. GE Silicones; UltraGlaze SSG4000. c. GE Silicones; UltraGlaze SSG4000AC. d. Polymeric Systems Inc.; PSI -631. e. Schnee - Morehead, Inc.; SM5731 Poly -Glaze Plus. f. Tremco; Proglaze SG. g. Tremco; Spectrem 2. h. Tremco; Tremsil 600. 2. Type and Grade: S (single component) and NS ( nonsag). 3. Class: 25. 4. Use Related to Exposure: NT (nontraffic). 5. Uses Related to John Substrates: [M, JG, A, and, as applicable to joint substrates indicated, O. F. Single Component Mildew Resistant Neutral Curing Silicone Sealant : 1. Available Products: a. Pecora Corporation; 898. b. Tremco; Tremsil 600 White. 2. Type and Grade: S (single component) and NS (nonsag). 3. Class: 25. 4. Use Related to Exposure: NT (nontraffic). 5. Uses Related to Joint Substrates: [M, ]G, A, and, as applicable to joint substrates indicated, O. G. Multicomponent Nonsag Urethane Sealant [ES -C# >]: 1. [Available ]Products: JOINT SEALANTS 079200 - 3 a. Pecora Corporation; Dynatrol 11. b. Tremco; Dymeric 511. c. Tremco; Vulkem 922. d. <Insert manufacturer's name; product.> 2. Type and Grade: M (multicomponent) and NS (nonsag). 3. Class: 50. 4. Use[s] Related to Exposure: NT ( nontraffic) [and] [T (traffic)]. 5. Uses Related to Joint Substrates: M, [G, ]A, and, as applicable to joint substrates indicated, O. H. Single- Component Nonsag Urethane Sealant : 1. Available Products: a. Sika Corporation, Inc.; Sikaflex - la. b. Sonneborn, Division of ChemRex Inc.; Ultra. c. Sonneborn, Division of ChemRex Inc.; NP 1. d. Tremco; Vulkem 116. 2. Type and Grade: S (single component) and NS (nonsag). 3. Class: 25. 4. Uses Related to Exposure: T (traffic) and NT (nontraffic). 5. Uses Related to Joint Substrates: M, [G, ]A, and, as applicable to joint substrates indicated, O. I. Single- Component Pourable Urethane Sealant : 1. Available ]Products: a. Bostik Findley; Chem -Calk 950. b. Pecora Corporation; Urexpan NR -201. c. Polymeric Systems Inc.; Flexiprene 952. d. Schnee - Morehead, Inc.; Permathane SM7101. e. Tremco; Tremflex S/L. f. Tremco; Vulkem 45. 2. Type and Grade: S (single component) and P (pourable). 3. Class: 25. 4. Use Related to Exposure: T (traffic). 5. Uses Related to Joint Substrates: M, [G, ]A, and, as applicable to joint substrates indicated, O. 2.4 LATEX JOINT SEALANTS A. Latex Sealant : Comply with ASTM C 834, Type 0 P, Grade NF. B. Available Products: I . Bostik Findley; Chem -Calk 600. JOINT SEALANTS 079200 - 4 2. Pecora Corporation; AC -20+. 3. Schnee - Morehead, Inc.; SM 8200. 4. Sonneborn, Division of ChemRex Inc.; Sonolac. 5. Tremco; Tremflex 834. 2.5 ACOUSTICAL JOINT SEALANTS A. Acoustical Sealant for Exposed and Concealed Joints : Manufacturer's standard nonsag, paintable, nonstaining latex sealant complying with ASTM C 834 that effectively reduces airborne sound transmission through perimeter joints and openings in building construction as demonstrated by testing representative assemblies according to ASTM E 90. 1. Available Products: a. Pecora Corporation; AC -20 FTR Acoustical and Insulation Sealant. b. United States Gypsum Co.; SIIEETROCK Acoustical Sealant. B. Acoustical Sealant for Concealed Joints : Manufacturer's standard, nondrying, nonhardening, nonskinning, nonstaining, gunnable, synthetic -rubber sealant recommended for sealing interior concealed joints to reduce airborne sound transmission. 1. Available Products: a. Pecora Corporation; BA -98. b. Tremco; Tremco Acoustical Sealant. 2.6 JOINT - SEALANT BACKING A. General: Provide sealant backings of material and type that are nonstaining; are compatible with joint substrates, sealants, primers, and other joint fillers; and are approved for applications indicated by sealant manufacturer based on field experience and laboratory testing. B. Cylindrical Sealant Backings: ASTM C 1330, Type, as approved in writing by joint - sealant manufacturer for joint application indicated, and of size and density to control sealant depth and otherwise contribute to producing optimum sealant performance: C. Bond- Breaker Tape: Polyethylene tape or other plastic tape recommended by sealant manufacturer for preventing sealant from adhering to rigid, inflexible joint -filler materials or joint surfaces at back of joint where such adhesion would result in sealant failure. Provide self - adhesive tape where applicable. 2.7 MISCELLANEOUS MATERIALS A. Primer: Material recommended by joint - sealant manufacturer where required for adhesion of sealant to joint substrates indicated, as determined from preconstruction joint - sealant- substrate tests and field tests. B. Cleaners for Nonporous Surfaces: Chemical cleaners acceptable to manufacturers of sealants and sealant backing materials, free of oily residues or other substances capable of staining or JOINT SEALANTS 079200 - 5 hamming joint substrates and adjacent nonporous surfaces in any way, and formulated to i...,... -.e optimum adhesion of sealants to joint substrates. C. Masldng Tape: Nonstaining, nonabsorbent material compatible with joint sealants and surfaces adjacent to joints. PART 3- EXECUTION 3.1 PREPARATION A. Surface Cleaning of Joints: Clean out joints immediately before installing joint sealants. Remove all foreign material from joint substrates that could interfere with adhesion of joint sealant. a. Clean porous joint substrate surfaces by brushing, grinding, blast cleaning, mechanical abrading, or a combination of these methods to produce a clean, sound substrate capable of developing optimum bond with joint sealants. Remove loose particles remaining after cleaning operations above by va cuumin g or blowing out joints with oil-free compressed air. 2. Remove laitance and f.- ...lease agents from concrete. a. Clean nonporous surfaces with chemical cleaners or other means that do not stain, harm substrates, or leave residues capable of interfering with adhesion of joint sealants. B. Joint Priming: Prime joint substrates, where recommended in writing by joint sealant manufacturer, based on preconstroction joint sealant- substrate tests or prior experience. Apply primer to comply with joint sealant manufacturer's written instructions. Confine primers to areas of joint sealant bond; do not allow spillage or migration onto adjoining surfaces. C. Masking Tape: Use masking tape where required to prevent contact of sealant with adjoining surfaces that otherwise would be permanently stained or damaged by such contact or by cleaning methods required to remove sealant smears. Remove tape immediately after tooling without disturbing joint seal. 3.2 INSTALLATION A. Sealant Installation Standard: Comply with recommendations in ASTM C 1193 for use of joint sealants as applicable to materials, applications, and conditions indicated. B. Acoustical Sealant Application Standard: Comply with recommendations in ASTM C 919 for use of joint sealants in acoustical applications as applicable to materials, applications, and conditions indicated. C. Install sealant backings of type indicated to support sealants during application and at position required to produce cross sectional shapes and depths of installed sealants relative to joint widths that allow optimum sealant movement capability. JOINT SEALANTS 079200-6 1. Do not leave gaps between ends of sealant backings. 2. Do not stretch, twist, puncture, or tear sealant backings. 3. Remove absorbent sealant backings that have become wet before sealant application and replace them with dry materials. D. Install bond - breaker tape behind sealants where sealant backings are not used between sealants and backs of joints. E. Install sealants using proven techniques that comply with the following and at the same time backings are installed: 1. Place sealants so they directly contact and fully wet joint substrates. 2. Completely fill recesses in each joint configuration. 3. Produce uniform, cross - sectional shapes and depths relative to joint widths that allow optimum sealant movement capability. F. Tooling of Nonsag Sealants: Immediately after sealant application and before skinning or curing begins, tool sealants according to requirements specified below to form smooth, uniform beads of configuration indicated; to eliminate air pockets; and to ensure contact and adhesion of sealant with sides of joint. 1. Remove excess sealant from surfaces adjacent to joints. 2. Use tooling agents that are approved in writing by sealant manufacturer and that do not discolor sealants or adjacent surfaces. 3. Provide concave joint configuration per Figure 5A in ASTM C 1193, unless otherwise indicated. G. Clean off excess sealant or sealant smears adjacent to joints as the Work progresses by methods and with cleaning materials approved in writing by manufacturers of joint sealants and of products in which joints occur. END OF SECTION 079200 JOINT SEALANTS 079200 - 7 SECTION 081113 - HOLLOW METAL DOORS AND FRAMES PART 1 - GENERAL 1.1 SUMMARY A. Section Includes: 1. Standard hollow metal doors and frames. 1.2 SUBMITTALS A. Product Data: For each type of product indicated. B. Shop Drawings: Include elevations, door edge details, frame profiles, metal thicknesses, preparations for hardware, and other details. C. Schedule: Prepared by or under the supervision of supplier, using same reference numbers for details and openings as those on Drawings. 1.3 QUALITY ASSURANCE A. Fire -Rated Door Assemblies: Assemblies complying with NFPA 80 that are listed and labeled by a qualified testing agency, for fire - protection ratings indicated, based on testing at positive pressure as close to neutral pressure as possible according to NFPA 252 or UL 1013 . 1. Temperature-Rise Limit: At vertical exit enclosures and exit passageways, provide doors that have a maximum transmitted temperature end point of not more than 450 deg F (250 deg C) above ambient after 30 minutes of standard fire -test exposure. B. Smoke - Control Door Assemblies: Comply with NFPA 105 or UL 1784. PART 2- PRODUCTS 2.1 MANUFACTURERS A. Manufacturers: Subject to compliance with requirements, available manufacturers offering products that may be incorporated into the Work include, but are not limited to, the following: 1. Amweld Building Products, LLC. 2. Benchmark; a division of Therma -Tnr Corporation. 3. Ceco Door Products; an Assa Abloy Group company. 4. Curries Company; an Assa Abloy Group company. 5. Deansteel Manufacturing Company, Inc. 6. Firedoor Corporation. HOLLOW METAL DOORS AND FRAMES 081113 -1 7. Fleming Door Products Ltd.; an Assa Abloy Group company. 8. Habersham Metal Products Company. 9. Kewanee Corporation (The). 10. Mesker Door Inc. 11. Pioneer Industries, Inc. 12. Security Metal Products Corp. 13. Steelcraft; an Ingersoll -Rand company. 14. Windsor Republic Doors. 2.2 MATERIALS A. Cold -Rolled Steel Sheet: ASTM A 1008/A 1008M, CS, Type B; suitable for exposed applications. B. Hot -Rolled Steel Sheet: ASTM A 1011 /A 101 IM, CS, Type B. C. Metallic- Coated Steel Sheet: ASTM A 653/A 653M, Commercial Steel (CS), Type B; with minimum A40 (ZF120) metallic coating. D. Frame Anchors: ASTM A 591/A 591M, Commercial Steel (CS), 40Z (12G) coating designation; mill phosphatized. 1. For anchors built into exterior walls, steel sheet complying with ASTM A 1008/A 1008M or ASTM A 1011/A 1011M, hot -dip galvanized according to ASTM A 153/A 153M, Class B. E. Inserts, Bolts, and Fasteners: Hot-dip galvanized according to ASTM A 153/A 153M. F. Grout: ASTM C 476, except with a maximum slump of 4 inches (102 mm), as measured according to ASTM C 143/C I43M. G. Mineral -Fiber Insulation: ASTM C 665, Type I. H. Glazing: Division 08 Section "Glazing." I. Bituminous Coating: Cold - applied asphalt mastic, SSPC -Paint 12, compounded for 15 -mil (0.4 -mm) dry film thickness per coat. 2.3 STANDARD HOLLOW METAL DOORS A. General: Comply with ANSI/SDI A250.8. 1. Design: Flush panel. 2. Core Construction: Manufacturer's standard kraft-paper honeycomb, polystyrene, polyurethane, polyisocyanurate, mineral- board, or vertical steel - stiffener core. a. Fire Door Core: As required to provide fire- protection and temperature-rise ratings indicated. b. Thermal -Rated (Insulated) Doors: R -value of not less than 6.0 deg F x h x sq. ft. /Btu (1.057 K x sq. m/W) when tested according to ASTM C 1363. HOLLOW METAL DOORS AND FRAMES 081113 -2 M 3. Vertical -Edges for Single- Acting Doors: Square edge] [Manufacturer's standard. 4. Top and Bottom Edges: Closed with flush or inverted 0.042 -inch- (1.0 -mm thick, end closures or channels of same material as face sheets. W 5. Tolerances: SDI 117, "Manufacturing Tolerances for Standard Steel Doors and Frames." B. Exterior Doors: Face sheets fabricated from metallic- coated steel sheet. Comply with ANSIISDI A250.8 for level and model and ANSI/SDI A250.4 for physical performance level: 1. Level 2 and Physical Performance Level B (Heavy Duty), Model 1 (Full Flush). C. Interior Doors: Face sheets fabricated from cold -rolled steel sheet. Provide doors complying with requirements indicated below by referencing ANSIISDI A250.8 for level and model and ANSIISDI A250.4 for physical performance level: WW 1. Level 2 and Physical Perf Level B (Heavy Duty), Model l (Full Flush). D. Hardware Reinforcement: ANSI/SDI A250.6. 2.4 STANDARD HOLLOW METAL FRAMES kw 6 6, A. General: Comply with ANSUSDI A250.8. B. Exterior Frames: Fabricated from metallic- coated steel sheet. 1. Fabricate frames with mitered or coped comers and seamless face joints. 2. Frames for Level 2 Steel Doors: 0.053 -inch- (1.3 -mm thick steel sheet. 3. C. Interior Frames: Fabricated from cold -rolled steel sheet[ unless metallic coated sheet is indicated]. 1. Fabricate frames with mitered or coped comers and seamless face joints. 2. Fabricate knocked -down, drywall slip-on frames for in -place gypsum board partitions. 3. Frames for Level 2 Steel Doors: 0.053 -inch- (1.3 -mm thick steel sheet. iW W 6 W W a D. Hardware Reinforcement: ANSIISDI A250.6. 2.5 FRAME ANCHORS A. Jamb Anchors: 1. Masonry Type: Adjustable strap- and stirrup or T- shaped anchors to suit frame size, not less than 0.042 inch (1.0 mm) thick, with corrugated or perforated straps not less than 2 inches (50 mm) wide by 10 inches (250 mm) long, or wire anchors not less than 0.177 inch (4.5 mm) thick. 2. Stud -Wall Type: Designed to engage stud, welded to back of frames; not less than 0.042 inch (1.0 mm) thick. 3. Compression Type for Drywall Slip-on Frames: Adjustable compression anchors. HOLLOW METAL DOORS AND FRAMES 081113-3 W 4. Postinstalled Expansion Type for In -Place Concrete or Masonry: Minimum 3/8 -inch- (9.5-mm-) diameter bolts with expansion shields or inserts. Provide pipe spacer from frame to wall, with throat reinforcement plate, welded to frame at each anchor location. B. Floor Anchors: Formed from same material as frames, not less than 0.042 inch (1.0 mm) thick, and as follows: 1. Monolithic Concrete Slabs: Clip -type anchors, with two holes to receive fasteners. 2. Separate Topping Concrete Slabs: Adjustable -type anchors with extension clips, allowing not less than 2 -inch (50 -mm) height adjustment. Terminate bottom of frames at finish floor surface. 2.6 HOLLOW METAL PANELS A. Provide hollow metal panels of same materials, constriction, and finish as specified for adjoining hollow metal work. 2.7 STOPS AND MOLDINGS A. Fixed Frame Moldings: Formed integral with hollow metal frames, a minimum of 5/8 inch (16 mm) high unless otherwise indicated. B. Terminated Stops: Where indicated, terminate stops 6 inches (152 mm) above finish floor with a [45] [90] -degree angle cut, and close open end of stop with steel sheet closure. Cover opening in extension of frame with welded -steel filler plate, with welds ground smooth and flush with frame. 2.8 LOUVERS A. Provide lightproof louvers for interior doors, where indicated, that comply with SDI 111C, with blades or baffles formed of 0.020 -inch- (0.5 -mm -) thick, cold- rolled steel sheet set into 0.032 - inch- (0.8 -mm -) thick steel frame. 1. Fire -Rated Automatic Louvers: Movable blades closed by actuating fusible link, and listed and labeled for use in fire -rated door assemblies of type and fire- resistance rating indicated. 2.9 ACCESSORIES A. Mullions and Transom Bars: Join to adjacent members by welding or rigid mechanical anchors. B. Ceiling Struts: Minimum 1/4 -inch -thick by 1 -inch- (6.4 -mm -thick by 25.4 - tnm - wide steel. C. Grout Guards: Formed from same material as frames, not less than 0.016 inch (0.4 mm) thick. HOLLOW METAL DOORS AND FRAMES 081113 - 4 2.10 FABRICATION A. Tolerances: Fabricate hollow metal work to tolerances indicated in SDI 117. B. Hollow Metal Doors: 1. Exterior Doors: Provide weep -hole openings in bottom of exterior doors. Seal joints in top edges of doors against water penetration. 2. Glazed Lites: Factory cut openings in doors. 3. Astragals: Provide overlapping astragal on one leaf of pairs of doors where required by NFPA 80 for fire-performance rating or where indicated. C. Hollow Metal Frames: Where frames are fabricated in sections, provide alignment plates or angles at each joint, fabricated of same thickness metal as frames. 1. Welded Frames: Weld flush face joints continuously; grind, fill, dress, and make smooth, flush, and invisible. 2. Transom Bar Frames: Provide closed tubular members with no visible face seams or joints, fabricated from same material as door frame. Fasten members at crossings and to jambs by butt welding. 3. Provide countersunk, flat- or oval -head exposed screws and bolts for exposed fasteners unless otherwise indicated. 4. Grout Guards: Weld guards to frame at back of hardware mortises in frames to be grouted. 5. Floor Anchors: Weld anchors to bottom of jambs and mullions with at least four spot welds per anchor. 6. Jamb Anchors: Provide number and spacing of anchors as follows: a. Masonry Type: Locate anchors not more than 18 inches (457 mm) from top and bottom of frame. Space anchors not more than 32 inches (813 mm) o.c. and as follows: 1) Two anchors per jamb up to 60 inches (1524 mm) high. 2) Three anchors per jamb from 60 to 90 inches (1524 to 2286 mm) high. 3) Four anchors per jamb from 90 to 120 inches (2286 to 3048 mm) high. 4) Four anchors per jamb plus 1 additional anchor per jamb for each 24 inches (610 mm) or fraction thereof above 120 inches (3048 mm) high. b. Stud -Wall Type: Locate anchors not more than 18 inches (457 mm) from top and bottom of frame. Space anchors not more than 32 inches (813 mm) o.c. and as follows: 1) Three anchors per jamb up to 60 inches (1524 mm) high. 2) Four anchors per jamb from 60 to 90 inches (1524 to 2286 mm) high. 3) Five anchors per jamb from 90 to 96 inches (2286 to 2438 mm) high. 4) Five anchors per jamb plus 1 additional anchor per jamb for each 24 inches (610 mm) or fraction thereof above 96 inches (2438 mm) high. 5) Two anchors per head for frames more than 42 inches (1066 mm) wide and mounted in metal -stud partitions. c. Compression Type: Not less than two anchors in each jamb. HOLLOW METAL DOORS AND FRAMES 081113 - 5 I d. Postinstalled Expansion Type: Locate anchors not more than 6 inches (152 mm) tr from top and bottom of frame. Space anchors not more than 26 inches (660 nun) O.C. 7. Door Silencers: Except on weather -stripped doors, drill stops to receive door silencers. a. Single -Door Frames: Three door silencers. b. Double -Door Frames: Two door silencers. Ir D. Hardware Preparation: Factory prepare hollow metal work to receive templated mortised hardware according to the Door Hardware Schedule and templates furnished as specified in Division 08 Section "Door Hardware." I Locate hardware as indicated, or if not indicated, according to ANSI/SDI A250.8. 6a 2. Reinforce doors and frames to receive nontemplated, mortised and surface- mounted door hardware. 3. Comply with applicable requirements in ANSIISDI A250.6 and ANSI/DHI A115 Series specifications for preparation of hollow metal work for hardware. No 4. Coordinate locations of conduit and wiring boxes for electrical connections with Division 26 electrical Sections. ho 2.11 STEEL FINISHES A. Prime Finish: Apply manufacturer's standard primer immediately after cleaning and pretreating. 1. Shop Primer: ANSIISDI A250.10. r B. Factory- Applied Paint Finish: ANSI/SDI A250.3. I. Color and Gloss: As selected by Architect from manufacturer's full range. am PART 3 EXECUTION h 3.1 INSTALLATION r A. Hollow Metal Frames: Comply with ANSI/SDI A250.11. I Set frames accurately in position, plumbed, aligned, and braced securely until permanent anchors are set. After wall construction is complete, remove temporary braces, leaving surfaces smooth and undamaged. tr a. At fire- protection -rated openings, install frames according to NFPA 80. b. Where frames are fabricated in sections because of shipping or handling limitations, field splice at approved locations by welding face joint continuously, grind, fill, dress, and make splice smooth, flush, and invisible on exposed faces. C. Install frames with removable glazing stops located on secure side of opening. d. Install door silencers in frames before grouting. e. Remove temporary braces necessary for installation only after frames have been properly set and secured. r HOLLOW METAL DOORS AND FRAMES 081113-6 No y f. Check plumbness, squareness, and twist of frames as walls are constructed. Shim as necessary to comply with installation tolerances. g. Field apply bituminous coating to backs of frames that are filled with grout hm containing antifreezing agents. 2. Floor Anchors: Provide floor anchors for each jamb and mullion that extends to floor, im and secure with postinstalled expansion anchors. a. Floor anchors may be set with powder- actuated fasteners instead of postinstalled expansion anchors if so indicated and approved on Shop Drawings. 3. Metal -Stud Partitions: Solidly pack mineral -fiber insulation behind frames. 4. Masonry Walls: Coordinate installation of frames to allow for solidly filling space between frames and masonry with grout. 5. Concrete Walls: Solidly fill space between frames and concrete with grout. Take precautions, including bracing frames, to ensure that frames are not deformed or damaged by grout forces. 6. In -Place Concrete or Masonry Construction: Secure frames in place with postinstalled expansion anchors. Countersink anchors, and fill and make smooth, flush, and invisible on exposed faces. 7. In -Place Gypsum Board Partitions: Secure frames in place with postinstalled expansion anchors through floor anchors at each jamb. Countersink anchors, and fill and snake smooth, flush, and invisible on exposed faces. 60 8. Ceiling Struts: Extend struts vertically from top of flame at each jamb to overhead structural supports or substrates above frame unless frame is anchored to masonry or to other structural support at each jamb. Bend top of struts to provide flush contact for V securing to supporting construction. Provide adjustable wedged or bolted anchorage to frame jamb members. 9. Installation Tolerances: Adjust hollow metal door frames for squareness, alignment, 6 twist, and plumb to the following tolerances: a. Squareness: Plus or minus 1/16 inch (1.6 mm), measured at door rabbet on a line W 90 degrees from jamb perpendicular to frame head. b. Alignment: Plus or minus 1/16 inch (1.6 mm), measured at jambs on a horizontal line parallel to plane of wall. C. Twist: Plus or minus 1/16 inch (1.6 mm), measured at opposite face comers of jambs on parallel lines, and perpendicular to plane of wall. d. Plumbness: Plus or minus 1/16 inch (1.6 mm), measured at jambs at floor. frJ B. Hollow Metal Doors: Fit hollow metal doors accurately in frames, within clearances specified below. Shim as necessary. lw 1. Non Fire-Rated Standard Steel Doors: a. Jambs and Head: 1/8 inch (3 mm) plus or minus 1/16 inch (1.6 mm). r b. Between Edges of Pairs of Doors: 1/8 inch (3 mm) plus or minus 1/16 inch (1.6 mm). C. Between Bottom of Door and Top of Threshold: Maximum 3/8 inch (9.5 mm). d. Between Bottom of Door and Top of Finish Floor (No Threshold): Maximum 3/4 h' inch (19 mm). Is HOLLOW METAL DOORS AND FRAMES 081113-7 hi 2. Fire -Rated Doors: Install doors with clearances according to NFPA 80. C. Glazing: Comply with installation requirements in Division 08 Section "Glazing" and with hollow metal manufacturer's written instructions. 1. Secure stops with countersunk flat- or oval -head machine screws spaced uniformly not more than 9 inches (230 mm) o.c. and not more than 2 inches (50 mm) o.c. from each comer. 3.2 ADJUSTING AND CLEANING A. Final Adjustments: Check and readjust operating hardware items immediately before final inspection. Leave work in complete and proper operating condition. Remove and replace defective work, including hollow metal work that is warped, bowed, or otherwise unacceptable. B. Prime -Coat Touchup: Immediately after erection, sand smooth rusted or damaged areas of prime coat and apply touchup of compatible air - drying, rust- inhibitive primer. C. Metallic - Coated Surfaces: Clean abraded areas and repair with galvanizing repair paint according to manufacturer's written instructions. END OF SECTION 081113 HOLLOW METAL DOORS AND FRAMES 081113 - 8 W a IN 6 L I'm W im 1r lv 119 W W W V 7 W a SECTION 083323 OVERHEAD COILING DOORS PART 1- GENERAL 1.1 SUMMARY A. This Section includes the following types of electric- motor operated overhead coiling doors: 1. Service doors. 2. Insulated service doors. B. See Division 05 Section "Metal Fabrications" for miscellaneous steel supports. 1.2 PERFORMANCE REQUIREMENTS A. Structural Performance: Provide overhead coiling doors capable of withstanding the effects of gravity loads and the following loads and stresses without evidencing k,— .......ent deformation of door components: 1. Wind Load: Uniform pressure (velocity pressure) of 20 lbf/sq. ft. (960 Pa), acting inward and outward. 2. Impact Test for Flying Debris: Comply with ASTM E 1996, tested according to ASTM E 1886. a. Level of Protection: Basic Protection. b. Wind Zone Exposure B: 85 mph, pressure test to 1/2 and 1 -1/2 x design pressure (positive and negative). B. Operation -Cycle Requirements: Provide overhead coiling door components and operators capable of operating for not less than 10,000 cycles and for 10 cycles per day. 1.3 SUBMITTALS A. Product Data: For each type and size of overhead coiling door and accessory. B. Shop Drawings: Include plans, elevations, sections, details, and attachment to other work. 1.4 QUALITY ASSURANCE A. Installer Qualifications: Manufacturer's authorized representative who is trained and approved for both installation and maintenance of units required for this Project. B. Electrical Components, Devices, and Accessories: Listed and labeled as defined in NFPA 70, Article 100. OVERHEAD COILING DOORS 083323-1 171 PART 2- PRODUCTS 2.1 MANUFACTURERS A. Available Manufacturers: Subject to compliance with requirements, manufacturers offering products that may be incorporated into the Work include, but are not Limited to, the following: 1. Alpine Overhead Doors, Inc. 2. Atlas Door, Div. of Clopay Building Products Company, Inc. 3. Cookson Company. 4. Cornell Iron Works Inc. 5. Dynamic Closures Corporation. 6. Mahon Door Corporation. 7. McKeon Rolling Steel Door Company, Inc. 8. Metro Door. 9. Overhead Door Corp. 10. Pacific Rolling Doors Co. 11. Raynor. 12. Southwestern Steel Rolling Door Co. 13. Wayne- Dalton Corp. 14. Windsor Door, a MAGNATRAX Corporation. 2.2 DOOR CURTAIN MATERIALS AND CONSTRUCTION A. Door Curtains: Interlocking slats in a continuous length for width of door of thickness and mechanical properties recommended by door manufacturer for performance, size, and type of door. 1. Steel Door Curtain Slats: Zinc- coated (galvanized), cold -rolled structural steel (SS) sheet; complying with ASTM A 653/A 653M, G90 (Z275) coating designation. 2. Aluminum Door Curtain Slats: ASTM B 209 (ASTM B 209M) or ASTM B 221 (ASTM B 221M), alloy and temper recommended by aluminum producer and finisher for type of use and finish indicated. 3. Insulation: Manufactui et's standard rigid cellular polystyrene or polyurethane- foam -type thermal insulation complying with maximum flame -spread and smoke - developed indexes of 75 and 450, respectively, according to ASTM E 84. Enclose insulation completely within metal slat faces. B. Endlocks and Windlocks: Malleable -iron casings, secured to curtain slats to comply with wind load. C. Bottom Bar. Manufacturer's standard to suit type of curtain slats. 1. Astragal: Replaceable, adjustable, continuous, compressible gasket of flexible vinyl, rubber, or neoprene; as a cushion bumper for interior door. D. Curtain Jamb Guides: Steel angles or channels and angles, with sufficient depth and strength to retain curtain, to allow curtain to operate smoothly, and to withstand loading. Slot bolt holes for OVERHEAD COILING DOORS 083323 - 2 guide adjustment. Provide removable stops on guides to prevent overtravel of curtain, and a continuous bar for holding windlocks. E. Curtain Jamb Guides: Material and finish to match curtain slats, with sufficient depth and strength to retain curtain, operate smoothly, and to withstand loading. 1. Removable Posts and Jamb Guides: Manufacturer's standard. F. Hood: Form to act as weatherseal and entirely enclose coiled curtain and operating mechanism at opening head. Contour to fit end brackets. Roll and reinforce top and bottom edges for stiffness. Provide closed ends for surface - mounted hoods, and provide fascia for any portion of between jamb mounting projecting beyond wall face. Provide intermediate support brackets as required to prevent sagging. 1. Steel Door Hoods: Minimum 0.028 -inch- (0.7 -mm -) thick, hot -dip galvanized steel sheet that matches slat steel. 2. Aluminum Hoods: Minimum 0.032 inch (0.8 mm) thick, that matches slat aluminum. 3. Shape: Round. G. Integral Frame, Hood, and Fascia: Welded assemblies: 1. Steel: Minimum 0.064 -inch- (1.6 -mm -) thick, hot -dip galvanized steel sheet that matches door steel. 2. Stainless - Steel: Minimum 0.0625 -inch- (1.6 -mm -) thick stainless -steel sheet, Type 304. H. Integral Sills: Integral part of frame assembly; fabricate of same sheet metal. I. Weatherseals: Replaceable, adjustable, continuous, compressible weather - stripping gaskets fitted to bottom and top of exterior doors, unless otherwise indicated. At door head, use 1/8- inch- (3 -mm -) thick, replaceable, continuous sheet secured to inside of hood. 1. Motor - Operated Doors: Combination bottom weatherseal and sensor edge. 2. Jamb Seals: Replaceable, adjustable, continuous, flexible, 1/8 -inch- (3 -mm -) thick seals of flexible vinyl, rubber, or neoprene at door jambs for a weathertight installation. J. Push/Pull Handles: Galvanized steel lifting handles on each side of door. 1. Provide pull -down straps or pole hooks for doors more than 84 inches (2130 mm) high. K. Locking Device Assembly: Lock, spring - loaded dead bolt, operating handle, cam plate, and adjustable locking bar to engage through slots in tracks. 1. Locking Bars: Single -jamb side operable from inside only. 2. Lock cylinder is specified in Division 08 Section "Door Hardware." L. Chain Lock Keeper. Suitable for padlock. M. Power - Operated Doors: Safety interlock switch to disengage power supply when door is locked. OVERHEAD COILING DOORS 083323 - 3 N. Automatic - Closing Device: Inoperative during normal door operations; with oscillating govemor unit complying with requirements of NFPA 80 and with an easily tested and reset release mechanism, and designed to be activated by the following: 1. Replaceable fusible links with temperature rise and melting point of 165 deg F (74 deg C); interconnected and mounted on both sides of door opening. 2. Manufacturer's standard UL- labeled smoke and heat detector and door - holder - release devices. 3. Building fire alarm and detection system and door - holder - release devices. O. Counterbalancing Mechanism: Adjustable - tension, steel helical torsion spring mounted around a steel shaft and contained in a spring barrel connected to door curtain with barrel rings. Use grease- sealed bearings or self - lubricating graphite bearings for rotating members. 1. Mounting Brackets: Cast iron or cold -rolled steel plate. P. Manual Door Operator: Push -up (lift- or pull -up) operation not exceeding 25 lbf (111 N) or Chain hoist. Q. Electric Door Operator. Manufacturer's standard type, size, and capacity for door [and operation-cycle requirements] specified, with electric motor and factory- prewired motor controls, starter, gear - reduction unit, solenoid - operated brake, clutch, remote-control stations, control devices, integral gearing for locking door, and accessories. Comply with NFPA 70. 1. Disconnect Device: Hand - operated for automatically engaging chain and sprocket operator and releasing brake for emergency manual operation while disconnecting motor without affecting timing of limit switch. Mount to be accessible from floor level. Include interlock device to automatically prevent motor from operating when emergency operator is engaged. 2. Door- Operator Type: Wall -, hood -, or bracket - mounted unit with electric motor, [belt - reduction] [gear- head - reduction] [worn -gear running-in-oil] drive, and chain and sprocket secondary drive. 3. Through- wall - mounted motor operator. R. Electric Motors: High - starting torque, reversible, continuous -duty, [polyphase], Class A insulated, electric motors complying with NEMA MG 1; with overload protection; sized to start, accelerate, and operate door in either direction from any position, at not less than 2/3 is (0.2 m/s) and not more than 1 is (0.3 m/s), without exceeding nameplate ratings or service factor. Coordinate wiring requirements and electrical characteristics of motors with building electrical system. 1. Open dripproof -type motor, and controller with NEMA ICS 6, Type 1 enclosure. 2. Totally enclosed, nonventilated or fan-cooled motor, fitted with plugged drain, and controller with NEMA ICS 6, Type 4 enclosure where indicated. S. Control Equipment: NEMA ICS 1, NEMA ICS 2, and NEMA ICS 6, with NFPA 70 Class 2 control circuit, maximum 24 -V, ac or dc, with remote, three -button control station. 1. Interior units, full- guarded, surface- mounted, heavy -duty type, with general- purpose NEMA ICS 6, Type 1 enclosure. OVERHEAD COILING DOORS 083323 - 4 2.3 FINISHES A. Aluminum Anodic Finish: Class II, clear anodic coating complying with AAMA 611. 1. Color: As selected by Architect from full range of industry colon and color densities. B. Galvanized Steel Finish: Baked Powder -coat finish. 1. Color and Gloss: As selected by Architect from manufacturer's full range and gloss. C. Factory Primer for Field Finish: Manufacturer's standard primer. 1. Painting is specified in Division 09 painting Sections. 2. Exterior units, full - guarded, surface- mounted, standard -duty, weatherproof type, NEMA ICS 6, Type 4 enclosure, key operated. 3. Obstruction Detection Device: External automatic safety sensor capable of protecting full width of door opening. Activation of sensor immediately stops and reverses downward door travel. 4. Provide electric operators with ADA- compliant audible alarm and visual indicator lights. PART 3 - EXECUTION 3.1 INSTALLATION A. General: Install coiling doors and operating equipment complete with necessary hardware, jamb and head molding strips, anchors, inserts, hangers, and equipment supports 1. Install fire -rated doors to comply with NFPA 80. B. Lubricate bearings and sliding parts; adjust doors to operate easily, free of warp, twist, or distortion, and with weathertight fit around entire perimeter. END OF SECTION 083323 OVERHEAD COILING DOORS 083323 - 5 SECTION 083323 - OVERHEAD COILING DOORS PART 1 - GENERAL 1.1 SUMMARY A. This Section includes the following types of electric- motor - operated overhead coiling doors: 1. Service doors. 2. Insulated service doors. B. See Division 05 Section "Metal Fabrications" for miscellaneous steel supports. 1.2 PERFORMANCE REQUIREMENTS A. Structural Performance: Provide overhead coiling doors capable of withstanding the effects of gravity loads and the following loads and stresses without evidencing permanent deformation of door components: 1. Wind Load: Uniform pressure (velocity pressure) of 201bf/sq. ft. (960 Pa), acting inward and outward. 2. Impact Test for Flying Debris: Comply with ASTM E 1996, tested according to ASTM E 1886. a. Level of Protection: Basic Protection. b. Wind Zone Exposure B: 85 mph, pressure test to 1/2 and 1 -1/2 x design pressure (positive and negative). B. Operation -Cycle Requirements: Provide overhead coiling door components and operators capable of operating for not less than 10,000 cycles and for 10 cycles per day. 1.3 SUBMITTALS A. Product Data: For each type and size of overhead coiling door and accessory. B. Shop Drawings: Include plans, elevations, sections, details, and attachment to other work. 1.4 QUALITY ASSURANCE A. Installer Qualifications: Manufacturer's authorized representative who is trained and approved for both installation and maintenance of units required for this Project. B. Electrical Components, Devices, and Accessories: Listed and labeled as defined in NFPA 70, Article 100. OVERHEAD COILING DOORS 083323 -1 PART2- PRODUCTS r 2.1 MANUFACTURERS r A. Available Manufacturers: Subject to compliance with requirements, manufacturers offering products that may be incorporated into the Work include, but are not limited to, the following: r I Alpine Overhead Doors, Inc. 2. Atlas Door, Div. of Clopay Building Products Company, Inc. 3. Cookson Company. 4. Cornell Iron Works Inc. 5. Dynamic Closures Corporation. 6. Mahon Door Corporation. Itr 7. McKeon Rolling Steel Door Company, Inc. 8. Metro Door. 9. Overhead Door Corp. tr 10. Pacific Rolling Doors Co. 11. Raynor. 12. Southwestern Steel Rolling Door Co. 13. Wayne Dalton Corp. 14. Windsor Door, a MAGNATRAX Corporation. 2.2 DOOR CURTAIN MATERIALS AND CONSTRUCTION A. Door Curtains: Interlocking slats in a continuous length for width of door of thickness and V mechanical properties recommended by door manufacturer for performance, size, and type of door. 1. Steel Door Curtain Slats: Zinc coated (galvanized), cold -rolled structural steel (SS) 6 sheet; complying with ASTM A 653/A 653M, G90 (2275) coating designation. 2. Aluminum Door Curtain Slats: ASTM B 209 (ASTM B 209M) or ASTM B 221 (ASTM B 221M), alloy and temper rec,,......,,..ded by aluminum producer and finisher for type of use and finish indicated. 3. Insulation: Manufacturer's standard rigid cellular polystyrene or polyurethane- foam -type r thermal insulation complying with maximum flame spread and smoke developed indexes of 75 and 450, respectively, according to ASTM E 84. Enclose insulation completely r within metal slat faces. B. Endlocks and Windlocks: Malleable -iron casings, secured to curtain slats to comply with wind load. 1 6W C. Bottom Bar. Manufacturer's standard to suit type of curtain slats. 1. Astragal: Replaceable, adjustable, continuous, compressible gasket of flexible vinyl, rubber, or neoprene; as a cushion bumper for interior door. i D. Curtain Jamb Guides: Steel angles or channels and angles, with sufficient depth and strength to L retain curtain, to allow curtain to operate smoothly, and to withstand loading. Slot bolt holes for t. OVERHEAD COILING DOORS 083323-2 60 guide adjustment. Provide removable stops on guides to prevent overtravel of curtain, and a continuous bar for holding windlocks. E. Curtain Jamb Guides: Material and finish to match curtain slats, with sufficient depth and strength to retain curtain, operate smoothly, and to withstand loading. 1. Removable Posts and Jamb Guides: Manufacturer's standard. F. Hood: Form to act as weatherseal and entirely enclose coiled curtain and operating mechanism at opening head. Contour to fit end brackets. Roll and reinforce top and bottom edges for stiffness. Provide closed ends for surface - mounted hoods, and provide fascia for any portion of between jamb mounting projecting beyond wall face. Provide intermediate support brackets as required to prevent sagging. 1. Steel Door Hoods: Minimum 0.028 -inch- (0.7 -mm -) thick, hot -dip galvanized steel sheet that matches slat steel. 2. Aluminum Hoods: Minimum 0.032 inch (0.8 mm) thick, that matches slat aluminum. 3. Shape: Round. G. Integral Frame, Hood, and Fascia: Welded assemblies: 1. Steel: Minimum 0.064 -inch- (1.6 -mm -) thick, hot -dip galvanized steel sheet that matches door steel. 2. Stainless - Steel: Minimum 0.0625 -inch- (1.6 -mm -) thick stainless -steel sheet, Type 304. H. Integral Sills: Integral part of frame assembly; fabricate of same sheet metal. I. Weatherseals: Replaceable, adjustable, continuous, compressible weather - stripping gaskets fitted to bottom and top of exterior doors, unless otherwise indicated. At door head, use 1/8- inch- (3 -mm -) thick, replaceable, continuous sheet secured to inside of hood. 1. Motor - Operated Doors: Combination bottom weatherseal and sensor edge. 2. Jamb Seals: Replaceable, adjustable, continuous, flexible, 1/8 -inch- (3 -mm -) thick seals of flexible vinyl, rubber, or neoprene at door jambs for a weathertight installation. J. Push/Pull Handles: Galvanized steel lifting handles on each side of door. 1. Provide pull -down straps or pole hooks for doors more than 84 inches (2130 mm) high. K. Locking Device Assembly: Lock, spring- loaded dead bolt, operating handle, cam plate, and adjustable locking bar to engage through slots in tracks. 1. Locking Bars: Single-jamb side operable from inside only. 2. Lock cylinder is specified in Division 08 Section "Door Hardware." L. Chain Lock Keeper. Suitable for padlock. M. Power - Operated Doors: Safety interlock switch to disengage power supply when door is locked. OVERHEAD COILING DOORS 083323 - 3 N. Automatic - Closing Device: Inoperative during normal door operations; with oscillating governor unit complying with requirements of NFPA 80 and with an easily tested and reset release mechanism, and designed to be activated by the following: 1. Replaceable fusible links with temperature rise and melting point of 165 deg F (74 deg C); interconnected and mounted on both sides of door opening. 2. Manufacturer's standard UL- labeled smoke and heat detector and door - holder- release devices. 3. Building fire alarm and detection system and door - holder- release devices. O. Counterbalancing Mechanism: Adjustable- tension, steel helical torsion spring mounted around a steel shaft and contained in a spring barrel connected to door curtain with barrel rings. Use grease - sealed bearings or self - lubricating graphite bearings for rotating members. 1. Mounting Brackets: Cast iron or cold- rolled steel plate. P. Manual Door Operator: Push -up (lift- or pull -up) operation not exceeding 25 lbf (111 N) or Chain hoist. Q. Electric Door Operator. Manufacturer's standard type, size, and capacity for door [and operation -cycle requirements] specified, with electric motor and factory- prewired motor controls, starter, gear - reduction unit, solenoid- operated brake, clutch, remote-control stations, control devices, integral gearing for locking door, and accessories. Comply with NFPA 70. 1. Disconnect Device: Hand - operated for automatically engaging chain and sprocket operator and releasing brake for emergency manual operation while disconnecting motor without affecting timing of limit switch. Mount to be accessible from floor level. Include interlock device to automatically prevent motor from operating when emergency operator is engaged. 2. Door- Operator Type: Wall-, hood -, or bracket - mounted unit with electric motor, [belt - reduction] [gear -head- reduction] [worm -gear running- in -oil] drive, and chain and sprocket secondary drive. 3. Through- wall - mounted motor operator. R. Electric Motors: High- starting torque, reversible, continuous -duty, [polyphase], Class A insulated, electric motors complying with NEMA MG 1; with overload protection; sized to start, accelerate, and operate door in either direction from any position, at not less than 2/3 fps (0.2 m/s) and not more than 1 fps (0.3 m/s), without exceeding nameplate ratings or service factor. Coordinate wiring requirements and electrical characteristics of motors with building electrical system. 1. Open dripproof -type motor, and controller with NEMA ICS 6, Type 1 enclosure. 2. Totally enclosed, nonventilated or fan- cooled motor, fitted with plugged drain, and controller with NEMA ICS 6, Type 4 enclosure where indicated. S. Control Equipment: NEMA ICS 1, NEMA ICS 2, and NEMA ICS 6, with NFPA 70 Class 2 control circuit, maximum 24-V, ac or dc, with remote, three -button control station. 1. Interior units, full- guarded, surface- mounted, heavy -duty type, with general- purpose NEMA ICS 6, Type 1 enclosure. OVERHEAD COILING DOORS 083323 - 4 2. Exterior units, full- guarded, surface - mounted, standard-duty, weatherproof type, NEMA ICS 6, Type 4 enclosure, key operated. 3. Obstruction Detection Device: External automatic safety sensor capable of protecting full width of door opening. Activation of sensor immediately stops and reverses downward door travel. 4. Provide electric operators with ADA- compliant audible alarm and visual indicator lights. 2.3 FINISHES A. Aluminum Anodic Finish: Class II, clear anodic coating complying with AAMA 611. 1. Color: As selected by Architect from full range of industry colors and color densities. 13. Galvanized Steel Finish: Baked Powder-coat finish. 1. Color and Gloss: As selected by Architect from manufacturer's full range and gloss. C. Factory Primer for Field Finish: Manufacturer's standard primer. 1. Painting is specified in Division 09 painting Sections. PART 3 - EXECUTION 3.1 INSTALLATION A. General: Install coiling doors and operating equipment complete with necessary hardware, jamb and head molding strips, anchors, inserts, hangers, and equipment supports 1. Install fire -rated doors to comply with NFPA 80. B. Lubricate bearings and sliding parts; adjust doors to operate easily, free of warp, twist, or distortion, and with weathertight fit around entire perimeter. END OF SECTION 083323 OVERHEAD COILING DOORS 083323 - 5 No 0 SECTION 084229 AUTOMATIC ENTRANCES br PART1- GENERAL 6, 1.1 SUMMARY A. Section Includes: ii 1. Exterior and interior, sliding, power-operated automatic entrances. hi 1.2 PERFORMANCE REQUIREMENTS iW A. Opening -Force Requirements: 1. Power Operated Doors: Not more than 50 lbf (222 N) required to manually set door in motion if power fails, and not more than 15 1b (67 N) required to open door to minimum W required width. 2. Power- Operated Swinging Doors: Not more than 30 lbf (133 N) required to manually open door if power fails. Ihi 3. Breakaway Device for Power Operated Doors: Not more than 50 lbf (222 N) required for a breakaway door or panel to open. 4. Accessible Interior Doors: Not more than 5 lbf (22 N) to fully open door. Iri B. Entrapment Force Requirements: 1. Power Operated Sliding Doors: Not more than 30 lbf (133 N) required to prevent stopped door from closing. 2. Power Operated Swinging Doors: Not more than 40 lbf (178 N) required to prevent stopped door from closing or completely opening. 3. Power Operated Folding Doors: Not more than 30 lbf (133 N) required to prevent stopped door from closing and not more than 40 lbf (178 N) required to prevent stopped door from completely opening. WW 1.3 SUBMITTALS im A. Product Data: For each type of product indicated. B. Shop Drawings: For automatic entrances. Include plans, elevations, sections, details, hardware bm mounting heights, and attachments to other work. 1. Wiring Diagrams: For power, signal, and control wiring. tr 2. Activation and safety devices. 3. Include hardware schedule and indicate hardware types, functions, quantities, and locations. im C. Maintenance data. If AUTOMATIC ENTRANCES 084229-1 w D. Warranties: Sample of special warranties. 1.4 QUALITY ASSURANCE A. Installer Qualifications: Manufacturer's authorized representative who is trained and approved for installation and maintenance of units required for this Project and who employs a certified inspector. B. Certified Inspector Qualifications: Certified by AAADM. C. Electrical Components, Devices, and Accessories: Listed and labeled as defined in NFPA 70, by a qualified testing agency, and marked for intended location and application. D. Power - Operated Door Standard: BHMA A156.10. E. Emergency -Exit Door Requirements: Comply with requirements of authorities having jurisdiction for automatic entrances serving as a required means of egress. 1.5 WARRANTY A. Special Warranty: Manufacturer's standard form in which manufacturer agrees to repair or replace components of automatic entrances that fail in materials or workmanship within specified warranty period. 1. Warranty Period: Two years from date of Substantial Completion. 13. Special Finish Warranty: Manufacturer's standard form in which manufacturer agrees to repair or replace components that show evidence of deterioration of factory - applied finishes within specified warranty period. 1. Warranty Period: 20 years from date of Substantial Completion. PART 2- PRODUCFS 2.1 MATERIALS A. Aluminum: Alloy and temper recommended by manufacturer for type of use and finish indicated. 1. Extruded Bars, Rods, Profiles, and Tubes: ASTM 13 221 (ASTM B 221M). 2. Sheet and Plate: ASTM B 209 (ASTM B 209M). 13. Steel Reinforcement: With manufacturer's standard corrosion - resistant primer complying with SSPC -PS Guide No. 12.00 applied immediately after surface preparation and pretreatment. Select surface preparation methods according to recommendations in SSPC -SP COM and prepare surfaces according to applicable SSPC standard. I. Structural Shapes, Plates, and Bars: ASTM A 36/A 36M. AUTOMATIC ENTRANCES 084229 - 2 Is W im Yr W W Or 1r W W W W 6 6 1W 2. Cold -Rolled Sheet and Strip: ASTM A 1008/A 1008M. 3. Hot -Rolled Sheet and Strip: ASTM A 101 I/A 1011M. C. Stainless -Steel Bars: ASTM A 276 or ASTM A 666, Type 304. D. Stainless -Steel Tubing: ASTM A 554, Grade MT 304. E. Glazing: As specified in Division 08 Section "Glazing." F. Sealants and Joint Fillers: As specified in Division 07 Section "Joint Sealants." G. Nonmetallic, Shrinkage- Resistant Grout: Premixed, nonmetallic, non...,.. ..ve, nonstaining grout; complying with ASTM C 1107; of consistency suitable for application. H. Bituminous Paint: Cold applied, asphalt- mastic paint complying with SSPC -Paint 12 requirements, except containing no asbestos; formulated for 30 -mil (0.76 -mm) thickness per coat. I. Fasteners and Accessories: Manufacturer's standard corrosion- resistant, nonstaining, nonbleeding fasteners and accessories compatible with adjacent materials. 2.2 SLIDING AUTOMATIC ENTRANCES A. General: Provide manufacturer's standard automatic entrances including doors, sidelites, framing, headers, carrier assemblies, roller tracks, door operators, activation and safety devices, and accessories required for a complete installation. B. Sliding Telescoping Automatic Entrance: 1. Manufacturers: Subject to compliance with requirements, provide products by one of the following: a. Biparting- Sliding Units: 1) Besam Automated Entrance Systems, Inc.; an ASSA ABLOY Group company. 2) DORMA Automatics; Div. of DORMA Group North America. 3) Gildor, Inc. 4) Horton Automatics; Div. of Overhead Door Corporation. 5) KM Systems, Inc. 6) Nabco Entrances Inc. 7) Sierra Automatic Doors, Inc. 8) Stanley Access Technologies; Div. of The Stanley Works. 9) Tormax Technologies, Inc. b. Biparting Telescoping Sliding Units: 1) Besam Automated Entrance Systems, Inc.; an ASSA ABLOY Group company. 2) Gildor, Inc. 3) Horton Automatics; Div. of Overhead Door Corporation. AUTOMATIC ENTRANCES 094229-3 6 4) KM Systems, Inc. 5) Nabco Entrances Inc. 6) Sierra Automatic Doors, Inc. 7) Stanley Access Technologies; Div. of The Stanley Works. 2. Configuration: Biparting Biparting- telescoping- sliding door(s), with transom and pocketed sidelite(s). a. Traffic Pattern: Two way. b. Emergency Breakaway Capability: Sliding leaf(leaves) only. C. Mounting: Between jambs. 3. Operator Features: a. Power opening and closing. b. Drive System: Chain or belt. C. Adjustable opening and closing speeds. d. Adjustable hold -open time between 0 and 30 seconds. e. Obstruction recycle. f. On-off/hold-open switch to control electric power to operator, key operated. 4. Sliding Door Carrier Assemblies and Overhead Roller Tracks: Manufacturer's standard carrier assembly that allows vertical adjustment; consisting of nylon- or dehin- covered, ball-bearing-center steel wheels operating on a continuous roller track, or ball- bearing- center steel wheels operating on a nylon- or dehin- covered, continuous roller track. Support doors from carrier assembly by cantilever and pivot assembly. a. Rollers: Minimum of two ball- bearing roller wheels and two antirise rollers for each active leaf. 5. Sliding Door Threshold: Manufacturer's standard threshold members and bottom -guide track system, with stainless steel, ball bearing center roller wheels. a. Configuration: Saddle -type threshold across door opening and surface- mounted guide track system at sidelites. 6. Combination Activation and Safety Device: Combination motion/presence sensor. 7. Activation Device: Motion sensors mounted on door header to detect pedestrians in activating zone and Push plate switch on each side of door to activate door operator. 8. Safety Devices: Presence sensor mounted on each side of door header and one photoelectric beam mounted in sidelite jambs to detect pedestrians in presence zone and to prevent door from closing. 9. Sidelite Safety Device: Presence sensor, mounted above each sidelite on side of door opening through which doors travel, to detect obstructions and to prevent door from opening. 10. Finish: Finish flaming, door(s), sidelite(s), and header with high performance organic finish (three -coat fluoropolymer) finish matching adjacent storefront. a. Color. As selected by Architect from full range of industry colors and color densities. AUTOMATIC ENTRANCES 084229-4 2.3 ENTRANCE COMPONENTS A. Framing and Transom Members: Manufacturer's standard extruded aluminum, minimum 0.125 inch (3.2 mm) thick and reinforced as required to support imposed loads. 1. Nominal Size: 1 -3/4 by 4 -1/2 inches (45 by 115 mm). 2. Extruded Glazing Stops and Applied Trim: Minimum 0.062 -inch (1.6 -mm) wall thickness. B. Stile and Rail Doors: Manufacturer's standard 1 -3/4 -inch- (45 -mm -) thick, glazed doors with minimum 0.125 -inch- (3.2 -mm -) thick, extruded - aluminum tubular stile and rail members. Mechanically fasten corners with reinforcing brackets that are welded, or incorporate concealed tie -rods that span full length of top and bottom rails. 1. Glazing Stops and Gaskets: Square, snap-on, extruded- aluminum stops and manufacturer's standard preformed gaskets. 2. Stile Design: Narrow stile, 2 -1/8 -inch (55 -mm) nominal width. 3. Rail Design: 5 -inch (125 -mm) nominal height. 4. Muntin Bars: Horizontal tubular rail member for each door, match stile design and finish. C. All -Glass Sliding Doors: Fabricated from 13 -mm -thick tempered glass, with polished vertical edges and minimum 0.125 -inch- (3.2 -mm -) thick, extruded- aluminum top and bottom rails. 1. Rail Design: 3 -1 /2 -inch (90 -mm) nominal height. D. Sidelite(s) and [Transom: Manufacturer's standard 1 -3/4 -inch- (45 -mm -) deep sidelite(s) [and transom with minimum 0.125 -inch- (3.2 -mm -) thick, extruded- aluminum tubular stile and rail members matching door design and finish. i . Glazing Stops and Gaskets: Same materials and design as for stile and rail door. 2. Glazing Stops and Gaskets: Square, snap-on, extruded - aluminum stops and manufacturer's standard preformed gaskets. 3. Muntin Bars: Horizontal tubular rail members for each sidelite; match stile design. E. Headers: Fabricated from minimum 0.125 -inch- (3.2 -mm -) thick, extruded aluminum and extending full width of automatic entrance units to conceal door operators and controls. Provide hinged or removable access panels for service and adjustment of door operators and controls. Secure panels to prevent unauthorized access. 1. Mounting: Concealed, with one side of header flush with framing. 2. Capacity: Capable of supporting doors up to 1751b (79 kg) per leaf over spans up to 14 feet (4.3 m) without intermediate supports. a. Provide sag rods for spans exceeding 14 feet (4.3 m). F. Signage: Affixed to both sides of each door as required by BHMA A156.10 and BMA A156.19 for type of door and its operation. 1. Application Process: Door manufacturer's standard process. AUTOMATIC ENTRANCES 084229 - 5 2.4 DOOR OPERATORS AND ACTIVATION AND SAFETY DEVICES A. Door Operators: Provide door operators of size recommended by manufacturer for door size, weight, and movement; for condition of exposure; and for long -term, maintenance -free operation under normal traffic load for type of occupancy indicated. 1. Door Operator Performance: Provide door operators that will open and close doors and maintain them in fully closed position when subjected to Project's design wind loads. 2. Electromechanical Operators: Concealed, self-contained, overhead unit powered by fractional - horsepower, permanent- magnet do motor; with closing speed controlled mechanically by gear train and dynamically by braking action of electric motor with solid -state microprocessor controller; UL 325; and with manual operation with power off. B. Motion Sensors: Self- contained, K- band - frequency, microwave - scanner units with metal or plastic housing; adjustable to provide detection field sizes and functions required by BHMA A156.10; with relay hold time of not less than 2 to 10 seconds. 1. Provide capability for switching between bidirectional and unidirectional detection. 2. For one - way - traffic entrances, sensor on egress side shall not be active when doors are fully closed. C. Presence Sensors: Self- contained, infrared - scanner units with metal or plastic housing; adjustable to provide detection field sizes and functions required by BHMA A156.10; with relay hold time of not less than 2 to 10 seconds. Sensors shall remain active at all times. D. Combination Motion/Presence Sensors: Self -contained units; consisting of both motion and presence sensors in a single metal or plastic housing; adjustable to provide detection field sizes and functions required by BIIMA A156.10. 1. Motion Sensor: K- band - frequency, microwave - scanner units; with relay hold time of not less than 2 to 10 seconds. a. Provide capability for switching between bidirectional and unidirectional detection. b. For one - way - traffic entrances, sensor on egress side shall not be active when doors are fully closed. 2. Presence Sensor. Infrared - scanner units; with relay hold time of not less than 2 to 10 seconds. Sensors shall remain active at all times. E. Photoelectric Beams: Pulsed infrared, sender - receiver assembly for recessed mounting. Beams shall not be active when doors are fully closed. F. Push -Plate Switch: Momentary- contact door control switch with flat push -plate actuator with contrasting - colored, engraved message. I . Configuration: Square push plate with 4- by- 4-inch (100 -by- 100 -mm) junction box. a. Mounting: Recess mounted in door jamb. AUTOMATIC ENTRANCES 084229 - 6 2. Push -Plate Material: Stainless steel as selected by Architect from manufacturer's full range. 3. Message: International symbol of accessibility and "Push to Open." G. Electrical Interlocks: Unless units are equipped with self - protecting devices or circuits, provide electrical interlocks to prevent activation of operator when door is locked, latched, or bolted. 2.5 HARDWARE �+ A. General: Provide units in sizes and types recommended by automatic entrance and hardware manufacturers for entrances and uses indicated. Finish exposed parts to match door finish unless otherwise indicated. B. Manual Opening for Power - Operated Swinging Doors: Provide hardware that in a power failure allows door to open with a manual force not to exceed 30 lbf (133 N) according to BHMA A156.10. C. Breakaway Device for Power - Operated Doors: Provide breakaway device that allows door to swing out in direction of egress to full 90 degrees from any operating position. Maximum force to open door shall be 50 lbf (222 N) according to BHMA A156.10. Interrupt powered operation of door operator while in breakaway mode. D. Hinges: I. Center -Pivot Sets: BHMA A156.4, Grade I, with exposed parts of cast- aluminum alloy. 2. Offset Pivots: BHMA A156.4, Grade 1, with exposed parts of cast - aluminum alloy. 3. Butt Hinges: BHMA A156.1, Grade 1, 5- knuckle, 4- 1/2 -by-4 -inch (114 -by- 102 -mm) ball - bearing butts. a. Provide nonremovable pins at hinges exposed on outside of door. b. Provide nonferrous hinges for doors exposed to weather. c. Provide 3 hinges at each leaf for doors up to 36 inches (914 mm) wide and 80 inches (2032 mm) tall; provide 4 hinges at each leaf for taller doors. E. Deadlocks: Manufacturer's standard deadbolt operated by exterior cylinder and interior thumb turn, with minimum 1 -inch- (25 -mm -) long throw bolt; BI-IMA A156.5, Grade 1. 1. Cylinders: BHMA A156.5, Grade 1, six -pin mortise type. a. Keying: Integrate into building master key system. 2. Deadbolts: Laminated -steel hook, mortise type, BHMA A156.5, Grade 1. 3. Two-Point Locking for Sliding Doors: Mechanism in stile of active door leaf that automatically extends second lockbolt into threshold. 4. Two-Point Locking for Biparting - Folding Doors: BHMA A156.5, Grade 1, mortise -type, laminated -steel hookbolt mounted in stile of active door leaf that engages active leaf of opposite door when operated by cylinder; and with concealed, vertical flush bolts mounted in each hinge stile that engage header when operated by cylinders. AUTOMATIC ENTRANCES 084229 - 7 F. Dustproof Strikes for All -Glass Sliding Doors: Recessed, floor -type, BHMA A156.16, Grade 1, to receive deadbolt. G. Push Bars: As selected by Architect from manufacturer's full range of full -door- width, single push bars. H. Pull Handles: As selected by Architect from manufacturer's full range of pull handles and plates. I. Thresholds: BHMA A156.21, extruded - aluminum raised thresholds; with beveled edges with a slope of not more than 1:2 and a maximum height of 1/2 inch (13 mm). Provide cutouts as required for door operating hardware. J. Weather Stripping: Manufacturer's standard replaceable components. 1. Sliding Type: AAMA 701, made of wool, polypropylene, or nylon woven pile with nylon -fabric or aluminum -strip backing. 2. Compression Type: Made of ASTM D 2000, molded neoprene, or ASTM D 2287, molded PVC. 3. Weather Sweeps: Manufacturer's standard nylon brush sweep mounted to underside of door bottom. K. Finger Guards: Manufacturer's standard collapsible neoprene or PVC gasket. 2.6 ACCESSORIES A. Guide Rails: Fabricated from anodized - aluminum bars or tubing, minimum 30 inches (762 mm) high; positioned and projecting from face of door jamb for distance as indicated, but not less than that required by BHMA A156.10 for type of door and direction of travel; with filler panel. 1. Filter Panel: Expanded aluminum mesh. a. Color: As selected by Architect from manufacturer's full range. 2. Provide intermediate guide rail suitable for supporting photoelectric beams. 3. Mounting: Floor. 2.7 FABRICATION A. General: Factory fabricate automatic entrance components to designs, sizes, and thicknesses indicated and to comply with indicated standards. B. Framing: Provide automatic entrances as prefabricated assemblies. Complete fabrication, assembly, finishing, hardware application, and other work before shipment to Project site. C. Doors: Factory fabricated and assembled in profiles indicated. Reinforce as required to support imposed loads and for installing hardware. D. Door Operators: Factory fabricated and installed in headers, including adjusting and testing. AUTOMATIC ENTRANCES 084229 - 8 E. Glazing: Fabricate framing with minimum glazing edge clearances for thickness and type of glazing indicated, according to GANA's "Glazing Manual." F. Hardware: Factory install hardware to greatest extent possible; remove only as required for final finishing operation and for delivery to and installation at Project site. Cut, drill, and tap for factory- installed hardware before applying finishes. 1. Provide sliding -type weather stripping, mortised into door, at perimeter of doors and breakaway sidelites. 2. Provide compression -type weather stripping at fixed stops of exterior doors. At locations without fixed stops, provide sliding -type weather stripping retained in adjustable strip mortised into door edge. 3. Provide weather sweeps mounted to underside of door bottoms of exterior doors. 4. Provide finger guards at each pivoted entrance door that has clearance at hinge side greater than 1/4 inch (6 mm) and less than 3/4 inch (19 mm) with door in any position. Anchor guards to hinge -jamb frame. G. Activation and Safety Devices: 1. General: Factory install devices in doors and headers as required by BHMA A156.10 for type of door and direction of travel. 2. Install photoelectric beams in vertical jambs of sidelites, with dimension above finished floor as follows: a. Top Beam: 48 inches (1219 mm). b. Bottom Beam: 24 inches (610 mm). 3. Install photoelectric beams in sides of guide rails, with dimension above finished floor not less than 24 inches (610 mm). 2.8 ALUMINUM FINISHES A. Clear Anodic Finish: AAMA 611, AA- M12C22A41, Class I, 0.018 mm or thicker. B. Color Anodic Finish: AAMA 611, AA- M12C22A42/A44, Class 1, 0.018 mm or thicker. C. Baked - Enamel or Powder -Coat Finish: AAMA 2603 except with a minimum dry film thickness of 1.5 mils (0.04 min). 1. Color and Gloss: As selected by Architect from manufacturer's full range. D. High - Performance Organic Finish: 2-coat fluoropolymer finish complying with AAMA 2604 or AAMA 2605 and containing not less than 50 percent PVDF resin by weight in color coat. 1. Color and Gloss: As selected by Architect from manufacturer's full range. E. High - Performance Organic Finish: 3-coat fluoropolymer finish complying with AAMA 2605 and containing not less than 50 percent PVDF resin by weight in both color coat and clear topcoat. 1. Color and Gloss: As selected by Architect from manufacturer's full range. AUTOMATIC ENTRANCES 084229 - 9 PART 3 - EXECUTION 3.1 INSTALLATION A. General: Do not install damaged components. Fit frame joints to produce hairline joints free of burrs and distortion. Rigidly secure nonmovement joints. Seal joints watertight. 1. Where aluminum will contact dissimilar metals, protect against galvanic action by painting contact surfaces with primer or by applying sealant or tape recommended by manufacturer for this purpose. 2. Where aluminum will contact concrete or masonry, protect against corrosion by painting contact surfaces with bituminous paint. B. Entrances: Install automatic entrances plumb and true in alignment with established lines and grades without warp or rack of framing members and doors. Anchor securely in place. I . Install surface - mounted hardware using concealed fasteners to greatest extent possible. 2. Set headers, carrier assemblies, tracks, operating brackets, and guides level and true to location with anchorage for permanent support. 3. Install components to drain water passing joints, condensation occurring within framing members, and moisture migrating within system to exterior. 4. Level recesses for recessed thresholds using nonshrink grout. 5. Provide thresholds at exterior doors. C. Door Operators: Connect door operators to electrical power distribution system as specified in Division 26 Sections. D. Access - Control Devices: Connect access - control devices to access - control system as spcdfied in Division 28 Sections. E. Activation and Safety Devices: Install and adjust devices to provide detection field and functions indicated. F. Guide Rails: Install rails according to BHMA A156.10 including Appendix A and manufacturer's written instructions unless otherwise indicated. G. Glazing: Install glazing as specified in Division 08 Section "Glazing." H. Sealants: Comply with requirements specified in Division 07 Section "Joint Sealants" to provide weathertight installation. 1. Set thresholds, bottom -guide track system, framing members and flashings in full sealant bed. 2. Seal perimeter of framing members with sealant. I. Signage: Apply signage on both sides of each door and breakaway sidelight as required by referenced door standards. AUTOMATIC ENTRANCES 084229 - J. Wiring within Automatic Entrance Enclosures: Bundle, lace, and train conductors to terminal points with no excess and without exceeding manufacturer's written limitations on bending radii. Provide and use lacing bars and distribution spools. K. Inspection: Owner will engage a certified inspector to test and inspect automatic entrances and prepare test and inspection reports. 1. Certified inspector shall test and inspect each automatic entrance to determine compliance of installed systems with applicable BHMA standards. 2. Field Quality - Control Report: Certified inspector shall submit report in writing to Architect and Contractor within 24 hours after inspection. 3. Work will be considered defective if it does not pass tests and inspections. L. Adjusting: Adjust door operators, controls, and hardware for smooth and safe operation and for weathertight closure; comply with requirements in BHMA A156.10. 1. Readjust door operators and controls after repeated operation of completed installation equivalent to 3 days' use by normal traffic (100 to 300 cycles). Lubricate hardware, operating equipment, and other moving parts. M. Demonstration: Engage a certified inspector to train Owner's maintenance personnel to adjust, operate, and maintain automatic entrances. END OF SECTION 084229 AUTOMATIC ENTRANCES 084229 -1 1 tr a W SECTION 084513 STRUCTURED POLYCARBONATE -PANEL ASSEMBLIES PART1- GENERAL 6 1.1 SUMMARY A. This Section includes aluminum -framed assemblies glazed with multiwalled (structured) polycarbonate panels as follows: I Roof (sloped, overhead) assemblies. rrl 1.2 PERFORMANCE REQUIREMENTS A. Provide assemblies, including anchorage, capable of withstanding, without failure, the effects of the following: 1. Structural loads. 2. Thermal movements. 3. Movements of supporting structure. 4. Dimensional tolerances of building frame and other adjacent construction. B. Failure includes the following: 1. Deflection exceeding specified limits. 2. Water leakage. 3. Thermal stresses transferred to building structure. 4. Noise or vibration created by wind and thermal and structural movements. 5. Loosening or weakening of fasteners, attachments, and other components. C. Structural Loads: fir 1. Concentrated Live Loads on Overhead Assemblies: 300 lbf (1334 N) applied to assemblies at locations that will produce greatest stress or deflection. 2. Seismic Loads: As indicated by earthquake design data on Drawings. W 3. Load Combinations: Calculate according to requirements of applicable code indicated on Drawings. 6 D. Deflection of Assemblies: 1. Vertical Assemblies: Limited to 1 /100 of clear span for each assembly component. 2. Overhead Assemblies: Limited to 1 /100 of clear span for each assembly component. E. Roof Assemblies: Class A per ASTM E 108 or UL 790. 'r+ F. Thermal Movements: Allow for thermal movements from ambient and surface temperature changes. Base engineering calculation on surface temperatures of materials due to both solar heat gain and nighttime -sky heat loss. Temperature Change (Range): 120 deg F (67 deg C), ambient; 180 deg F (100 deg C), material surfaces. STRUCTURED POLYCARBONATE -PANEL ASSEMBLIES 084513-1 Ya 1.3 PERFORMANCE TESTING A. Provide assemblies that comply with test - performance requirements indicated, as evidenced by reports of tests performed on manufacturer's standard assemblies by a qualified independent testing agency. B. Structural- Performance Test: ASTM E 330. 1. Performance at Design Load: When tested at positive and negative wind -load design pressures, assemblies do not evidence deflection exceeding specified limits. 2. Performance at Maximum Test Load: When tested at 150 percent of positive and negative wind -load design pressures, assemblies, including anchorage, do not evidence material failures, structural distress, and permanent deformation of main supporting members exceeding 0.2 percent of span. 3. Test Durations: As required by design wind velocity but not less than 10 seconds. C. Air - Infiltration Test: ASTM E 283. 1. Minimum Static - Air - Pressure Difference: 1.57 lbf/sq. ft. (75 Pa). 2. Maximum Air Leakage: 0.06 cfin/sq. ft. (0.30 L/s per sq. m). D. Test for Water Penetration under Static Pressure: ASTM E 331. 1. Minimum Static- Air - Pressure Difference: 20 percent of positive wind -load design pressure, but not less than 15 lbf/sq. ft. (718 Pa). 2. Water Leakage: None. 1.4 SUBMITTALS A. Product Data: For each type of product indicated. B. Shop Drawings: For assemblies. Include plans, elevations, sections, details, and attachments to other work. 1. Include structural analysis data signed and sealed by the qualified professional engineer responsible for their preparation. C. Samples: For each exposed finish. D. Field quality - control test reports. E. Product test reports. F. Maintenance data. G. Special warranties specified in this Section. STRUCTURED - POLYCARBONATE -PANEL ASSEMBLIES 084513 - 2 a im 1.5 QUALITY ASSURANCE A. Installer Qualifications: Entity capable of assuming engineering responsibility and performing work of this Section and who is acceptable to manufacturer. B. Fire- Test Response Characteristics: Where fire- test response characteristics are indicated for assemblies and components, provide products identical to those tested per test method indicated by an independent testing and inspecting agency acceptable to authorities having jurisdiction. C. Welding: Qualify procedures and personnel according to AWS D1.2, "Structural Welding Code Aluminum." 1.6 PROJECT A. Field Measurements: Indicate measurements on Shop Drawings. 1.7 WARRANTY A. Special Assembly Warranty: Manufacturer's standard form in which manufacturer and Installer agree to repair or replace components of assemblies that fail in materials or workmanship within specified warranty period. it 1. Failures include, but are not limited to, the following: a. Structural failures including, but not limited to, excessive deflection. b. Deterioration of metals, metal finishes, and other materials beyond normal weathering. C. Water leakage. 2. Warranty Period: Five years from date of Substantial Completion. B. Special Structured- Polycarbonate -Panel Warranty: Manufacturer's standard form agreeing to replace polycarbonate sheet that breaks or develops defects from normal use that are attributed to manufacturing process and not to practices for maintaining and cleaning products contrary to WJ manufacturer's written instructions. 1. Defects include, but are not limited to, the following: a. Delamination. b. Color changes from original in excess of 3.0 units Delta E when measured per ASTM D 2244. C. Losses in light transmission beyond 6 percent from original when measured per ASTM D 1003. w 2. Warranty Period: 10 years from date of Substantial Completion. C. Special Aluminum- Finish Warranty: Manufacturer's standard form in which manufacturer it agrees to repair or replace components on which finishes fail within specified warranty period. Warranty does not include normal weathering. 0 STRUCTURED POLYCARBONATE -PANEL ASSEMBLIES 084513-3 W I. Failures include, but are not Limited to, checking, crazing, peeling, chalking, and fading of finishes. 2. Warranty Period: 20 years from date of Substantial Completion. PART 2- PRODUCTS 2.1 MANUFACTURERS A. Available Manufacturers: Subject to compliance with requirements, manufacturers offering products that may be incorporated into the Work include, but are not limited to, the following: B. Manufacturers: Subject to compliance with requirements, provide products by one of the following: 1. CPIlnternational. 2. Duo -Gard Industries Inc. 3. Super Sky Products Inc. 2.2 ALUMINUM FRAMING SYSTEMS A. Aluminum: Alloy and temper recommended in writing by manufacturer for type of use and finish indicated. 1. Sheet and Plate: ASTM 13 209 (ASTM 13 209M). 2. Extruded Bars, Rods, Profiles, and Tubes: ASTM B 221 (ASTM 13 221M). 3. Extruded Structural Pipe and Tubes: ASTM B 429. B. Components: Manufacturer's standard extruded - aluminum members of thickness required and reinforced as required to support imposed loads. 1. Construction: Thermally broken; framing members are composite assemblies of two separate extruded - aluminum components permanently bonded by a material of low thermal conductance. C. Exposed Flashing and Closures: Manufacturer's standard aluminum components not less than 0.040 inch (1.016 mm) thick. D. Framing Gaskets: Manufacturer's standard. E. Framing Sealants: As recommended in writing by manufacturer. F. Anchors, Fasteners, and Accessories: Manufacturer's standard, corrosion- resistant, nonstaining, and nonbleeding; compatible with adjacent materials. 1. At closures, retaining caps, or battens, use ASTM A 193/A 193M, 300 series stainless - steel screws. 2. Where fasteners are subject to loosening or turning out from thermal and structural movements, wind loads, or vibration, use self - locking devices. STRUCTURED - POLYCARBONATE -PANEL ASSEMBLIES 084513 - 4 t+ y 3. At movement joints, use slip -joint linings, spacers, and sleeves of material and type recommended in writing by manufacturer. G. Concrete and Masonry Inserts: Hot -dip galvanized cast -iron, malleable -iron, or steel inserts complying with ASTM A 123/A 123M or ASTM A 153/A 153M requirements. H. Anchor Bolts: ASTM A 307, Grade A (ASTM F 568M, Property Class 4.6), hot -dip zinc W coating, ASTM A 153/A 153M, Class C. I. Framing System Fabrication: 1. Fabricate components before finishing. 2. Fabricate components that, when assembled, have the following characteristics: a. Profiles that are sharp, straight, and free of defects or deformations. b. Accurately fitted joints with ends coped or mitered. C. Internal guttering systems or other means to drain water passing joints, condensation occurring within components, and moisture migrating within assembly to exterior. im 3. Fabricate sill closures with weep holes and for installation as continuous component. 4. Reinforce components as required to receive fastener threads. 5. Weld components in concealed locations to greatest extent possible to minimize YrW distortion or discoloration of finish. Remove weld spatter and welding oxides from exposed surfaces by descaling or grinding. Iri 2.3 STRUCTURED POLYCARBONATE PANELS A. General: Translucent, extruded polycarbonate sheet with cellular cross section that provides isolated airspaces and that is coextruded with a UV- protective layer. 1. Plastic Self- Ignition Temperature: 650 deg F (343 deg C) or more per ASTM D 1929. W 2. Burning Extent: 1 inch (25 mm) or less per ASTM D 635. 3. Burning Rate: 2.5 in/,min. (1.06 mm/s) or less per ASTM D 635. 4. Smoke Developed Index: 450 or less per ASTM E 84, or 75 or less per ASTM D 2843. W 5. Flame- Spread Index: Not more than 25 per ASTM E 84. 6. Exterior Fire- Exposure Class: Class [A] [B] [Cj per ASTM E 108 or UL 790. 16 W W W B. Panel U- Factor: Not more than 0.73 (4.15), measured in Btu/sq. ft. x It x deg F (W /sq. m x K) according to ASTM C 1363 and using procedures described in ASTM C 1199 and ASTM E 1423. C. Color Stability: Not more than 3.0 units Delta E when measured according to ASTM D 2244 after outdoor weathering according to procedures in ASTM D 1435. 1. Outdoor Weathering Conditions: 60 months in Arizona or 120 months in a moderate North American climate. D. Impact Resistance: No failure at impact of 200 ft. x lbf (271 .n according to free falling -ball impact test using a 3 -1/2 -inch- (89 -mm diameter, 6.3 -]b (2.9 -kg) ball. STRUCTURED POLYCARBONATE -PANEL ASSEMBLIES 084513-5 6 2.4 ACCESSORY MATERIALS A. Insulating Materials: Specified in Division 07 Section "Thermal Insulation? B. Bituminous Paint: Cold- applied asphalt- mastic paint complying with SSPC -Paint 12 requirements except containing no asbestos, formulated for 30 -mil (0.762 -mm) thickness per coat. 2.5 ALUMINUM FINISHES A. Aluminum Anodic Finish: Class I, color anodic coating complying with AAMA 611. 1. Color: As selected by Architect from full range of industry colors and densities. B. Aluminum High - Performance Organic Finish: Three -coat thermocured system with fluoropolymer topcoats containing not less than 70 percent polyvinylidene fluoride resin by weight; complying with AAMA 2604 and AAMA 2605. I . Color: As selected by Architect from manufacturer's full range. PART 3- EXECUTION 3.1 INSTALLATION A. General: 1. Do not install damaged components. 2. Fit joints between aluminum components to produce hairline joints free of burrs and distortion. 3. Rigidly secure nonmovement joints. 4. Install anchors with separators and isolators to prevent metal corrosion and electrolytic deterioration and to prevent impeding movement of moving joints. 5. Weld aluminum components in concealed locations to minimize distortion or discoloration of finish. Protect glazing surfaces from welding. 6. Seal joints watertight, unless otherwise indicated. B. Metal Protection: Where aluminum components will contact dissimilar materials, protect against galvanic action by painting contact surfaces with bituminous paint or by installing nonconductive spacers as recommended in writing by manufacturer for this purpose. C. Install continuous aluminum sill closures with weatherproof expansion joints and locked and sealed or welded comers. Locate weep holes at rafters. D. Install components to drain water passing joints, condensation occurring within aluminum members, and moisture migrating within assembly to exterior. E. Install components plumb and true in alignment with established lines and elevations. F. Install insulation materials as specified in Division 07 Section "Thermal Insulation." STRUCTURED - POLYCARBONATE -PANEL ASSEMBLIES 084513 - 6 a y G. Erection Tolerances: Install assemblies to comply with the following maximum tolerances: 1. Alignment: Limit offset from true alignment to 1/32 inch (0.8 mm) where surfaces abut in line, edge to edge, at comers, or where a reveal or protruding element separates aligned surfaces by less than 3 inches (76 mm); otherwise, limit offset to 1/8 inch (3.2 mm). 2. Location and Plane: Limit variation from true location and plane to 1/8 inch in 12 feet 6 (3.2 mm in 3.7 m); 1/2 inch (13 mm) over total length. 3.2 FIELD QUALITY CONTROL A. Water -Spray Test: Before installation of interior finishes has begun, assemblies shall be tested according to AAMA 501.2 and shall not evidence water penetration. 1. Repair or remove work where test results and inspections indicate that it does not comply with specified requirements. 2. Additional testing and inspecting, at Contractor's expense, will be performed to determine compliance of replaced or additional work with specified requirements. 6 END OF SECTION 084513 W W a 0 a M im ig is STRUCTURED POLYCARBONATE -PANEL ASSEMBLIES 084513-7 W SECTION 085113 - ALUMINUM WINDOWS PART 1 - GENERAL 1.1 SUMMARY A. This Section includes [fixed] [and] [operable] aluminum-framed windows. 1.2 PERFORMANCE REQUIREMENTS A. General: Provide aluminum windows capable of complying with performance requirements indicated, based on testing manufacturer's windows that are 'up, esentative of those specified, and that are of minimum test size required by AAMA/WDMA 101/I.S.2/NAFS. B. Structural Performance: Provide aluminum windows capable of withstanding the effects of the following loads, based on testing units representative of those indicated for Project that pass AAMA/WDMA 101/I.S.2/NAFS, Uniform Load Structural Test: 1. Design Wind Loads: Determine design wind loads applicable to Project from basic wind speed indicated in miles per hour (meters per second) at 33 feet (10 m) above grade, according to ASCE 7, Section 6.5, "Method 2- Analytical Procedure," based on mean roof heights above grade indicated on Drawings. a. • Basic Wind Speed: 85 mph (38 m/s). b. Importance Factor. I. c. Exposure Category: B. 2. Deflection: Design glass framing system to limit lateral deflections of glass edges to less than 1/175 of glass -edge length or 3/4 inch (19 mm), whichever is less, at design pressure based on testing performed according to AAMA/WDMA 101/I.S.2/NAFS, Uniform Load Deflection Test or structural computations. C. Windbome -Debris Resistance: Provide glazed windows capable of resisting impact from windborne debris, based on the pass/fail criteria as determined from testing glazed windows identical to those specified, according to ASTM E 1886 and testing information in ASTM E 1996 and requirements of authorities having jurisdiction. D. Thermal Movements: Provide aluminum windows, including anchorage, that allow for thermal movements resulting from the following maximum change (range) in ambient and surface temperatures by preventing buckling, opening of joints, overstressing of components, failure of joint sealants, failure of connections, and other detrimental effects. Base engineering calculation on surface temperatures of materials due to both solar heat gain and nighttime -sky heat loss. 1. Temperature Change (Range): 120 deg F (67 deg C), ambient; 180 deg F (100 deg C) material surfaces. ALUMINUM WINDOWS 085113 -1 1.3 SUBMITTALS A. Product Data For each type of aluminum window indicated. B. Shop Drawings: Include plans, elevations, sections, details, hardware, attachments to other work, operational clearances, and installation details C. Samples: For each exposed finish. D. Product Schedule: Use same designations indicated on Drawings. E. Field quality - control test reports. F. Product test reports. G. Maintenance data. 1.4 QUALITY ASSURANCE A. Installer: A qualified installer, approved by manufacturer to install manufacturer's products. B. Glazing Publications: Comply with published recommendations of glass manufacturers and with GANA's "Glazing Manual" unless more stringent requirements are indicated. C. Mockups: Build mockups to verify selections made under sample submittals and to demonstrate aesthetic effects and set quality standards for materials and execution. 1.5 WARRANTY A. Special Warranty: Manufacturer's standard form in which manufacturer agrees to repair or replace aluminum windows that fail in materials or workmanship within specified warranty period. 1. Failures include, but are not limited to, the following: a. Failure to meet performance requirements. b. Structural failures including excessive deflection, water leakage, air infiltration, or condensation. c. Faulty operation of movable sash and hardware. d. Deterioration of metals, other materials, and metal finishes beyond normal weathering. e. Failure of insulating glass. 2. Warranty Period: a. Window: Three years from date of Substantial Completion. b. Glazing: 10 years from date of Substantial Completion. c. Metal Finish: 15 years from date of Substantial Completion. ALUMINUM WINDOWS 085113 - 2 to W 6 id 6 W 6 6 Iv M 6 W W W PART 2- PRODUCTS 2.1 MANUFACTURERS A. Available Manufacturers: Subject to compliance with requL—...,..:s, manufacturers offering products that may be incorporated into the Work include, but are not limited to, the following: B. Manufacturers: Subject to compliance with requirements, provide products by one of the following: 1. All Seasons Windows Doors; All Seasons Commercial Division, Inc. 2. Boyd Aluminum Manufacturing. 3. Custom Window Company. 4. DeSCo Windows. 5. EFCO Corporation. 6. EXTECH Exterior Technologies, Inc. 7. Fleetwood Ahuninum Products, Inc. 8. Gerkin Windows and Doors. 9. Graham Architectural Products Corp. 10. Kawneer, an Alcoa Company. 11. Mannix; a division of Interstate Window Corp. 12. Peerless Products Inc. 13. Thermal Windows, Inc. 14. TRACO. 15. Wausau Window and Wall Systems. 16. Winco Window Company. 17. Window Technologies, Inc.; Century Manufacturing, Inc. 18. YKK AP America Inc. 2.2 GLAZING A. Glazing System: Manufacturer's standard factory- glazing system as indicated in Division 08 Section "Glazing." 2.3 FABRICATION A. Fabricate aluminum windows that are reglazable without dismantling sash or ventilator framing. B. Weather Stripping: Provide full- perimeter weather stripping for each operable sash and ventilator. C. Weep Holes: Provide weep holes and internal passages to conduct infiltrating water to exterior. D. Provide water -shed members above side hinged ventilators and similar lines of natural water penetration. E. Mullions: Provide mullions and cover plates as shown, thatching window units, complete with anchors for support to structure and installation of window units. Allow for erection tolerances ALUMINUM WINDOWS 085113-3 IN and provide for movement of window units due to thermal expansion and building deflections, as indicated. Provide mullions and cover plates capable of withstanding design loads of window units. F. Subframes: Provide subframes with anchors for window units as shown, of profile and dimensions indicated but not less than 0.062 -inch- (1.6 -mm -) thick extruded aluminum. Miter or cope comers, and weld and dress smooth with concealed mechanical joint fasteners. Finish to match window units. Provide subframes capable of withstanding design loads of window units. G. Glazing Stops: Provide snap -on glazing stops coordinated with Division 08 Section "Glazing" and glazing system indicated. Provide glazing stops to match sash and ventilator frames. 2.4 ALUMINUM FINISHES A. Aluminum Anodic Finish: Class I, clear anodic coating complying with AAMA 611, or Class I, color anodic coating complying with AAMA 611. 1. Color. As selected by Architect from full range of industry colors and color densities. B. Baked - Enamel Finish: Thermosetting, modified- acrylic or polyester enamel primer /topcoat system complying with AAMA 2603 and AAMA 2604 except with a minimum dry film thickness of 1.5 mils (0.04 mm), medium gloss. 1. Color: As selected by Architect from manufacturer's full range. PART 3 - EXECUTION 3.1 INSTALLATION A. Comply with Drawings, Shop Drawings, and manufacturer's written instructions for installing windows, hardware, accessories, and other components. B. Install windows level, plumb, square, true to line, without distortion or impeding thermal movement, anchored securely in place to structural support, and in proper relation to wall flashing and other adjacent construction. C. Set sill members in bed of sealant or with gaskets, as indicated, for weathertight construction. D. Install windows and components to drain condensation, water penetrating joints, and moisture migrating within windows to the exterior. E. Separate aluminum and other corrodible surfaces from sources of corrosion or electrolytic action at points of contact with other materials. F. Adjust operating sashes and ventilators, screens, hardware, and accessories for a tight fit at contact points and weather stripping for smooth operation and weathertight closure. Lubricate hardware and moving parts. ALUMINUM WINDOWS 085113 - 4 V 6 iW Ir 6 W 6 W 6 6 d W A W G. Clean aluminum surfaces immediately after installing windows. Avoid damaging protective coatings and finishes. Remove excess sealants, glazing materials, dirt, and other substances. H. Clean factory- glazed glass immediately after installing windows. Comply with manufacturer's written ..,.,.,....nendations for final cleaning and maintenance. Remove nonpermanent labels, and clean surfaces. I. Remove and replace glass that has been broken, chipped, cracked, abraded, or damaged during construction period. 3.2 FIELD QUALITY CONTROL A. Testing Agency: Owner will engage a qualified testing agency to perform tests and inspections and prepare test reports. 1. Testing and inspecting agency will interpret tests and state in each report whether tested work complies with or deviates from requirements. B. Testing Services: Testing and inspecting of installed windows shall take place as follows: 1. Testing Methodology: Testing of windows for air infiltration and water resistance shall be performed according to AAMA 502, Test Method A, by applying same test pressures required to determine compliance with AAMA/WDMA 101/I.S.2/NAFS in Part I "Performance Requirements" Article. 2. Testing Extent: Tbree windows as selected by Architect and a qualified independent testing and inspecting agency. Windows shall be tested immediately after installation. 3. Test Reports: Shall be prepared according to AAMA 502. C. Remove and replace noncomplying aluminum window and retest as specified above. D. Additional testing and inspecting, at Contractor's expense, will be performed to determine compliance of replaced or additional work with specified requi..,....,..:s. END OF SECTION 085113 ALUMINUM WINDOWS 085113-5 6 SECTION 087100 - DOOR HARDWARE PART 1 - GENERAL 1.1 SUMMARY A. This Section includes the following: 1. Commercial door hardware. 2. Cylinders for doors specified in other Sections. 3. Electrified door hardware. B. See Division 08 door sections for astragals and door silencers. 1.2 SUBMITTALS A. Product Data: For each type of product indicated. B. Shop Drawings: Details of electrified door hardware, including wiring diagrams. C. Other Action Submittals: 1. Door Hardware Sets: Prepared by or under the supervision of Architectural Hardware Consultant, detailing fabrication and assembly of door hardware, as well as procedures and diagrams. a. Format: Use same scheduling sequence and format and use same door numbers as in the Contract Documents. b. Content: Include the following information: 1.3 QUALITY ASSURANCE 1) Identification number, Location, hand, fire rating, and material of each door and frame. 2) Type, style, function, size, quantity, and finish of each door hardware item. Include description and function of each lockset and exit device. 3) Complete designations of every item required for each door or opening including name and manufacturer. 4) Description of each electrified door hardware fimction, including location, sequence of operation, and interface with other building control systems. 2. Keying Schedule: Prepared by or under the supervision of Architectural Hardware Consultant, detailing Owner's final keying instructions for locks. A. Installer Qualifications: An employer of workers trained and approved by lock manufacturer. DOOR HARDWARE 087100 -1 1. Installer's responsibilities include supplying and installing door hardware and providing a qualified Architectural Hardware Consultant available during the course of the Work to consult with Contractor, Architect, and Owner about door hardware and keying. B. Architectural Hardware Consultant Qualifications: A person who is currently certified by Dill as an Architectural Hardware Consultant and who is experienced in providing consulting services for door hardware installations that are comparable in material, design, and extent to that indicated for this Project. C. Source Limitations: Provide electrified door hardware from same manufacturer as mechanical door hardware, unless otherwise indicated. Manufacturers that perform electrical modifications and that are listed by a testing and inspecting agency acceptable to authorities having jurisdiction are acceptable. D. Fire -Rated Door Assemblies: Assemblies complying with NFPA 80 that are listed and labeled by a testing and inspecting agency acceptable to authorities having jurisdiction, for fire ratings indicated, based on testing according to NFPA 252. 1. Test Pressure: After 5 minutes into the test, neutral pressure level in fumace shall be established at 40 inches (1016 mm) or less above the sill. E. Keying Conference: Conduct conference at Project site to comply with requirements in Division 01 Section "Project Management and Coordination." Incorporate keying conference decisions into final keying schedule after reviewing door hardware keying system. 1.4 DELIVERY, STORAGE, AND HANDLING A. Deliver keys and permanent cores to Owner by registered mail or overnight package service. 1.5 COORDINATION A. Templates: Distribute door hardware templates for doors, frames, and other work specified to be factory prepared for installing door hardware. Check Shop Drawings of other work to confirm that adequate provisions are made for locating and installing door hardware to comply with indicated requirements. 1.6 WARRANTY A. Special Warranty: Manufacturer's standard form in which manufactruei agrees to repair or replace components of door hardware that fail in materials or workmanship within specified warranty period. 1. Warranty Period: Three years from date of Substantial Completion, except as follows: a. Electromagnetic or Delayed - Egress Locks: Five years from date of Substantial Completion. b. Exit Devices: Two years from date of Substantial Completion. c. Manual Closers: 10 years from date of Substantial Completion. DOOR HARDWARE 087100 - 2 is W PART2- PRODUCTS 2.1 SCHEDULED DOOR HARDWARE A. General: Provide door hardware for each door to comply with requirements in this Section and door hardware sets indicated in door and fiame schedule. 1. Door Hardware Sets: Provide quantity, item, size, finish or color indicated, and products equivalent in function and comparable in quality to named products and products complying with BHMA standard referenced. B. Designations: Requirements for design, grade, function, finish, size, and other distinctive qualities of each type of door hardware are indicated in Part 3 "Door Hardware Sets" Article. Products are identified by using door hardware designations, as follows: 1. Named Manufacturers' Products: Manufacturer and product designation are listed for each door hardware type required for the purpose of establishing minimum requirements. Manufacturers' names are abbreviated in Part 3 "Door Hardware Sets" Article. 2. References to BHMA Standards: Provide products complying with these standards and requirements for description, quality, and finction. 6 2.2 HINGES, GENERAL A. Template Requirements: Except for hinges and pivots to be installed entirely (both leaves) into wood doors and frames, provide only template- produced units. B. Hinge Base Metal: Unless otherwise indicated, provide the following: 1. Exterior Hinges: Brass, with stainless -steel pin body and brass protruding heads. 2. Interior Hinges: Brass, with stainless -steel pin body and brass protruding heads. 3. Hinges for Fire-Rated Assemblies: Steel, with steel pin. W C. N,._.,,._,...able Pins: Provide set screw in hinge barrel that, when tightened into a groove in hinge pin, prevents removal of pin while door is closed; for outswinging exterior doors. D. Fasteners: Comply with the following: 1. Machine Screws: For metal doors and frames. Install into drilled and tapped holes. 2. Wood Screws: For wood doors and frames. 3. Threaded4o4he -Head Wood Screws: For fire-rated wood doors. 4. Screws: Phillips flat -head; machine screws (drilled and tapped holes) for metal doors. Finish screw heads to match surface of hinges. rr 2.3 HINGES W W A. Butts and Hinges: BHMA A156.1. B. Template Hinge Dimensions: BHMA A156.7. u ra ra —V 0 .:_t 087100-3 6 C. Available Manufacture 1. Baldwin Hardware Corporation (811). 2. Bommer Industries, Inc. (131). 3. Cal -Royal Products, Inc. (CRP). 4. Hager Companies (HAG). 5. Lawrence Brothers, Inc. (LB). 6. McKinney Products Company; an ASSA ABLOY Group company (MCK). 7. PBB, Inc. (PBB). 8. Stanley Commercial Hardware; Div. of The Stanley Works (STH). 2.4 SPRING HINGES A. Self - Closing Hinges: BHMA A156.17. B. Available Manufacturers: 1. Baldwin Hardware Corporation (BID. 2. Bummer Industries, Inc. (81). 3. Cal -Royal Products, Inc. (CRP). 4. Hager Companies (HAG). 5. Lawrence Brothers, Inc. (LB). 6. McKinney Products Company; an ASSA ABLOY Group company (MCK). 7. PBB, Inc. (PBB). 8. Stanley Commercial Hardware; Div. of The Stanley Works (STH). 2.5 CONTINUOUS HINGES A. Standard: BHMA A156.26, Grade 1 -150, Grade 1 -300, Grade 1 -600. B. General: Minimum 0.120 -inch- (3.0 -mm -) thick, hinge leaves with minimum overall width of 4 inches (102 mm); fabricated to full height of door and frame and to template screw locations; with components finished after mil ling and drilling are complete. 1. Fire Pins: Steel pins to hold labeled fire doors in place if required by tested listing. C. Continuous, Barrel -Type Hinges: Hinge with knuckles formed around a pin that extends entire length of hinge. 1. Base Metal for Exterior Hinges: Stainless steel. 2. Base Metal for Interior Hinges: Stainless steel. 3. Base Metal for Hinges for Fire -Rated Assemblies: Stainless steel. 4. Available Manufacturers: a. Hager Companies (HAG). b. Markar Architectural Products, Inc.; a Subsidiary of Adams Rite Manufacturing Co. (MP). c. McKinney Products Company; an ASSA ABLOY Group company (MCK). d. Stanley Commercial Hardware; Div. of The Stanley Works (STH). DOOR HARDWARE 087100 - 4 W y e. Zero International (ZRO). 6 2.6 LOCKS AND LATCHES, G 04ER AL A. Accessibility Requirements: Provide operating devices that do not require tight grasping, 6, pinching, or twisting of the wrist and that operate with a force of not more than 5 lbf (22 N). B. Latches and Locks for Means of Egress Doors: Comply with NFPA 101. Latches shall not require more than 15 lbf (67 N) to release the latch. Locks shall not require use of a key, tool, W or special knowledge for operation C. Electrified Locking Devices: BHMA A156.25. W 6 lw W W im W IN D. Strikes: Manufacturer's standard strike with strike box for each latchbolt or lock bolt, with curved lip extended to protect frame, finished to match door hardware set. 2.7 MECHANICAL LOCKS AND LATCHES A. Lock Functions: Function numbers and descriptions indicated in door hardware sets comply with the following: 1. Bored Locks: BHMA A156.2. 2. Mortise Locks: BHMA A156.13. 3. Interconnected Locks: BHMA A156.12. B. Bored Locks: BHMA Al 56.2, Grade 1; Series 4000. 1. Available Manufacturers: a. Arrow USA; an ASSA ABLOY Group company (ARW). b. Best Access Systems; Div. of The Stanley Works (BAS). C. Cal -Royal Products, Inc. (CRP). d. Corbin Russwin Architectural Hardware; an ASSA ABLOY Group company (CR). e. Falcon Lock; an Ingersoll -Rand Company (FAL). f. Marks USA (MILS). g. Medeco Security Locks, Inc.; an ASSA ABLOY Group company (MED). h. PDQ Manufacturing (PDQ). i. SARGENT Manufacturing Company, an ASSA ABLOY Group company (SGT). j. Schlage Commercial Lock Division; an Ingersoll -Rand Company (SCH). IL Security Door Controls (SDC). 1. Weiser Lock; a Masco Company (WEI). M. Yale Commercial Locks and Hardware; an ASSA ABLOY Group company (YAL)• C. Mortise Locks: Stamped steel case with steel or brass parts; BHMA Al 56.13, Grade 1; Series 1000. 1. Available Manufacturers: DOOR HARDWARE 087100-5 1r a. Accurate Lock & Hardware Co. (ALH). b. Adams Rite Manufacturing Co. (ARM). c. Arrow USA; an ASSA ABLOY Group company (ARW). d. Best Access Systems; Div. of The Stanley Works (BAS). e. Cal -Royal Products, Inc. (CRP). f. Corbin Russwin Architectural Hardware; an ASSA ABLOY Group company (CR). g. Folger Adam Security Inc.; an ASSA ABLOY Group company (FAS). h. Falcon Lock; an Ingersoll -Rand Company (FAL). i. Marks USA (MKS). j. PDQ Manufacturing (PDQ). k. SARGENT Manufacturing Company; an ASSA ABLOY Group company (SGT). I. Schlage Commercial Lock Division; an Ingersoll -Rand Company (Sao. m. Security Door Controls (SDC). n. Yale Commercial Locks and Hardware; an ASSA ABLOY Group company (YAL). 2.8 ELECTROMAGNETIC LOCKS A. General: BHMA A156.23; electrically powered, of strength and configuration indicated; with electromagnet attached to frame and armature plate attached to door. 1. Type: Full exterior or full interior, as required by application indicated. 2. Strength Ranking: 1500 lbf (6672 N). B. Delayed- Egress Locks: BHMA A156.24. 1. Means of Egress Doors: Lock releases within 15 seconds after applying a force not more than 15 lbf (67 N) for not more than 3 seconds, as required by NFPA 101. 2. Security Grade: Activated from secure side of door by initiating device. 3. Movement Grade: Activated by door movement as initiating device. C. Available Manufacturers: 1. Door Controls International (DCI). 2. Doorguard Systems, Inc. (DGS). 3. Dortronics Systems, Inc. (DS). 4. DynaLock Corp. (DLC). 5. Locknetics; an Ingersoll -Rand Company (LSE). 6. Rutherford Controls Intl. Corp. (RCI). 7. SARGENT Manufacturing Company; an ASSA ABLOY Group company (SGT). 8. Securitron Magnalock Corporation; an ASSA ABLOY Group company (SMC). 9. Security Door Controls (SDC). 2.9 EXIT LOCKS AND EXIT ALARMS A. Exit Locks: BHMA A156.29, Grade 1, surface mounted, battery powered, housed in metal case; with red - and -white lettering reading "EMERGENCY EXIT PUSH TO OPEN —ALARM WILL SOUND." DOOR HARDWARE 087100 - 6 In Wr B. Stand -Alone Exit Alarms: BHMA Al 56.29, Grade 1, surface mounted on door. C. Available Manufacturers: W 1. Arrow USA; an ASSA ABLOY Group company (ARW). 2. Detex Corporation (DTX). 3. SARGENT Manufacturing Company; an ASSA ABLOY Group company (SGT). W 2.10 EXTTDEVICES A. Exit Devices: BHMA Al 56.3, Grade 1. B. Accessibility Requirements: Provide operating devices that do not require tight grasping, pinching, or twisting of the wrist and that operate with a force of not more than 5 Ibf (22 N). 6, C. Exit Devices for Means of Egress Doors: Comply with NFPA 101. Exit devices shall not require more than 15 Ibf (67 N) to release the latch. Locks shall not require use of a key, tool, or special knowledge for operation. W D. Panic Exit Devices: Listed and labeled by a testing and inspecting agency acceptable to authorities having jurisdiction, for panic protection, based on testing according to UL 305. W E. Fire Exit Devices: Devices complying with NFPA 80 that are listed and labeled by a testing and inspecting agency acceptable to authorities having jurisdiction, for fire and panic protection, based on testing according to UL 305 and NFPA 252. F. Removable Mullions: BHMA A156.3. im G. Fire -Exit Removable Mullions: Provide removable mullions for use with fire exit devices complying with NFPA 80 that are listed and labeled by a testing and inspecting agency acceptable to authorities having jurisdiction, for fire and panic protection, based on testing according to UL 305 and NFPA 252. Mullions shall be used only with exit devices for which they have been tested. W H. Dummy Push Bar. Nonfunctioning push bar matching functional push bar. 1. Operation: Rigid. W 1. Outside Trim: Lever with cylinder, material and finish to match locksets, unless otherwise indicated. I. Match design for locksets and latchsets, unless otherwise indicated. J. Through Bolts: For exit devices and trim on metal doors. W K. Electronic Exit Bars: Nonlatching electronic releasing device, activated by an adjustable capacitance sensor, with no moving parts; listed and labeled as panic exit hardware. Fabricate bar from extruded aluminum, and provide door and frame transfer device and 16 feet (4.9 m) of W cord to route wiring off the door frame. L. Available Manufacturers: Wd DOOR HARDWARE 087100-7 W 1. Adams Rite Manufacturing Co. (ARM). 2. Arrow USA; an ASSA ABLOY Group company (ARW). 3. Cal -Royal Products, Inc. (CRP). 4. Corbin Russwin Architectural Hardware; an ASSA ABLOY Group company (CR). 5. Detex Corporation (DTX). 6. Door Controls International (DCI). 7. DORMA Architectural Hardware; Member of The DORMA Group North America (DAH). 8. Dor- O- Matic; an Ingersoll -Rand Company (DOR). 9. Locknetics; an Ingersoll -Rand Company (LSE). 10. Monarch Exit Devices & Door Hardware; an Ingersoll -Rand Company (MON). 11. Precision Hardware, Inc. (PH). 12. Rutherford Controls Intl. Corp. (RCI). 13. SARGENT Manufacturing Company; an ASSA ABLOY Group company (SGT). 14. Von Duprin; an Ingersoll -Rand Company (VD). 15. Yale Commercial Locks and Hardware; an ASSA ABLOY Group company (YAL). 2.11 LOCK CYLINDERS A. Standard Lock Cylinders: BHMA A156.5, Grade 1. B. High - Security Lock Cylinders: BHMA A156.30, Grade 1z; M, mechanical, E, electrical. 1. Key Control Level: Category A. 2. Destructive Test Level: Category A. 3. Surreptitious Entry Resistance Level: Category A. C. Cylinders: Manufacturer's standard tumbler type, constructed from brass or bronze, stainless steel, or nickel silver, and complying with the following: 1. Number of Pins: Seven. 2. High -Security Grade: BHMA A156.5, Grade IA, listed and labeled as complying with pick- and drill- resistant testing requirements in UL 437 (Suffix A). D. Permanent Cores: Manufacturer's standard; finish face to match lockset; with interchangeable and removable cores. E. Construction Keying: Comply with the following: 1. Construction Master Keys: Provide cylinders with feature that permits voiding of construction keys without cylinder removal Provide 10 construction master keys. 2. Construction Cores: Provide construction cores that are replaceable by permanent cores. Provide 10 construction master keys. a. Furnish permanent cores to Owner for installation. F. Manufacturer: Same manufacturer as for locks and latches. G. Available Manufactures: DOOR HARDWARE 087100 - 8 is y 1. ABLOY Security, Inc.; an ASSA ABLOY Group company (ABL). 2. Arrow USA; an ASSA ABLOY Group company (ARW). 3. ASSA, Inc.; an ASSA ABLOY Group company (ASA). 4. Best Access Systems; Div. of The Stanley Works (BAS). 5. Corbin Russwin Architectural Hardware; an ASSA ABLOY Group company (CR). 6. Falcon Lock; an Ingersoll -Rand Company (FAL). 7. Medeco Security Locks, Inc.; an ASSA ABLOY Group company (MED). 8. SARGENT Manufacturing Company; an ASSA ABLOY Group company (SGT). 9. Schlage Commercial Lock Division; an Ingersoll -Rand Company (SCH). 10. Yale Commercial Locks and Hardware, an ASSA ABLOY Group company (YAL). 2.12 KEYING A. Keying System: Factory registered, complying with guidelines in BHMA A156.28, Appendix A. Incorporate decisions made in keying conference into master and grand master key system. 1. Existing System: Master key or grand master key locks to Owner's existing system 2. Existing System: Re-key Owner's existing master key system into new keying system. B. Keys: Nickel silver, permanently inscribed with a visual key control number and including the notation "DO NOT DUPLICATE." km 1. Quantity: In addition to one extra key blank for each lock, provide three cylinder change keys and five master and grand master keys. it 2.13 KEY CONTROL SYSTEM A. Key Control Cabinet: BHMA A156.5, Grade 1; wall mounted metal cabinet with baked enamel finish; containing key holding hooks, labels, 2 sets of key tags with self locking key holders, key gathering envelopes, and temporary and permanent markers; with key capacity of 150 percent of the number of locks. B. Cross -Index System: Multiple -index system for recording key information. Include three �J receipt forms for each key holding hook. Set up by key control manufacturer. 1. Available Manufacturers: Yr! a. Key Control Systems, Inc. (KCS). b. Lund Equipment Co., Inc. (LUN). C. MMF Industries (MMF). d. Sunroc Corporation (SUN). r iw im C. Key Control System Software: BHMA A156.5, Grade 1; multiple -index system for recording and reporting key holder listings, tracking keys and lock and key history, and printing receipts for transactions. Include instruction manual. 1. Available Manufacturers: DOOR HARDWARE 087100-9 IN 2.16 CLOSERS a. Best Access Systems; Div. of The Stanley Works (BAS). b. Corbin Russwin Architectural Hardware; an ASSA ABLOY Group company (CR). 2.14 OPERATING TRIM A. Standard: BHMA A156.6. B. Materials: Fabricate from brass, unless otherwise indicated. C. Available Manufacturers: 1. Burns Manufacturing Incorporated (BM). 2. Don -Jo Mfg., Inc. (DJO). 3. Forms + Surfaces (FS). 4. Hager Companies (HAG). 5. Hiawatha, Inc. (HIA). 6. IVES Hardware; an Ingersoll -Rand Company (WS). 7. Rockwood Manufacturing Company (RM). 8. Trimco (TBM). 2.15 ACCESSORIES FOR PAIRS OF DOORS A. Carry-Open Bars: Provide carry-open bars for inactive leaves of pairs of doors unless automatic or self - latching bolts are used. 1. Material: Polished brass or bronze, with strike plate. A. Accessibility Requirements: Comply with the following maximum opening -force requirements: 1. Interior, Non - Fire -Rated Hinged Doors: 5 lbf (22.2 N) applied perpendicular to door. 2. Sliding or Folding Doors: 5 Ibf (22.2 N) applied parallel to door at latch. 3. Fire Doors: Minimum opening force allowable by authorities having jurisdiction. B. Door Closers for Means of Egress Doors: Comply with NFPA 101. Door closers shall not require more than 30 Ibf (133 N) to set door in motion and not more than 15 lbf (67 N) to open door to minimum required width. C. Hold -Open Closers/Detectors: Coordinate and interface integral smoke detector and closer device with fire alarm system. D. Flush Floor Plates: Provide finish cover plates for floor closers unless thresholds are indicated. Match door hardware finish, unless otherwise indicated. E. Recessed Floor Plates: Provide recessed floor plates with insert of floor finish material for floor closers unless thresholds are indicated. Provide extended closer spindle to accommodate thickness of floor finish. DOOR HARDWARE 087100 -10 F. Size of Units: Unless otherwise indicated, comply with manufacturer's written recommendations for size of door closers depending on size of door, exposure to weather, and anticipated frequency of use. Provide factory-sized closers, adjustable to meet field conditions and requirements for opening force. G. Surface Closers: BHMA A156.4, Grade 1. Provide type of arm required for closer to be located on non - public side of door, unless otherwise indicated. 1. Available Manufacturers: a. Arrow USA; an ASSA ABLOY Group company (ARW). b. Corbin Russwin Architectural Hardware; an ASSA ABLOY Group company (CR). c. DORMA Architectural Hardware; Member of The DORMA Group North America (DAH). d. Dor- O- Matic; an Ingersoll -Rand Company (DOR). e. LCN Closers; an Ingersoll -Rand Company (LCN). f. Norton Door Controls; an ASSA ABLOY Group company (NDC). g. Rixson Specialty Door Controls; an ASSA ABLOY Group company (RIX). h. SARGENT Manufacturing Company; an ASSA ABLOY Group company (SGT). i. Yale Commercial Locks and Hardware; an ASSA ABLOY Group company (YAL). H. Concealed Closers: BHMA A156.4, Grade 1. 1. Available Manufacturers: a. DORMA Architectural Hardware; Member of The DORMA Group North America (DAH). b. LCN Closers; an Ingersoll -Rand Company (LCN). c. Norton Door Controls; an ASSA ABLOY Group company (NDC). d. Rixson Specialty Door Controls; an ASSA ABLOY Group company (RIX). e. SARGENT Manufacturing Company; an ASSA ABLOY Group company (SGT). I. Closer Holder Release Devices: BHMA A156.15. 1. Life -Safety Type: On release of hold open, door becomes self -closing. Automatic release is activated by smoke detection system. 2. Available Manufacturers: a. Corbin Russwin Architectural Hardware; an ASSA ABLOY Group company (CR). b. DORMA Architectural Hardware; Member of The DORMA Group North America (DAH). c. LCN Closers; an Ingersoll -Rand Company (LCN). d. Norton Door Controls; an ASSA ABLOY Group company (NDC). e. Rixson Specialty Door Controls; an ASSA ABLOY Group company (RIX). f. SARGENT Manufacturing Company; an ASSA ABLOY Group company (SGT). J. Coordinators: BHMA A156.3. DOOR HARDWARE 087100 -11 2.17 PROTECTIVE TRIM UNITS A. Size: 1 -1/2 inches (38 mm) less than door width on push side and 1/2 inch (13 mm) less than door width on pull side, by height specified in door hardware sets. B. Metal Protective Trim Units: BHMA A156.6; beveled top and 2 sides; fabricated from the following material: 1. Material: 0.050 -inch- (1.3 -mm -) thick brass. 2. Available Manufacturers: a. American Floor Products Co., Inc. (AFP). b. Baldwin Hardware Corporation (BH). c. Burns Manufacturing Incorporated (BM). d. Don -Jo Mfg., Inc. (DJO). e. Hager Companies (HAG). f. Hiawatha, Inc. (HIA). g. IPC Door and Wall Protection Systems, Inc.; Div. of I%Pro Corporation (IPC). h. IVES Hardware; an Ingersoll -Rand Company (IVS). i. Pawling Corporation (PAW). j. Rockwood Manufacturing Company (RM). k. Trimco (TBM). 2.18 STOPS AND HOLDERS A. Stops and Bumpers: BHMA A156.16, Grade 1. I. Provide floor stops for doors unless wall or other type stops are scheduled or indicated. Do not mount floor stops where they will impede traffic. Where floor or wall stops are not appropriate, provide overhead holders. B. Mechanical Door Holders: BHMA A156.16, Grade 1. C. Combination Floor and Wall Stops and Holders: BHMA A156.8, Grade 1. D. Combination Overhead Stops and Holders: BHMA A156.8, Grade 1. E. Electromagnetic Door Holders: BHMA A156.15. F. Silencers for Door Frames: BHMA A156.16, Grade 1; neoprene or rubber; fabricated for drilled -in application to frame. G. Available Manufacturers: 1. Architectural Builders Hardware Mfg., Inc. (ABH). 2. Baldwin Hardware Corporation (BH). 3. Burns Manufacturing Incorporated (BM). 4. Cal -Royal Products, Inc. (CRP). 5. Don -Jo Mfg., Inc. (DJO). 6. Door Controls International (DCI). DOOR HARDWARE 087100 -12 r W 6 6 6 7. DORMA Architectural Hardware; Member of The DORMA Group North America (DAH). 8. Dor-O- Matic; an Ingersoll -Rand Company (DOR). 9. Glynn- Johnson; an Ingersoll -Rand Company (GJ). 10. Hager Companies (HAG). 11. HES, Inc.; an ASSA ABLOY Group company (TIES). 12. Hiawatha, Inc. (HIA). 13. IVES Hardware; an Ingersoll -Rand Company (IVS). 14. Rixson Specialty Door Controls; an ASSA ABLOY Group company (RIX). 15. Rockwood Manufacturing Company (UM). 16. SARGENT Manufacturing Company; an ASSA ABLOY Group company (SGT). 17. Stanley Commercial Hardware, Div. of The Stanley Works (STH). 18. Trimrw (IBM). 2.19 DOOR GASKETING A. Standard: BHMA A156.22. B. General: Provide continuous weather -strip gasketing on exterior doors and provide smoke, light, or sound gasketing on interior doors where indicated or scheduled. Provide noncorrosive fasteners for exterior applications and elsewhere as indicated. 1. Perimeter Gasketing: Apply to head and jamb, forming seal between door and frame. 2. Meeting Stile Gasketing: Fasten to meeting stiles, forming seal when doors are closed. 3. Door Bottoms: Apply to bottom of door, forming seal with threshold when door is Yr closed. 6 ry W u L tr bw Ow C. Smoke Labeled Gasketing: Assemblies complying with NFPA 105 that are listed and labeled by a testing and inspecting agency acceptable to authorities having jurisdiction, for smoke control ratings indicated, based on testing according to UL 1784. 1. Provide smoke labeled gasketing on 20- minute -rated doors and on smoke labeled doors. D. Sound -Rated Gasketing: Assemblies that are listed and labeled by a testing and inspecting agency, for sound ratings indicated, based on testing according to ASTM E 1408. E. Replaceable Seal Strips: Provide only those units where resilient or flexible seal strips are easily replaceable and readily available from stocks maintained by manufacturer. F. Gasketing Materials: ASTM D 2000 and AAMA 701!702. G. Available Manufacturers: 1. Hager Companies (HAG). 2. M -D Building Products, Inc. (MD). 3. National Guard Products (NGP). 4. Pemko Manufacturing Co. (PEM). 5. Reese Enterprises (RE). 6. Sealeze; a unit of Jason Incorporated (SEL). 7. Zero International (ZRO). DOOR HARDWARE 087100 -13 Or 2.20 THRESHOLDS A. Standard: BHMA A156.21. B. Accessibility Requirements: Bevel raised thresholds with a slope of not more than 1:2. Provide thresholds not more than 1/2 inch (13 mm) high. C. Thresholds for Means of Egress Doors: Comply with NFPA 101. Maximum 1/2 inch (13 mm) high. D. Available Manufacturers: 1. Hager Companies (HAG). 2. M -D Building Products, Inc. (MD). 3. National Guard Products (NGP). 4. Pemko Manufacturing Co. (PEM). 5. Reese Enterprises (RE). 6. Rixson Specialty Door Controls; an ASSA ABLOY Group company (RIX). 7. Sealeze; a unit of Jason Incorporated (SEL). 8. Zero International (ZRO). 2.21 FABRICATION A. Base Metals: Produce door hardware units of base metal, fabricated by forming method indicated, using manufacturer's standard metal alloy, composition, temper, and hardness. Fumish metals of a quality equal to or greater than that of specified door hardware units and BHMA A156.18. Do not furnish manufacturer's standard materials or forming methods if different from specified standard. B. Fasteners: Provide screws according to commercially recognized industry standards for application intended, except aluminum fasteners are not pemnitted. Provide Phillips flat -head screws with finished heads to match surface of door hardware, unless otherwise indicated. 1. Comply with NFPA 80 for fasteners of door hardware in fire-rated applications. C. Finishes: BHMA A156.18, as indicated in door hardware sets. PART 3- EXECUTION 3.1 INSTALLATION A. Steel Doors and Frames: Comply with DHI A115 Series. Drill and tap doors and frames for surface- applied door hardware according to ANSI A250.6. B. Wood Doors: Comply with DHI A115 -W Series. C. Mounting Heights: Mount door hardware units at heights indicated as follows unless otherwise indicated or required to comply with governing regulations. DOOR HARDWARE 087100 - 14 be y 1. Standard Steel Doors and Frames: DI-11's "Recommended Locations for Architectural Hardware for Standard Steel Doors and Frames." 2. Custom Steel Doors and Frames: DHI's "Recommended Locations for Builders' 6 Hardware for Custom Steel Doors and Frames." D. Install each door hardware item to comply with manufacturer's written instructions. Where cutting and fitting are required to install door hardware onto or into surfaces that are later to be painted or finished in another way, coordinate removal, storage, and reinstallation of surface protective trim units with finishing work specified in Division 09 Sections. Do not install surface- mounted items until finishes have been completed on substrates involved. E. Key Control System: Tag keys and place them on markers and hooks in key control system cabinet, as determined by final keying schedule. F. Boxed Power Supplies: Locate power supplies as indicated or, if not indicated, above accessible ceilings or in equipment room. Verify location with Architect. W 1. Configuration: Provide one power supply for each door opening. 2. Configuration: Provide the least number of power supplies required to adequately serve doors with electrified door hardware. G. Thresholds: Set thresholds for exterior and acoustical doors in full bed of sealant complying with requirements specified in Division 07 Section "Joint Sealants." H. Adjustment: Adjust and check each operating item of door hardware and each door to ensure proper operation or function of every unit. Replace units that cannot be adjusted to operate as intended. Adjust door control devices to compensate for final operation of heating and ventilating equipment and to comply with referenced accessibility requirements. 1. Spring Hinges: Adjust to achieve positive latching when door is allowed to close freely from an open position of 30 degrees. 2. Door Closers: Unless otherwise required by authorities having jurisdiction, adjust sweep period so that, from an open position of 70 c b r ,the door will take at least 3 seconds to move to a point 3 inches (75 mm) from the latch, measured to the leading edge of the door. 3.2 FIELD QUALITY CONTROL A. Independent Architectural Hardware Consultant: Owner will engage a qualified independent Architectural Hardware Consultant to perform inspections and to prepare inspection reports. W END OF SECTION 087100 a a 19 DOOR HARDWARE 087100-15 iW M a SECTION 088000 GLAZING ill PART 1- GENERAL 1.1 SUMMARY A. This Section includes glazing for the following products and applications, including those Yr specified in other Sections where glazing requirements are specified by reference to this Section: 1. Windows. 2. Doors. 3. Glazed entrances. 4. Storefront framing. 1.2 DEFINMONS A. Interspace: Space between lites of an insulating -glass unit that contains dehydrated air or a specified gas. B. Deterioration of Coated Glass: Defects developed from normal use that are attributed to the manufacturing process and not to causes other than glass breakage and practices for maintaining and cleaning coated glass contrary to manufacturer's written instructions. Defects include peeling, cracking, and other indications of deterioration in metallic coating. C. Deterioration of Insulating Glass: Failure of hermetic seal under normal use that is attributed to the manufacturing process and not to causes other than glass breakage and practices for maintaining and cleaning insulating glass contrary to manufacturer's written instructions. Evidence of failure is the obstruction of vision by dust, moisture, or film on interior surfaces of W glass. D. Deterioration of Laminated Glass: Defects developed from normal use that are attributed to the W manufacturing process and not to causes other than glass breakage and practices for maintaining and cleaning laminated glass contrary to manufacturer's written instructions. Defects include edge separation, delamination materially obstructing vision through glass, and blemishes exceeding those allowed by referenced laminated -glass standard. 1.3 PERFORMANCE REQUIREMENTS A. General: Provide glazing systems capable of withstanding normal thermal movement and wind and impact loads (where applicable) without failure, including loss or glass breakage W attributable to the following: defective manufacture, fabrication, and installation; failure of sealants or gaskets to remain watertight and airtight; deterioration of glazing materials; or other defects in construction. 1r B. Glass Design: Glass thickness designations indicated are minimums and are for detailing only. Confirm glass thicknesses by analyzing Project loads and in- service conditions. Provide glass GLAZING 088000-1 lites in the thickness designations indicated for various size openings, but not less than thicknesses and in strengths (annealed or heat treated) required to meet or exceed the following criteria: 1. Glass Thicknesses: Select minimum glass thicknesses to comply with ASTM E 1300, according to the following requirements: a. Design Wind Loads: Determine design wind loads applicable to Project from basic wind speed indicated in miles per hour (meters per second) at 33 feet (10 m) above grade, according to ASCE 7, "Minimum Design Loads for Buildings and Other Structures ": Section 6.5, "Method 2- Analytical Procedure," based on mean roof heights above grade indicated on Drawings. 1) Basic Wind Speed: 85 mph. 2) Importance Factor. I. 3) Exposure Category: B. b. Specified Design Snow Loads: As indicated, but not less than snow loads applicable to Project as required by ASCE 7, "Minimum Design Loads for Buildings and Other Structures ": Section 7.0, "Snow Loads." c. Probability of Breakage for Vertical Glazing: 8 lites per 1000 for lites set vertically or not more than 15 degrees off vertical and under wind action. 1) Load Duration: 60 seconds or less. d. Probability of Breakage for Sloped Glazing: 1 lite per 1000 for lites set more than 15 degrees off vertical and under wind and snow action. 1) Load Duration: 30 days. e. Minimum Glass Thickness for Exterior Lites: Not less than 6.0 mm. f. Thickness of Tinted and Heat - Absorbing Glass: Provide the same thickness for each tint color indicated throughout Project. C. Thermal Movements: Provide glazing that allows for thermal movements resulting from the following maximum change (range) in ambient and surface temperatures acting on glass framing members . and glazing components. Base engineering calculation on surface temperatures of materials due to both solar heat gain and nighttime -sky heat loss. 1. Temperature Change (Range): 120 deg F (67 deg C), ambient; 180 deg F (100 deg C), material surfaces. D. Thermal and Optical Performance Properties: Provide glass with performance properties specified based on manufactmcr's published test data, as determined according to procedures indicated below: 1. For monolithic-glass lites, properties are based on units with lites 6.0 mm thick. 2. For laminated -glass lites, properties are based on products of construction indicated. 3. For insulating -glass units, properties are based on units of thickness indicated for overall unit and for each lite 6.0 mm thick and a nominal 112 -inch- (12.7 -mm -) wide interspace. 4. Center -of -Glass Values: Based on using LBL -44789 WINDOW 5.0 computer program for the following methodologies: GLAZING 088000 - 2 a. U- Factors: NFRC 100 expressed as Btu/ sq. ft. x h x deg F (W /sq. m x K). b. Solar Heat Gain Coefficient: NFRC 200. c. Solar Optical Properties: NFRC 300. 1.4 SUBMITTALS A. Product Data: For each glass product and glazing material indicated. B. Samples: 12 -inch- (300 -mm -) square, for each type of glass product indicated, other than monolithic clear float glass. C. Glazing Schedule: Use same designations indicated on Drawings. D. Preconstruction Adhesion and Compatibility Test Report: From glazing sealant manufacturer. 1.5 QUALITY ASSURANCE A. Preconstruction Adhesion and Compatibility Testing: Submit to elastomeric glazing sealant manufacturers, for testing according to ASTM C 1087, samples of each glazing material type, tape sealant, gasket, glazing accessory, and glass- framing member that will contact or affect elastomeric glazing sealants: B. Glazing for Fire -Rated Door or Window Assemblies: Glazing for assemblies that comply with NFPA 80 and that are listed and labeled by a testing and inspecting agency acceptable to authorities having jurisdiction, for fire ratings indicated, based on testing according to NFPA 257. C. Safety Glazing Products: Comply with testing requirements in 16 CPR 1201 and, for wired glass, ANSI Z97.1. D. Glazing Publications: Comply with published recommendations of glass product manufacturers and organizations below, unless more stringent requirements are indicated. Refer to these publications for glazing terms not otherwise defined in this Section or in referenced standards. 1. GANA Publications: GANA Laminated Division's "Laminated Glass Design Guide" and GANA's "Glazing Manual." 2. AAMA Publications: AAMA GDSG -1, "Glass Design for Sloped Glazing," and AAMA TIR -A7, "Sloped Glazing Guidelines." 3. IGMA Publication for Sloped Glazing: IGMA TB -3001, "Sloped Glazing Guidelines." 4. IGMA Publication for Insulating Glass: SIGMA TM -3000, "Glazing Guidelines for Sealed Insulating Glass Units." E. Insulating -Glass Certification Program: Permanently marked either on spacers or on at least one component lite of units with appropriate certification label of the Insulating Glass Certification Council and Associated Laboratories, Inc. GLAZING 088000 - 3 1.6 WARRANTY A. Manufacturer's Special Warranty for Coated -Glass Products: Manufactuer's standard form, made out to Owner and signed by coated -glass manufacturer agreeing to replace coated -glass units that deteriorate as defmed in "Definitions" Article, f.o.b. the nearest shipping point to Project site, within specified warranty period indicated below. I . Warranty Period: 10 years from date of Substantial Completion. B. Manufactuhet's Special Warranty on Laminated Glass: Manufacturer's standard form, made out to Owner and signed by laminated -glass manufacturer agreeing to replace laminated -glass units that deteriorate as defined in "Definitions" Article, f.o.b. the nearest shipping point to Project site, within specified warranty period indicated below. I. Warranty Period: Five years from date of Substantial Completion. C. Manufacturer's Special Warranty on Insulating Glass: Manufacturer's standard form, made out to Owner and signed by insulating -glass manufacturer agreeing to replace insulating -glass units that deteriorate as defmed in "Definitions" Article, f.o.b. the nearest shipping point to Project site, within specified warranty period indicated below. 1. Warranty Period: 10 years from date of Substantial Completion. PART 2- PRODUCTS 2.1 MANUFACTURERS A. In other Part 2 articles where titles below introduce lists, the following requirements apply to product selection: 1. Available Products: Subject to compliance with requirements, products that may be incorporated into the Work include, but are not limited to, products specified. 2. Products: Subject to compliance with requirements, provide one of the products specified. 3. Product: Subject to compliance with requirements, provide product specified. 4. Available Manufacturers: Subject to compliance with requirements, manufactures offering products that may be incorporated into the Work include, but are not limited to, manufacturers specified. 5. Manufacturers: Subject to compliance with requirements, provide products by one of the manufacturers specified. 2.2 GLASS PRODUCTS A. Annealed Float Glass: ASTM C 1036, Type I (transparent flat glass), Quality-Q3; of class indicated. 1. Ultra -Clear (Low -Iron) Float Glass: Class I (clear); with a minimum 91 percent visible light transmission and a minimum solar heat gain coefficient of 0.87. GLAZING 088000 - 4 a. [vailable Products: 1) AFG Industries Inc.; !Crystal Klear. 2) Pilkington Building Products North America; Optiwhite. 3) PPG Industries, Inc.; Starphire. B. Heat - Treated Float Glass: ASTM C 1048; Type I (transparent flat glass); Quality-Q3; of class, kind, and condition indicated. 1. Fabrication Process: By horizontal (roller - hearth) process with roll-wave distortion ( parallel to bottom edge of glass as installed, unless otherwise indicated. 2. Provide Kind HS (heat- strengthened) float glass in place of annealed float glass where needed to resist thermal stresses induced by differential shading of individual glass lites and to comply with glass design requirements specified in Part 1 "Performance Requirements" Article. 3. For uncoated glass, comply with requirements for Condition A. 4. For coated vision glass, comply with requirements for Condition C (other uncoated glass). 5. Provide Kind FT (fully tempered) float glass in place of annealed or Kind HS (heat- strengthened) float glass where safety glass is indicated. C. Ceramic - Coated Vision Glass: Float glass with ceramic enamel applied by silk - screened process and complying with ASTM C 1048, Condition C (other coated glass), Type I �+ (transparent flat glass), Quality -Q3, Specification No. 95 -1 -31 in GANA Tempering Division's "Engineering Standards Manual," and other requirements specified. D. Pyrolytic - Coated Float Glass: ASTM C 1376, float glass with metallic -oxide coating applied by pyrolytic deposition process during initial manufacture, and complying with other requirements specified. E. Sputter - Coated Float Glass: ASTM C 1376, float glass with metallic-oxide or - nitride coating deposited by vacuum deposition process after manufacture and heat treatment (if any), and complying with other requirements specified. F. Coated Spandrel Float Glass- Float glass complying with other requirements specified and with the following: 1. Fallout Resistance: Provide spandrel units identical to those passing the fallout - resistance test for spandrel glass specified in ASTM C 1048. ✓ 2. Factory apply manufacturer's standard opacifier of the following material to coated second surface of lites, with resulting products complying with Specification No. 89 -1-6 in GANA Tempering Division's "Engineering Standards Manual." a. Manufacturer's standard opacifier material. b. Polyester film laminated to glass with solvent -based adhesive. G. Wired Glass: ASTM C 1036, Type II (patterned and wired flat glass), Class 1 (clear), Quality- Q-6; and of form and mesh pattern specified. H. Laminated Glass: ASTM C 1172, and complying with other requirements specified and with the following: GLAZING 088000 - 5 1. Interlayer: Polyvinyl butyral or cured resin of thickness indicated with a proven record of no tendency to bubble, discolor, or lose physical and mechanical properties after laminating glass lites and installation. I. Insulating -Glass Units, General: Factory- assembled units consisting of sealed lites of glass separated by a dehydrated interspace, and complying with ASTM E 774 for Class CBA units and with requirements specified in this Article and in Part 2 "Insulating -Glass Units" Article. 1. Provide Kind HS (heat- strengthened) float glass in place of annealed glass where needed to resist thermal stresses induced by differential shading of individual glass lites and to comply with glass design requirements specified in Part 1 "Performance Requirements" Article. 2. Overall Unit Thickness and Thickness of Each Lite: Dimensions indicated for insulating- glass units are nominal and the overall thicknesses of units are measured perpendicularly from outer surfaces of glass lites at unit's edge. 3. Sealing System: Dual seal. 4. Spacer Specifications: Manufacturer's standard spacer material and construction. 5. Spacer Specifications: Manufacturer's standard spacer material and construction complying with the following requirements: a. Spacer Material: Aluminum with powdered metal paint finish in color selected by Architect. b. Comer Construction: Manufacturer's standard corner construction. 2.3 FIRE -RATED GLAZING PRODUCTS A. Fire - Protection Rating: As indicated for the assembly in which glazing material is installed, and permanently labeled by a testing and inspecting agency acceptable to authorities having jurisdiction. B. Film -Faced Ceramic Glazing Material: Proprietary Category II safety glazing product in the form of a 3/16 -inch- (5 -mm -) thick, ceramic glazing material polished on both surfaces, faced on one surface with a clear glazing film, and as follows: I . Product: "FireLite NT" by Nippon Electric Glass Co., Ltd., and distributed by Technical Glass Products. C. Laminated Ceramic Glazing Material: Proprietary Category II safety glazing product in the form of 2 lites of clear ceramic glazing material laminated together to produce a laminated lite of 5/16 -inch (8 -mm) nominal thickness; polished on both surfaces; weighing 4 lb /sq. ft. (19.5 kg/sq. m); and as follows: I . Product: "FireLite Plus" by Nippon Electric Glass Co., Ltd., and distributed by Technical Glass Products. D. Specially Tempered Monolithic Glass: Proprietary Category II safety glazing product in the form of a specially tempered 1/4 -inch- (6.4 -mm -) thick monolithic lite, and as follows: I. Product: Subject to compliance with requirements, "SuperLite" by SAM; a Division of O'Keeffe's Inc. GLAZING 088000 - 6 a y E. Laminated Glass with Intumescent Interlayers: Proprietary Category 11 safety glazing product in the form of multiple lites of Condition A (uncoated surfaces), Type I (transparent glass, flat), Class I (clear), Kind FT (fully tempered) float glass laminated with intumescent interlayers; and as follows: 1. Product: Subject to compliance with requirements, "PyroStop" by Pilkington Building Products North America and distributed by Technical Glass Products. F. Gel Filled, Dual Glazed Units: Proprietary Category 11 safety glazing product in the form of two lites of Condition A (uncoated surfaces), Type I (transparent flat glass), Class I (clear), Kind FT (fully tempered) float glass; with a perimeter metal spacer separating lites and dual edge seal enclosing a cavity completely filled with clear, fiilly transparent, heat absorbing gel. 6 1. Product: Subject to compliance with requirements, "SuperLite II -60" by SAFTI; a Division of O'Keeffe's Inc. is 2.4 GLAZING GASKETS A. Deuce Compression Gaskets: Molded or extruded gaskets of material indicated below, complying with standards referenced with name of elastomer indicated below, and of profile and hardness required to maintain watertight seal: 1. Neoprene, ASTM C 864. 2. EPDM, ASTM C 864. 3. Silicone, ASTM C 1115. ly,t 4. Thermoplastic polyolefin rubber, ASTM C 1115. 5. Any material indicated above. 161 B. Soft Compression Gaskets: Extruded or molded, closed -cell, integral skinned gaskets of material indicated below; complying with ASTM C 509, Type II, black; and of profile and hardness required to maintain watertight seal: 1. Neoprene. 2. EPDM. 3. Silicone. 4. Thermoplastic polyolefin tubber. 5. Any material indicated above. 2.5 GLAZING SEALANTS A. General: Provide products of type indicated, complying with the following requirements: 1. Compatibility: Select glazing sealants that are compatible with one another and with other materials they will contact, including glass products, seals of insulating -glass units, b" and glazing channel substrates, under conditions of service and application, as demonstrated by sealant manufacturer based on testing and field experience. 2. Suitability: Comply with sealant and glass manufacturers' written instructions for W+ selecting glazing sealants suitable for applications indicated and for conditions existing at time of installation. tat GLAZING 5::I11 a 3. Colors of Exposed Glazing Sealants As selected by Architect from manufacturer's full range. B. Elastomeric Glazing Sealants: Comply with ASTM C 920 and other requirements indicated for each Iiquid- applied chemically curing sealant specified, including those referencing ASTM C 920 classifications for type, grade, class, and uses related to exposure and joint substrates. 1. Single - Component Neutral- and Basic -Curing Silicone Glazing Sealants GS - < # >: a. Type and Grade: S (single component) and NS (nonsag). b. Class: 100 /50. c. Use Related to Exposure: NT (nontraffic). d. Uses Related to Glazing Substrates: M, G, A, and, as applicable to glazing substrates indicated, O. 2. Neutral - Curing Silicone Glazing Sealants GS - < # >: a. Type and Grade: S (single component) and NS ( nonsag). b. Class: 50. c. Use Related to Exposure: NT ( nontraffic). d. Uses Related to Glazing Substrates: M, G, A, and, as applicable to glazing substrates indicated, O. e. C. Glazing Sealants for Fire- Resistive Glazing Products: Identical to products used in test assemblies to obtain fire - protection rating. 2.6 MISCELLANEOUS GLAZING MATERIALS A. General: Provide products of material, size, and shape complying with referenced glazing standard, requirements of manufacturers of glass and other glazing materials for application indicated, and with a proven record of compatibility with surfaces contacted in installation. B. Cleaners, Primers, and Sealers: Types recommended by sealant or gasket manufacturer. C. Setting Blocks: Elastomeric material with a Shore, Type A durometer hardness of 85, plus or minus 5. D. Spacers: Elastomeric blocks or continuous extrusions with a Shore, Type A durometer hardness required by glass manufacturer to maintain glass lites in place for installation indicated. E. Edge Blocks: Elastomeric material of hardness needed to limit glass lateral movement (side walldng). F. Cylindrical Glazing Sealant Backing: ASTM C 1330, Type O (open -cell material), of size and density to control glazing sealant depth and otherwise produce optimum glazing sealant performance. GLAZING 088000 - 8 G. Perimeter Insulation for Fire- Resistive Glazing: Identical to product used in test assembly to obtain fire - resistance rating. 2.7 FABRICATION OF GLAZING UNITS A. Fabricate glazing units in sizes required to glaze openings indicated for Project, with edge and face clearances, edge and surface conditions, and bite complying with written instructions of product manufacturer and referenced glazing publications, to comply with system performance requirements. PART 3 - EXECUTION 3.1 GLAZING A. General: Comply with combined written instructions of manufacturers of glass, sealants, gaskets, and other glazing materials, unless more stringent requirements are indicated, including those in referenced glazing publications. 1. Glazing channel dimensions, as indicated on Drawings, provide necessary bite on glass, minimum edge and face clearances, and adequate sealant thicknesses, with reasonable tolerances. Adjust as required by Project conditions during installation. 2. Protect glass edges from damage during handling and installation. Remove damaged glass from Project site and legally dispose of off Project site. Damaged glass is glass with edge damage or other imperfections that, when installed, could weaken glass and impair performance and appearance. • 3. Apply primers to joint surfaces where required for adhesion of sealants, as determined by preconstruction sealant- substrate testing. 4. Install setting blocks in sill rabbets, sized and located to comply with referenced glazing publications, unless otherwise required by glass manufacturer. Set blocks in thin course of compatible sealant suitable for heel bead. 5. Do not exceed edge pressures stipulated by glass manufacturers for installing glass lites. 6. Provide spacers for glass lites where length plus width is larger than 50 inches (1270 mm). 7. Provide edge blocking where indicated or needed to prevent glass lites from moving sideways in glazing channel, as recommended in writing by glass manufacturer and according to requirements in referenced glazing publications. B. Tape Glazing: Position tapes on fixed stops so that, when compressed by glass, their exposed edges are flush with or protrude slightly above sightline of stops. Install tapes continuously, but not necessarily in one continuous length. Do not stretch tapes to make them fit opening. 1. Cover vertical framing joints by applying tapes to heads and sills first and then to jambs. Cover horizontal framing joints by applying tapes to jambs and then to heads and sills. 2. Place joints in tapes at corners of opening with adjoining lengths butted together, not lapped. Seal joints in tapes with compatible sealant approved by tape manufactu,c,. 3. Apply heel bead of elastomeric sealant. 4. Center glass lites in openings on setting blocks and press firmly against tape by inserting dense compression gaskets formed and installed to lock in place against faces of GLAZING 088000 - 9 removable stops. Start gasket applications at comers and work toward centers of openings. 5. Apply cap bead of elastomeric sealant over exposed edge of tape. C. Gasket Glazing (Dry): Fabricate compression gaskets in lengths recommended by gasket manufacturer to fit openings exactly, with allowance for stretch during installation. 1. Insert soft compression gasket between glass and frame or fixed stop so it is securely in place with joints miter cut and bonded together at corners. 2. Center glass lites in openings on setting blocks and press firmly against soft compression gasket by inserting dense compression gaskets formed and installed to lock in place against faces of removable stops. Start gasket applications at comers and work toward centers of openings. Compress gaskets to produce a weathertight seal without developing bending stresses in glass. Seal gasket joints with sealant recommended by gasket manufacturer. 3. Install gaskets so they protrude past face of glazing stops. D. Sealant Glazing (Wet): Install continuous spacers, or spacers combined with cylindrical sealant backing, between glass lites and glazing stops to maintain glass face clearances and to prevent sealant from extruding into glass channel and blocking weep systems until sealants cure. Secure spacers or spacers and backings in place and in position to control depth of installed sealant relative to edge clearance for optimum sealant performance. 1. Force sealants into glazing channels to eliminate voids and to ensure complete wetting or bond of sealant to glass and channel surfaces. 2. Tool exposed surfaces of sealants to provide a substantial wash away from glass. 3.2 CLEANING AND PROTECTION A. Protect exterior glass from damage immediately after installation by attaching crossed streamers to framing held away from glass. Do not apply markers to glass surface. Remove nonpermanent labels, and clean surfaces. Protect glass from contact with contaminating substances resulting from construction operations, including weld splatter. If, despite such protection, contaminating substances do come into contact with glass, remove substances immediately as recommended by glass manufacturer. 13. Remove and replace glass that is broken, chipped, cracked, or abraded or that is damaged from natural causes, accidents, and vandalism, during construction period. END OF SECTION 088000 GLAZING 088000 -10 t Copyright 2002 and 2005 AIA MASTERSPEC Short Form r Yr SECTION 092400 PORTLAND CEMENT PLASTERING PART1- GENERAL 1.1 SUMMARY 02/02 (R 05/05) A. This Section includes the following: 1. Nonstructural steel framing and finning. 2. Interior portland plasterwork on [metal lath] [and] [solid plaster bases. �y 3. Exterior portland cement plasterwork (stucco) on [metal lath] [and] [solid plaster bases. B. See Division 05 Section "Cold Formed Metal Framing" for structural, load bearing (transverse and axial) steel studs and joists that support lath and portland plaster. 1.2 SUBMITTALS 6 A. Product Data: For each type of product indicated. B. Samples: For each type of [factory- prepared) [colored) [textured] finish coat indicated, 12 by 12 inches (305 by 305 nun), and prepared on rigid backing. 1.3 QUALITY ASSURANCE im A. Fire- Test Response Characteristics: For Portland cement plaster assemblies with fire- resistance ratings, provide materials and construction identical to those tested in assembly indicated according to ASTM E 119 by an independent testing and inspecting agency acceptable to 6 authorities having jurisdiction. B. Mockups: Before plastering, install mockups of at least 100 sq. ft. (9 sq. m) in surface area to W demonstrate aesthetic effects and set quality standards for materials and execution. 1. Install mockups for each type of finish indicated 2. For interior plasterwork, simulate finished lighting conditions for review of mockups. 3. Approved mockups may become part of the completed Work if undisturbed at time of Substantial Completion. 1.4 PROJECT CONDITIONS W A. Comply with ASTM C 926 requi. --..S. B. Exterior Plasterwork: Apply plaster when ambient temperature is greater than 40 deg F (4.4 6 deg C). 0 PORTLAND CEMENT PLASTERING 092400-1 Y., Copyright 2002 and 2005 AIA MASTERSPEC Short Form PART 2- PRODUCTS 2.1 MANUFACTURERS 02/02 (R 05/05) A. In other Part 2 articles where titles below introduce Lists, the following requirements apply to product selection: 1. Available Products: Subject to compliance with requirements, products that may be incorporated into the Work include, but are not limited to, products specified. 2. Products: Subject to compliance with requirements, provide one of the products specified. 2.2 NONSTRUCTURAL STEEL FRAMING MEMBERS, GENERAL A. Components, General: Comply with ASTM C 1063. For steel sheet components not included in ASTM C 1063, comply with ASTM C 645 requirements for metal, unless otherwise �+ indicated. B. Cold - Rolled Channels: Base metal thickness of 0.0538 inch (1.37 mm) with ASTM A 653/A 653M, G60 (Z180), hot -dip galvanized zinc coating. C. Wire: ASTM A 641/A 641M, Class 1 zinc coating, soft temper, not less than 0.0475 -inch (1.21 -mm) diameter, unless otherwise indicated. 2.3 STEEL FRAMING FOR CEILINGS A. Suspended Furring: 1. Main Runners (Carrying Channels): Cold -rolled channels, [in depth indicated] [1 -1/2 inches (38.1 mm) deep] [2 inches (50.8 mm) deep] [2 -1/2 inches (63.5 mm) deep]. 2. Cross Furring: [Cold - rolled channels, 3/4 inch (19.1 mm) deep] < Insert requirements>. B. Direct Furring: [Cold -rolled channels, 3/4 inch (19.1 mm) deep] <Insert requirements>. C. Tie Wire: 1. For tying main runners directly to beams or joists (where wire hangers are used between beams or joists), use double loop of 0.1205 -inch- (3.06 -mm -) diameter wire. 2. For tying furring directly to concrete sjiµcture without main runners, use 0.0800 -inch- (2.03 -mm -) diameter wire. 3. For tying furring directly to steel or wood structure without main runners, use double loop of 0.0625 -inch- (1.59 -mm -) diameter wire, or quadruple loop of 0.0475 -inch- (1.21 - mm-) diameter wire. 4. For saddle tying cross furring to main runners use 0.0625 -inch- (1.59 -mm -) diameter wire, or double strand of 0.0475 -inch- (1.21 -mm -) diameter wire. D. Wire Hangers: 0.162 -inch- (4.12 -mm -) diameter wire. PORTLAND CEMENT PLASTERING 092400 - 2 Copyright 2002 and 2005 AIA MASTERSPEC Short Form 02/02 (R 05/05) E. Hanger Attachments to Concrete: Power - actuated fasteners fabricated from corrosion- resistant materials, and with clips or other devices for attaching hangers. Capable of sustaining, without failure, a load equal to [10] < Insert number> times that imposed by construction as determined by testing according to ASTM E 1190 by a qualified independent testing agency. 2.4 STEEL FRAMING FOR PARTITIONS A. Steel Studs and Runners: ASTM C 645. 1. Protective Coating: [ASTM A 653/A 653M, G40 (Z120), hot -dip galvanized zinc coating] [ASTM A 653/A 653M, G60 (Z180), hot -dip galvanized zinc coating] [Manufacturer's standard rust- inhibiting coating]. 2. Minimum Base Metal Thickness: [As indicated] [0.0179 inch (0.45 mm)] [0.027 inch (0.69 mm)] [0.0329 inch (0.84 mm)]. B. Flat Strap and Backing Plate: Steel sheet for blocking and bracing in length and width indicated. 1. Protective Coating: [ASTM A 653/A 653M, G40 (Z120), hot -dip galvanized zinc coating] [ASTM A 653/A 653M, G60 (Z180), hot -dip galvanized zinc coating] [Manufacturer's standard rust- inhibiting coating]. 2. Minimum Base Metal Thickness: [As indicated] [0.0179 inch (0.45 mm)] [0.027 inch (0.69 mm)] [0.0312 inch (0.79 mm)] <Insert thickness>. C. Channel Bridging: Cold -rolled channels, [in depth indicated] [1 -1/2 inches (38.1 mm) deep]. 1. Clip Angle: 1 -1/2 by 1 -1/2 inch (38.1 by 38.1 mm), 0.068 -inch- (1.73 -mm -) thick, galvanized steel. D. Vertical Furring: 1. Hat - Shaped, Rigid Furring Channels: ASTM C 645. a. Protective Coating: [ASTM A 653/A 653M, G40 (Z120), hot -dip galvanized zinc coating] [ASTM A 653/A 653M, G60 (Z180), hot -dip galvanized zinc coating] [Manufacturer's standard rust - inhibiting coating]. b. Minimum Base Metal Thickness: [As indicated] [0.0179 inch (0.45 mm)] [0.0312 inch (0.79 mm)] < Insert thickness>. c. Depth: [As indicated] [7/8 inch (22.2 mm)] [1 -1/2 inches (38.1 mm)]. 2. Furring Channels: Cold -rolled channels, [in depth indicated] [3/4 inch (19.1 mm) deep] <Insert depth >. a. Furring Brackets: Adjustable, corrugated -edge type fabricated from steel sheet with minimum bare steel thickness of 0.0312 inch (0.79 mm). 2.5 METAL LATH A. Expanded -Metal Lath: ASTM C 847 with ASTM A 653/A 653M, G60 (Z180), hot -dip galvanized zinc coating. PORTLAND CEMENT PLASTERING 092400 - 3 Copyright 2002 and 2005 AIA MAS 1 ERSPEC Short Form 02/02 (R 05/05) 1. Diamond -Mesh Lath: [Flat] [Self - furring]. a. Weight: [2.5 Ib /sq. yd. (1.4 kg/sq. m)] [3.4 lb/sq. yd. (1.8 kg/sq. m)]. 2. Flat Rib Lath: Rib depth of not more than 1/8 inch (3.1 mm). a. Weight: [2.75Ib /sq. yd. (1.5 kg/sq. m)] [3A lb/sq. yd. (1.8 kg/sq. m)]. B. Wire-Fabric Lath 1. Welded -Wire Lath: ASTM C 933; self-furring. a. Weight: [1.4 lb/sq. yd. (0.8 kg/sq. m)j [1.95Ib /sq. yd. (1.1 kg/sq. m)j. 2. Woven -Wire Lath: ASTM C 1032; self - furring, with stiffener wire backing. a. Weight: [1.11b /sq. yd. (0.6 kg/sq. m)} [1.4 lb/sq. yd. (0.8 kg/sq. m)]. C. Paper Backing: FS UU-B-790, Type I [Grade D, Style 2 vapor - permeable paper] [Grade B, Style la vapor - retardant paper] <Insert requirements >. 1. Provide paper - backed lath [unless otherwise indicated] [at exterior locations] [in locations indicated on Drawings] <Insert locations>. 2.6 ACCESSORIES A. General: Comply with ASTM C 1063 and coordinate depth of trim and accessories with thicknesses and number of plaster coats required. B. Zinc and Zinc - Coated (Galvanized) Accessories: I. Foundation Weep Screed. Fabricated from hot -dip galvanized steel sheet, ASTM A 653/A 653M, 060 (Z180) zinc coating. 2. Comerite: Fabricated from metal lath with ASTM A 653/A 653M, G60 (Z180), hot -dip galvanized zinc coating. 3. External -Comer Reinforcement: Fabricated from metal lath with ASTM A 653/A 653M, 060 (Z180), hot -dip galvanized zinc coating. 4. Comerbeads: Fabricated from [zinc] [or] [zinc- coated (galvanized) steel]. a. [Small-nose] [Bull -nose] style; use unless otherwise indicated. 5. Casing Beads: Fabricated from [zinc] [or] [zinc - coated (galvanized) steel]; square - edged style; with expanded flanges. 6. Control Joints: Fabricated from [zinc] [or] [zinc - coated (galvanized) steel]; one- piece- type, folded pair of unperforated screeds in M- shaped configuration; with perforated flanges and removable protective tape on plaster face of control joint. 7. Expansion Joints: Fabricated from [zinc] [or] [zinc - coated (galvanized) steel]; folded pair of unperforated screeds in M- shaped configuration; with expanded flanges. 8. Two-Piece Expansion Joints: Fabricated from [zinc] [or] [zinc - coated (galvanized) steel]; formed to produce slip joint and square-edged reveal that is adjustable from 1/4- to -5/8 -inch (6.34- to- 16 -mm) wide; with perforated flanges. PORTLAND CEMENT PLASTERING 092400 - 4 Copyright 2002 and 2005 AIA MASTERSPEC Short Form 02/02 (R 05/05) C. Plastic Trim: Fabricated from high- impact PVC. 1. Cornerbeads: With perforated flanges. a. [Small -nose] [Bull -nose] style; use unless otherwise indicated. 2. Casing Beads: With perforated flanges in depth required to suit plaster bases indicated and flange length required to suit applications indicated. a. [Square -edge] [Bull-nose] style; use unless otherwise indicated. 3. Control Joints: One- piece -type, folded pair of unperforated screeds in M- shaped configuration; with perforated flanges and removable protective tape on plaster face of control john. 4. Expansion Joints: Two -piece type, formed to produce slip -joint and square -edged [1/2- inch- (13 -mm -)] [1 -inch- (25 -mm -)] [1 -1/2 -inch- (38 -mm -)] <Insert dimension> wide reveal; with perforated concealed flanges. 2.7 MISCELLANEOUS MATERIALS A. Water for Mixing: Potable and free of substances capable of affecting plaster set or of damaging plaster, lath, or accessories. B. Fiber for Base Coat: Alkaline- resistant glass or polypropylene fibers, 1/2 inch (13 mm) long, free of contaminants, manufactured for use in portland cement plaster. C. Bonding Compound: ASTM C 932. D. Steel Drill Screws: For metal -to -metal fastening, ASTM C 1002 or ASTM C 954, as required by thickness of metal being fastened; with pan head that is suitable for application; in lengths required to achieve penetration through joined materials of not fewer than three exposed threads. E. Fasteners for Attaching Metal Lath to Substrates: Complying with ASTM C 1063. F. Sound Attenuation Blankets: ASTM C 665, Type I (blankets without membrane facing), produced by combining thermosetting resins with mineral fibers manufactured from glass, slag wool, or rock wool. 1. Fire - Resistance -Rated Assemblies: Comply with mineral -fiber requirements of assembly. G. Isolation Strip at Exterior Walls: 1. Asphalt - Saturated Organic Felt: ASTM D 226, Type I (No. 15 asphalt felt), unperforated. 2. Foam Gasket: Adhesive - backed, closed-cell vinyl foam strips that allow fastener penetration without foam displacement, 1/8 inch (3.1 mm) thick, in width to suit steel stud size. PORTLAND CEMENT PLASTERING 092400 - 5 Copyright 2002 and 2005 AIA MASTERSPEC Short Form 02/02 (R 05/05) H. Acoustical Sealant for Exposed and Concealed Joints: Nonsag, paintable, nonstaining, latex sealant complying with ASTM C 834 that effectively reduces airborne sound transmission through perimeter joints and openings in building construction as demonstrated by testing representative assemblies according to ASTM E 90. 1. [Available ]Products: a. OSI Sealants, Inc.; Pro- Series, SC 175 Acoustical Sound Sealant Non - Flammable - Latex. b. Pecora Corporation; AC -20 + Silicone. c. Tremco Incorporated; Tremflex 834. d. United States Gypsum Co.; SHEE 1 ROCK Acoustical Sealant. e. <Insert manufacturer's name; product name or designation.> I. Acoustical Sealant for Concealed Joints: Nondrying, nonhardening, nonskinning, nonstaining, gunnable, synthetic - rubber sealant recommended for sealing interior concealed joints to reduce airborne sound transmission. 1. [Available ]Products: a. OSI Sealants, Inc.; Pro- Series SC 170 Acoustical Sound Sealant - Solvent. b. Pecora Corporation; BA -98. c. Tremco, Inc.; Tremco Acoustical Sealant. d. < Insert manufacturer's name; product name or designation.> 2.8 PLASTER MATERIALS Portland Cement: ASTM C 150, Type [1] [II]. 1. Color for Finish Coats: [White] [Gray]. B. Colorants for Job -Mixed Finish - Coats: Colorfast mineral pigments that produce finish plaster color [to match Architect's sample] <Insert requirements>. C. Lime: ASTM C 206, Type S; or ASTM C 207, Type S. D. Sand Aggregate: ASTM C 897. 1. Color for Job -Mixed Finish Coats: [White] [In color matching Architect's sample]. E. Exposed Aggregates for Finish Coats: [For marblecrete finish, clean, sound, crushed marble matching color and size gradation of Architect's sample] <Insert requirements>. F. Ready -Mixed Finish -Coat Plaster. Mill -mixed portland cement, aggregates, coloring agents, and proprietary ingredients. 1. [Available ]Products: a. California Stucco Products Corp.; Conventional Portland Cement Stucco. b. ChemRex; Thoro Stucco. c. Florida Stucco Corp.; <Insert product name or designation >. PORTLAND CEMENT PLASTERING 092400 - 6 Copyright 2002 and 2005 AIA MASTERSPEC Short Form 02/02 (R 05/05) d. Highland Stucco & Lime Products, Inc.; <Insert product name or designation >. e. United States Gypsum Co.; Oriental Exterior Finish Stucco. f. <Insert manufacturer's name; product name or designation 2. Color. [Match Architect's sample] [As selected by Architect from manufacturer's full range]. G. Acrylic -Based Finish Coatings: Factory-mixed acrylic - emulsion coating systems, formulated with colorfast mineral pigments and fine aggregates; for use over portland cement plaster base coats. Include manufacturer's recommended primers and sealing topcoats for acrylic-based finishes. 1. [Available ]Products: a. Bonsal, W. R. Co.; <Insert product name or designation >. b. ChemRex, SonoWall Stucco Systems; <Insert product name or designation >. c. Dryvit Systems, Inc.; < Insert product name or designation >. d. Parex Incorporated; <Insert product name or designation >. e. Pleko Products, Inc.; <Insert product name or designation >. f. Senergy, Inc.; <Insert product name or designation >. g. Sto Corp.; <Insert product name or designation >. h. Stuc - O-Flex International, Inc.; <Insert product name or designation >. i. < Insert manufacturer's name; product name or designation.> 2. Color: [Match Architect's sample] [As selected by Architect from manufacturer's full range]. 2.9 PLASTER MIXES A. General: Comply with ASTM C 926 for applications indicated. 1. Fiber Content: Add fiber to base -coat mixes after ingredients have mixed at least two minutes. Comply with fiber manufacturer's written instructions for fiber quantities in mixes, but do not exceed 1 lb of fiber /cu. ft. (16 kg of fiber /cu. m) of cementitious materials. Reduce aggregate quantities accordingly to maintain workability. B. Portland Cement Base-Coat Mixes: 1. Over Metal Lath: Scratch and brown coats for three -coat plasterwork as follows: a. Scratch Coat: For cementitious material, mix I part portland cement and [0 to 3/4] [3/4 to 1 -1/2] parts lime. Use 2 -1/2 to 4 parts aggregate per part of cementitious material (sum of separate volumes of each component material). b. Brown Coat: For cementitious material, mix 1 part portland cement and [0 to 3/4] (3/4 to 1 -1/2] parts lime. Use 3 to 5 parts aggregate per part of cementitious material (sum of separate volumes of each component material). 2. Over [Brick] [and] [Monolithic Concrete]: Single base coats for two -coat plasterwork as follows: PORTLAND CEMENT PLASTERING 092400 - 7 Copyright 2002 and 2005 AIA MASTERSPEC Short Form 02/02 (R 05/05) a. For cementitious material, mix 1 part portland cement and 0 to 3/4 part lime. Use 2 -1/2 to 4 parts aggregate per part of cementitious material (sum of separate volumes of each component material). 3. Over [Brick] [and] [Concrete Unit Masonry]: Single base coats for two -coat plasterwork as follows: a. For cementitious material, mix 1 part portland cement and 3/4 to 1 -1/2 parts lime. Use 2 -1/2 to 4 parts aggregate per part of cementitious material (sum of separate volumes of each component material). C. Portland Cement Job -Mixed Finish -Coat Mixes: For cementitious materials, mix 1 part portland cement and [3/4 to 1 - 1/2] [1 - 1/2 to 2] parts lime. Use 1 -1/2 to 3 parts aggregate per part of cementitious material (sum of separate volumes of each component material). D. Factory Prepared Finish - Coat Mixes: For [ready - mixed finish - coat plasters] [acrylic finish coatings], comply with manufacturer's written instructions. PART 3 - EXECUTION 3.1 PREPARATION A. Protect adjacent work from soiling, spattering, moisture deterioration, and other harmful effects caused by plastering. B. Prepare solid - plaster bases that are smooth or that do not have the suction capability required to bond with plaster according to ASTM C 926. 3.2 INSTALLATION, GENERAL A. Sound Attenuation Blankets: Where required, install blankets before installing lath unless blankets are readily installed after lath has been installed on one side. B. Acoustical Sealant: Where required, seal joints between edges of plasterwork and abutting construction with acoustical sealant. 3.3 INSTALLING NONSTRUCTURAL STEEL FRAMING, GENERAL A. General: Comply with requincments in ASTM C 1063 for applications indicated. 1. Comply with ASTM C 754 for installation of items not addressed in ASTM C 1063. B. Install supplementary framing, blocking, and bracing at terminations in plaster assemblies to support fixtures, equipment services, heavy trim, grab bars, toilet accessories, furnishings, or similar construction. C. Isolate steel framing from building structure to prevent transfer of loading imposed by structural movement. PORTLAND CEMENT PLASTERING 092400 - 8 Copyright 2002 and 2005 AIA MASTERSPEC Short Form 02/02 (R 05/05) 11 Do not bridge building control and expansion joints with steel framing or furring members. Frame both sides of joints independently. E. Soffits: Unless otherwise detailed on Drawings, install furred or suspended soffits to comply with requirements for ceiling installation; install framed soffits to comply with requirements for partition installation. 3.4 INSTALLING STEEL FRAMING FOR CEILINGS A. Suspend ceiling hangers from building structure as follows: 1. Install hangers plumb and free of contact with insulation or other objects within ceiling plenum that are not part of supporting structural or ceiling suspension system. Splay hangers only where required to miss obstructions; offset resulting horizontal forces by bracing, countersplaying, or other equally effective means. 2. Where width of ducts and other constriction within ceiling plenum produces hanger spacings that interfere with the location of hangers required to support standard suspension system members, install supplemental suspension members and hangers in form of trapezes or equivalent devices. Size supplemental suspension members and hangers to limit deflection to 1/360 of span while supporting ceiling loads. 3. Wire Hangers: Secure by looping and tying, either directly to structure or directly to fasteners that are secure and appropriate for substrate, in a manner that will not cause them to deteriorate or otherwise fail. 4. Do not support ceilings directly from permanent metal forms. Secure to fastener devices that extend through forms. 5. Do not attach hangers to steel deck tabs. 6. Do not attach hangers to steel roof deck. Attach hangers to structural members. 7. Do not connect steel framing to or suspend it from ducts, pipes, or conduit. B. Sway -brace suspended steel framing [with hangers used for support] <Insert requirements>. C. Install steel framing components for ceilings in sizes and spacings indicated but not less than that required by the referenced steel framing and installation standards. 3.5 INSTALLING STEEL PARTITION FRAMING A. Install runners (tracks) at floors, ceilings, and structural walls and columns where plaster assemblies abut other construction. 1. Where studs are installed directly against exterior walls, install [asphalt-felt] [or] [foam - gasket] isolation strip between studs and wall. B. Extend partition framing full height to structural supports or substrates above suspended ceilings, except where partitions are indicated to terminate at suspended ceilings. Continue framing over frames for doors and openings and frame around ducts penetrating partitions above ceiling. C. Frame door openings with two studs installed at each jamb, unless otherwise indicated. PORTLAND CEMENT PLASTERING 092400 - 9 Copyright 2002 and 2005 AIA MASTERSPEC Short Form 3.6 INSTALLING METAL LATH 3.7 INSTALLING ACCESSORIES A. Install according to ASTM C 1063 and at locations indicated on Drawings. B. Reinforcement for External Comers: 1. Install lath -type external -comer reinforcement at exterior locations. 2. Install comerbead at interior[ and exterior] locations. a. Vertical Surfaces: 144 sq. ft. (13.4 sq. m). b. Horizontal and other Nonvertical Surfaces: 100 sq. ft. (9.3 sq. m). 3.8 PLASTER APPLICATION A. General: Comply with ASTM C 926. B. Bonding Compound: Apply on [unit masonry] [and] [concrete] plaster bases. 02/02 (R 05/05) 1. Extend jamb studs through suspended ceilings and attach to underside of floor or roof structure above. A. Expanded -Metal Lath: Install according to ASTM C 1063. 1. Partition Framing and Vertical Furring: Install [flat diamond -mesh] [flat rib] [welded - wire] [woven -wire] lath. 2. Flat- Ceiling and Horizontal Framing: Install [flat diamond -mesh] [flat rib] [welded - wire] [woven -wire] lath. 3. Curved - Ceiling Framing: Install [flat diamond -mesh] [welded -wire] [flat woven -wire] lath. 4. On Solid Surfaces, Not Otherwise Furred: Install self - furring [diamond -mesh] [welded - wire] [woven -wire] lath. C. Control Joints: Install control joints [at locations indicated on Drawings.] [in specific locations approved by Architect for visual effect as follows:] 1. As required to delineate plasterwork into areas (panels) of the following maximum sizes: 2. At distances between control joints of not greater than 18 feet (5.5 m) o.c. 3. As required to delineate plasterwork into areas (panels) with length -to -width ratios of not greater than 2- 1/2:1. 4. Where control joints occur in surface of construction directly behind plaster. 5. Where plasterwork areas change dimensions, to delineate rectangular - shaped areas (panels) and to relieve the stress that occurs at the comer formed by the dimension change. PORTLAND CEMENT PLASTERING 092400 -10 `+ Copyright 2002 and 2005 AIA MASTERSPEC Short Form 02/02 (R 05/05) C. Plaster Finish Coats: Apply to provide [float] [dash] [scraped trowel - textured] [skip trowel - textured] [brocade (knock -down dash)] [trowel sweep] [combed] [sacked (California mission)] [English] [marblecrete] <Insert requirements> finish to match Architect's sample. D. Acrylic-Based Finish Coatings: Apply coating system, includin primers, finish coats, and O' g APP Y S g P sealing topcoats, according to manufacturer's written instructions. 3.9 CUTTING AND PATCHING A. Cut, patch, replace, and repair plaster as necessary to accommodate other work and to restore cracks, dents, and imperfections. Repair or replace work to eliminate blisters, buckles, crazing (check cracking), dry outs, efflorescence, sweat outs, and similar defects and where bond to substrate has failed. END OF SECTION 092400 PORTLAND CEMENT PLASTERING 092400 - 11 hd Copyright 2004 and 2005 AIA MASTERSPEC Short Form 02/04 (R 05105) W W SECTION 092900 GYPSUM BOARD PART 1 GENERAL 1.1 SUMMARY A. This Section includes the following: 1. Interior gypsum board. 2. Exterior gypsum board for ceilings and soffits. IYr 3. Tile backing panels. 1.2 SUBMITTALS A. Product Data: For each type of product indicated. B. Samples: For the following products: 1. Trim Accessories: Full -size Sample in 12 -inch- (300 -mm long length for each trim Yr accessory indicated. 2. Textured Finishes: [Manufacturer's standard size] <Insert size> for each textured finish indicated and on same backing indicated for Work. C. LEED Submittals: For Credit EQ 4.1, manufacturers' product data for adhesives used to laminate gypsum board panels to substrates, including printed statement of VOC content. 1.3 QUALITY ASSURANCE bw A. Fire- Resistance-Rated Assemblies: For fare resistance-rated assemblies, provide materials and construction identical to those tested in assembly indicated according to ASTM E 119 by an independent testing agency. W B. STC -Rated Assemblies: For STC -rated assemblies, provide materials and construction identical to those tested in assembly indicated according to ASTM E 90 and classified according to ASTM E 413 by an independent testing agency. C. Mockups: Before beginning gypsum board installation, install mockups of at least 100 sq. ft. (9 sq. m) in surface area to demonstrate aesthetic effects and set quality standards for materials and execution. W 1. Install mockups for the following: a. Each level of gypsum board finish indicated for use in exposed locations. b. Each texture finish indicated. W W 2. Apply or install final decoration indicated, including painting and wallcoverings, on exposed surfaces for review of mockups. GYPSUM BOARD W Copyright 2004 and 2005 AIA MASTERSPEC Short Form 3. Simulate finished lighting conditions for review of mockups. 4. Approved mockups may become part of the completed Work if undisturbed at time of Substantial Completion. PART 2 - PRODUCTS 2.1 INTERIOR GYPSUM BOARD A. General: Complying with ASTM C 36/C 36M or ASTM C 1396/C 1396M, as applicable to type of gypsum board indicated and whichever is more stringent. 1. Available Manufacturers: Subject to compliance with requirements, manufacturers offering products that may be incorporated into the Work include, but are not limited to, the following: 2. Manufacturers: Subject to compliance with requirements, provide products by one of the following: B. Regular Type: 1. Thickness: 1/2 inch (12.7 mm). 2. Long Edges: [Tapered] [Tapered and featured (rounded or beveled) for prefilling]. C. Type X: a. American Gypsum Co. b. BPB America Inc. c. G -P Gypsum. d. Lafarge North America Inc e. National Gypsum Company. f. PABCO Gypsum. g. Temple. h. USG Corporation. i. <Insert manufacturer's name.> 02/04 (R 05/05) 1. Thickness: 5/8 inch (15.9 mm). 2. Long Edges: [Tapered] [Tapered and featured (rounded or beveled) for prefilIng]. D. Special Type X: Having improved fire resistance over standard Type X, and complying with requirements of fine- resistance -rated assemblies indicated on Drawings. 1. Thickness: As required by fire- resistance -rated assembly indicated on Drawings. 2. Long Edges: Tapered. E. Flexible Type: Manufactured to bend to fit radii and to be more flexible than standard regular - type gypsum board of same thickness. 1. Thickness: 1/4 inch (6.4 mm). 2. Long Edges: Tapered. F. Ceiling Type: Manufactured to have more sag resistance than regular -type gypsum board. GYPSUM BOARD 092900 - 2 IN Copyright 2004 and 2005 AIA MASTERSPEC Short Form 02/04 (R 05/05) rm 1. Thickness: 1/2 inch (12.7 mm). 2. Long Edges: Tapered. 16 G. Foil- Backed Type: 1. Core: [As indicated on Drawings] [3/8 inch (9S mm), regular type] [I/2 inch (12.7 mm), regular type] [518 inch (15.9 mm), Type X] [Special Type X as required by fire- resistance -rated assembly indicated on Drawings]. 2. Long Edges: [Tapered] [Tapered and featured (rounded or beveled) for prefilling]. 6 H. Abuse- Resistant Type: Manufactured to produce greater resistance to surface indentation and through penetration (impact resistance) than standard, regular -type and Type X gypsum board. 6 1. Core: [As indicated on Drawings] [I/2 inch (12.7 mm), regular type] [5/8 inch (15.9 mm), Type X]. 2. Long Edges: Tapered. hr I. Moisture- and Mold Resistant Type: With moisture- and mold- resistant core and surfaces. 6 iw W W 60 ra hr hr r 1. Core: 5/8 inch (15.9 mm), Type X. 2. Long Edges: Tapered. 2.2 EXTERIOR GYPSUM BOARD FOR CEILINGS AND SOFFITS A. Exterior Gypsum Soffit Board: ASTM C 931/C 93 1 M or ASTM C 1396/C 1396M, with manufacturer's standard edges. 1. Available Manufacturers: Subject to compliance with requirements, manufacturers offering products that may be incorporated into the Work include, but are not limited to, the following: 2. Manufacturers: Subject to compliance with requi.,._.,...,_s, provide products by one of the following: a. American Gypsum Co. b. BPB America Inc. C. G -P Gypsum. d. Lafarge North America Inc. e. National Gypsum Company. E PABCO Gypsum. g. Temple. h. USG Corporation. i. <Insert manufacturer's name> 3. Core: [As indicated] [1/2 inch (12.7 mm), regular type] [518 inch (15.9 mm), Type X]. B. Glass -Mat Gypsum Sheathing Board: ASTM C 1177/C 1177M. 1. Product: Subject to compliance with requirements, provide "Dens -Glass Gold" by G -P Gypsum. GYPSUM BOARD t• •tt V Copyright 2004 and 2005 AIA MASTERSPEC Short Form 2. Core: [As indicated] [1/2 inch (12.7 mm), regular type] [5/8 inch (15.9 mm), Type X]. 2.3 TILE BACKING PANELS A. Water - Resistant Gypsum Backing Board: ASTM C 630/C 630M or ASTM C 1396/C 1396M. 1. Available Manufacturers: Subject to compliance with requirements, manufacturers offering products that may be incorporated into the Work include, but are not limited to, the following: 2. Manufacturers: Subject to compliance with requirements, provide products by one of the following: a. American Gypsum Co. b. BPB America Inc. c. G -P Gypsum. d. Lafarge North America Inc. e. National Gypsum Company. f. PABCO Gypsum. g. Temple. h. USG Corporation. i. <Insert manufacturer's •name.> 3. Core: [As indicated on Drawings] [1/2 inch (12.7 mm), regular type] [5/8 inch (15.9 mm), Type X] [Special Type X as required by fire- resistance -rated assembly indicated on Drawings]. B, Glass -Mat, Water - Resistant Backing Board: 1. Complying with ASTM C 1178/C 1178M. a. Custom Building Products; Wonderboard b. FinPan, Inc.; Util -A -Crete Concrete Backer Board. 02/04 (R 05/05) a. Product: Subject to compliance with requirements, provide "DensShield Tile Guard" by G -P Gypsum. 2. Complying with ASTM Cl 1 77/C 1177M. a. Product: Subject to compliance with requirements, provide "DensArmor Plus Interior Guard" by G -P Gypsum. 3. Core: [As indicated on Drawings] [1/2 inch (12.7 mm), regular type] [5/8 inch (15.9 mm), Type X]. C. Cementitious Backer Units: ANSI AI08.1. 1. Available Products: Subject to compliance with requirements, products that may be incorporated into the Work include, but are not limited to, the following: 2. Products: Subject to compliance with requirements, provide one of the following: GYPSUM BOARD 092900 - 4 Copyright 2004 and 2005 AIA MASTERSPEC Short Form 02104 (R 05105) tti 6 6, 4 Ya im Ib 6, L C. USG Corporation; DUROCK Cement Board. d. <Insert manufacturer's name; product name or designation.> 3. Thickness: [As indicated on Drawings] [1/2 inch (12.7 mm)] <Insert thickness. 2.4 TRIM ACCESSORIES A. Interior Trim: ASTM C 1047. 1. Material: [Galvanized or aluminum- coated steel sheet, rolled zinc, plastic, or paper faced galvanized steel sheet] [Galvanized or aluminum- coated steel sheet or rolled zinc] [Plastic] [Paper -faced galvanized steel sheet]. 2. Shapes: a. Comerbead. b. Bullnose bead. C. LC -Bead: J- shaped; exposed long flange receives joint compound. d. L -Bead: L- shaped; exposed long flange receives joint compound. e. U -Bead: J- shaped; exposed short flange does not receive joint compound. f. Expansion (control) joint. g. Curved -Edge Comerbead: With notched or flexible flanges. B. Exterior Trim: ASTM C 1047. I. Material: [Hot -dip galvanized steel sheet, plastic, or rolled zinc] <Insert material>. 2. Shapes: a. Comerbead. b. LC -Bead: J- shaped; exposed long flange receives joint compound. C. Expansion (Control) Joint: One- piece, rolled zinc with V- shaped slot and removable strip covering slot opening. Iv C. Aluminum Trim: Extruded accessories of profiles and dimensions indicated 1. Available Manufacturers: Subject to compliance with requ:.,....,,..;s, manufacturers 6 offering products that may be incorporated into the Work include, but are not limited to, the following: 2. Manufacturers: Subject to compliance with requirements, provide products by one of the 6 following: a. Fry Reglet Corp. U b. Gordon, Inc. C. Pittoon Industries. d. <Insert manufacturer's name.> Nod 3. Aluminum: Alloy and temper with not less than the strength and durability properties of ASTM B 221 (ASTM B 221M), Alloy 6063 -T5. 4. Finish: [Corrosion- resistant pruner compatible with joint compound and finish materials specified] <Insert requirements for Class II anodic finishes and factory painted, baked enamel finishes IN GYPSUM BOARD 092900-5 Copyright 2004 and 2005 AIA MASTERSPEC Short Form 02/04 (R 05/05) y, 2.5 JOINT TREATMENT MATERIALS r A. General: Comply with ASTM C 475/C 475M. B. Joint Tape: I Interior Gypsum Wallboard: Paper. 2. Exterior Gypsum Soffit Board: Paper. 1r 3. Glass -Mat Gypsum Sheathing Board: 10 -by -10 glass mesh. 4. Tile Backing Panels: As .............ended by panel manufacturer. C. Joint Compound for Interior Gypsum Wallboard: For each coat use formulation that is compatible with other compounds applied on previous or for successive coats. 1. Prefilling: At open joints[, rounded or beveled panel edges,] and damaged surface areas, use setting -type taping compound. 2. Embedding and First Coat: For embedding tape and first coat on joints, fasteners, and trim flanges, use [setting -type taping] [drying -type, all- purpose] compound. a. Use setting -type compound for installing paper -faced metal trim accessories. L 3. Fill Coat: For second coat, use [setting -type, sandable topping] [drying -type, all purpose] compound. 4. Finish Coat: For third coat, use [setting-type, sandable topping] [drying -type, all- purpose] compound. 5. Skim Coat: For final coat of Level finish, use [setting -type, sandable topping compound] [drying-type, all- purpose compound] [high -build interior coating product designed for application by airless sprayer and to be used instead of skim coat to produce Level 5 finish]. r D. Joint Compound for Exterior Applications: I. Exterior Gypsum Soffit Board: Use setting -type taping compound and setting -type, sandable topping compound. 2. Glass -Mat Gypsum Sheathing Board: As recommended by sheathing board manufacturer. L E. Joint Compound for Tile Backing Panels: 1. Water Resistant Gypsum Backing Board: Use setting -type taping compound and setting type, sandable topping compound. 2. Glass -Mat, Water Resistant Backing Panel: As recommended by backing panel manufacturer. 3. Cementitious Backer Units: As recommended by backer unit manufacturer. I 2.6 AUXILIARY MATERIALS L A. General: Provide auxiliary materials that comply with referenced installation standards and manufacturer's written .............endations. r GYPSUM BOARD 092900-6 r B. Laminating Adhesive: Adhesive or joint compound recommended for directly adhering gypsum panels to continuous substrate. 1. Use adhesives that have a VOC content of 50 g/L or less when calculated according to 40 CFR 59, Subpart D (EPA Method 24). C. Steel Drill Screws: ASTM C 1002, unless otherwise indicated. 1. Use screws complying with ASTM C 954 for fastening panels to steel members from 0.033 to 0.112 inch (0.84 to 2.84 mm) thick. 2. For fastening cementitious backer units, use screws of type and size recommended by panel manufacturer. Copyright 2004 and 2005 AIA MASTERSPEC Short Form 02/04 (R 05/05) D. Sound Attenuation Blankets: ASTM C 665, Type 1 (blankets without membrane facing) produced by combining thermosetting resins with mineral fibers manufactured from glass, slag wool, or rock wool. 1. Fire - Resistance -Rated Assemblies: Comply with mineral -fiber requirements of assembly. E. Acoustical Sealant: M specified in Division 07 Section "Joint Sealants." F. Thermal Insulation: As specified in Division 07 Section "Thermal Insulation." G. Vapor Retarder. As specified in Division 07 Section "Thennal Insulation." 2.7 TEXTURE FINISHES A. Primer. As recommended by textured finish manufacturer. B. Polystyrene Aggregate Ceiling Finish: Water - based, job - mixed, polystyrene aggregate finish with flame - spread and smoke - developed indexes of not more than 25 when tested according to ASTM E 84. 1. Available Products: Subject to compliance with requirements, products that may be incorporated into the Work include, but are not limited to, the following: 2. Products: Subject to compliance with requirements, provide one of the following: a. G -P Gypsum; Georgia - Pacific Regency Ceiling Textures/Polystyrene. b. National Gypsum Company; Perfect Spray. c. USG Corporation; SHEETROCK Ceiling Spray Texture, QT. d. <Insert manufacturer's name; product name or designation.> 3. Texture: [Fine] [Medium] [Coarse]. C. Aggregate Finish: Water - based, job - mixed, aggregated, drying -type texture finish for spray application. 1. Available Products: Subject to compliance with requirements, products that may be incorporated into the Work include, but are not limited to, the following: 2. Products: Subject to compliance with requirements, provide one of the following: GYPSUM BOARD 092900 - 7 Copyright 2004 and 2005 AIA MASTERSPEC Short Form PART 3 - EXECUTION a. G -P Gypsum; Georgia- Pacific Ceiling Textures/Vermiculite. b. USG Corporation; SHEE Wall and Ceiling Spray Texture (Aggregated). c. <Insert manufacturer's name; product name or designation.> 3. Texture: [Light spatter] [Spatter knock -down] <Insert texture>. D. Acoustical Finish: Water - based, chemical- setting or drying -type, job -mixed texture finish for spray application. 1. Available Products: Subject to compliance with requirements, products that may be incorporated into the Work include, but are not limited to, the following: 2. Products: Subject to compliance with requirements, provide one of the following: a. International Cellulose Corp.; SonaSpray "fc." b. USG Corporation; USG Acoustical Plaster Finish. c. <Insert manufacturer's name; product name or designation.> 3. Application Thickness: [1/2 inch (12.7 mm)] <Insert thickness>. 4. Fire - Test - Response Characteristics: Indices when tested according to ASTM E 84 as follows: a. Flame Spread: Less than [25] <Insert index >. b. Smoke Developed: Less than [450] <Insert index >. 5. NRC: [0.55] <Insert NRC> according to ASTM C 423. 3.1 APPLYING AND FINISHING PANELS, GENERAL A. Comply with ASTM C 840. 02/04 (R 05/05) B. Examine panels before installation. Reject panels that are wet, moisture damaged, and mold damaged. C. Isolate perimeter of gypsum board applied to non - load - bearing partitions at structural abutments, except floors. Provide 1/4- to 1/2 -inch- (6.4- to 12 7-min-) wide spaces at these locations, and trim edges with edge trim where edges of panels are exposed Seal joints between edges and abutting structural surfaces with acoustical sealant. D. Wood Framing: Install gypsum panels over wood framing, with floating internal comer construction. Do not attach gypsum panels across the flat grain of wide - dimension lumber, including floor joists and headers. Float gypsum panels over these members, or provide control joints to counteract wood shrinkage. 3.2 APPLYING INTERIOR GYPSUM BOARD A. Install interior gypsum board in the following locations: GYPSUM BOARD 092900 - 8 IN Copyright 2004 and 2005 AIA MASTERSPEC Short Form 02/04 (R 05105) NO 1. Regular Type: [As indicated on Drawings] [Vertical surfaces, unless otherwise indicated]. 2. Type X: [As indicated on Drawings] [Where required for fire- resistance -rated am assembly] [Vertical surfaces, unless otherwise indicated] <Insert requirements. 3. Special Type X: [As indicated on Drawings] [Where required for specific fire resistance -rated assembly indicated]. v 4. Flexible Type: [As indicated on Drawings] [Apply in double layer at curved assemblies]. 5. Ceiling Type: [As indicated on Drawings] [Ceiling surfaces]. Wr 6. Foil- Backed Type: [As indicated on Drawings] <Insert requirements>. 7. Abuse Resistant Type: [As indicated on Drawings] <Insert requirements>. 8. Moisture- and Mold- Resistant Type: [As indicated on Drawings] <Insert Wr requirements. 3.3 APPLYING EXTERIOR GYPSUM PANELS FOR CEILINGS AND SOFFITS A. Apply panels perpendicular to supports, with end joints staggered and located over supports. 1. Install with 1/4 -inch (6.4 -mm) open space where panels abut other construction or structural penetrations. 2. Fasten with corrosion resistant screws. 3.4 APPLYING TILE BACKING PANELS 6 A. Water Resistant Gypsum Backing Board: Install at showers, tubs, and where indicated. Install with 1/4 -inch (6.4 -mm) gap where panels abut other construction or penetrations. Iy B. Glass -Mat, Water Resistant Backing Panel: Comply with manufacturer's written installation instructions and install at [showers, tubs, and where indicated] [locations indicated to receive tile]. Install with 1/4 -inch (6.4 -mm) gap where panels abut other construction or penetrations. C. Cementitious Backer Units: ANSI Al08.1, at [showers, tubs, and where indicated] [locations indicated to receive tile]. D. Areas Not Subject to Wetting: Install regular -type gypsum wallboard panels to produce a fiat surface except at showers, tubs, and other locations indicated to receive water resistant panels. W IN im a E. Where tile backing panels abut other types of panels in same plane, shim surfaces to produce a uniform plane across panel surfaces. 3.5 INSTALLING TRIM ACCESSORIES A General: For trim with back flanges intended for fasteners, attach to framing with same fasteners used for panels. Otherwise, attach trim according to manufacturer's written instructions. GYPSUM BOARD t0_'t5 w Copyright 2004 and 2005 AIA MASTERSPEC Short Form 02/04 (R 05/05) B. Control Joints: Install control joints [at locations indicated on Drawings] [according to ASTM C 840 and in specific locations approved by Architect for visual effect]. C. Interior Trim: Install in the following locations: 1. Comerbead: Use at outside comers[, unless otherwise indicated]. 2. Bulinose Bead: Use [at outside corners] [where indicated] < Insert requirements>. 3. LC -Bead: Use [at exposed panel edges] < Insert requirements>. 4. L -Bead: Use [where indicated] <Insert requirements>. 5. U -Bead: Use [at exposed panel edges] [where indicated] <Insert requirements >. 6. Curved -Edge Comerbead: Use at curved openings. D. Exterior Trim: Install in the following locations: 1. Comerbead: Use at outside corners. 2. LC -Bead: Use [at exposed panel edges] < Insert requirements >. E. Aluminum Trim: Install in locations [indicated on Drawings] <Insert requirements>. 3.6 FINISHING GYPSUM BOARD A. General: Treat gypsum board joints, interior angles, edge trim, control joints, penetrations, fastener heads, surface defects, and elsewhere as required to prepare gypsum board surfaces for decoration. Promptly remove residual joint compound from adjacent surfaces. B. Prefill open joints[, rounded or beveled edges,] and damaged surface areas. C. Apply joint tape over gypsum board joints, except those with trim having flanges not intended for tape. D. Gypsum Board Finish Levels: Finish panels to levels indicated below: 1. Level 1: Ceiling plenum areas, concealed areas, and where indicated. 2. Level 2: [Panels that are substrate for tile] [Panels that are substrate for acoustical tile] [Where indicated on Drawings] <Insert locations>. 3. Level 3: [Where indicated on Drawings] <Insert locations >. 4. Level 4: [At panel surfaces that will be exposed to view, unless otherwise indicated] <Insert locations>. a. Primer and its application to surfaces are specified in other Division 09 Sections. 5. Level 5: [Where indicated on Drawings] < Insert locations>. a. Primer and its application to surfaces are specified in other Division 09 Sections. E. Glass -Mat Gypsum Sheathing Board: Finish according to manufacturer's written instructions for use as exposed soffit board. F. Glass -Mat, Water - Resistant Backing Panels: Finish according to manufacturer's written instructions. GYPSUM BOARD 092900 -10 r Copyright 2004 and 2005 AIA MASTERSPEC Short Form 02/04 (R 05105) Yr G. Cementitious Backer Units: Finish according to manufacturer's written instructions. 3.7 APPLYING TEXTURE FINISHES A. Surface Preparation and Primer. Prepare and apply primer to gypsum panels and other surfaces receiving texture finishes. Apply primer to surfaces that are clean, dry, and smooth. B. Texture Finish Application: Mix and apply finish using powered spray equipment, to produce a uniform texture[ matching approved mockup and] free of starved spots or other evidence of thin application or of application patterns. C. Prevent texture finishes from coming into contact with surfaces not indicated to receive texture finish by covering them with masking agents, polyethylene film, or other means. IL despite these precautions, texture finishes contact these surfaces, immediately remove droppings and overspray to prevent damage according to texture finish manufacturer's written .,...:..endations. 3.8 PROTECTION A. Protect installed products from damage from weather, condensation, direct sunlight, construction, and other causes during remainder of the construction period. B. Remove and replace panels that are wet, moisture damaged, and mold damaged. W 1. Indications that panels are wet or moisture damaged include, but are not limited to, discoloration, sagging, or irregular shape. 2. Indications that panels are mold damaged include, but are not limited to, fuzzy or y splotchy surface contamination and discoloration. END OF SECTION 092900 W 0 d W a Is 0 MW13131.18 07s7 092900 -1 1 W Copyright 2000 and 2005 AIA MASTERSPEC Short Form 08/00 (R 05/05) SECTION 093000 - TILING PART 1 - GENERAL 1.1 SUMMARY A. This Section includes the following: 1. Ceramic mosaic tile. 2. Quarry tile. 3. Paver tile. 4. Glazed wall tile. 5. Special - purpose tile. 6. Stone thresholds installed as part of tile installations. 7. Waterproof membrane for[ thin -set] tile installations. 8. Crack - suppression membrane for thin -set tile installations. 9. Cementitious backer units installed as part of tile installations. 10. Metal edge strips installed as part of tile installations. 1.2 SUBMITTALS A. Product Data: For each product indicated. B. Shop Drawings: Show locations of each type of tile and tile pattern. Show widths, details, and locations of expansion, contraction, control, and isolation joints. C. Samples: 1. Each type, composition, color, and finish of tile. 2. Assembled samples with grouted joints for each type, composition, color, and finish of tile. 3. Stone thresholds in 6 -inch (150 -mm) lengths. D. LEED Submittals: 1. Credit EQ 4.1: Manufacturers' product data for [adhesives] [and] [sealants], including printed statement of VOC content. 1.3 QUALITY ASSURANCE A. Mockups: Build mockups to [verify selections made under sample Submittals and to demonstrate aesthetic effects] [and qualities of materials and execution]. 1. Build mockup 4 each type of] floor tile installation. 2. Build mockup of[ each type of] wall tile installation. 3. Approved mockups may become part of the completed Work if undisturbed at time of Substantial Completion. TILING 093000 -1 Copyright 2000 and 2005 AIA MASTERSPEC Short Form 1.4 EXTRA MATERIALS A. Furnish extra materials described below that match products installed and that are packaged with protective covering for storage and identified with labels describing contents. 1. Tile and Trim Units: [Furnish quantity of full-size units equal to 3 percent of amount installed, for each type, composition, color, pattern, and size indicated.] PART 2 - PRODUCTS 2.I MANUFACTURERS 08/00 (R 05/05) a. <Insert, in separate subparagraphs, tile type designation or description and quantity required for each category of tile for which extra material is required.> A. In other Part 2 articles where titles below introduce lists, the following requirements apply for product selection: 1. Available Products: Subject to compliance with requirements, products that may be incorporated into the Work include, but are not limited to, the products specified. 2. Products: Subject to compliance with requirements, provide one of the products specified. 3. Available Manufacturers: Subject to compliance with requirements, manufacturers offering products that may be incorporated into the Work include, but are not limited to, the manufacturers specified. 4. Manufacturers: Subject to compliance with requirements, provide products by one of the manufacturers specified. 5. Basis -of- Design Product: The design for each tile type is based on the product named. Subject to compliance with requirements, provide either the named product or a comparable product by one of the other manufacturers specified. 2.2 TILE PRODUCTS A. [Available ]Manufacturers: 1. American Marazzi Tile, Inc. 2. American Olean; Div. of Dal -Tile International Corp. 3. Buchtal Corporation USA. 4. Cerim -Floor Gres Ceramiche. 5. Crossville Ceramics Company, L.P. 6. Daltile; Div. of Dal -Tile International Inc. 7. Florida Tile Industries, Inc. 8. GranitiFiandre. 9. Interceramic. 10. KIT, Inc. 11. Laufen USA. 12. Lone Star Ceramics Company. TILING 093000 - 2 Copyright 2000 and 2005 AIA MASTERSPEC Short Fonn 08/00 (R 05/05) 13. Metropolitan Ceramics. 14. Monarch Tile, Inc. 15. Porcelanite, Inc. 16. Quarry Tile Company. 1 Seneca Tiles, Inc. 18. Summitville Tiles, Inc. 19. United States Ceramic Tile Company. 20. Winbum Tile Manufacturing Company. 21. < Insert manufacturer's name.> 13. ANSI Ceramic Tile Standard: Provide Standard grade tile that complies with ANSI A137.1, "Specifications for Ceramic Tile," for types, compositions, and other characteristics indicated. C. Unglazed Ceramic Mosaic Tile [CT - < # >]: Factory- mounted flat tile as follows: 1. Composition: [Porcelain] [Impervious natural clay or porcelain] [Vitreous or impervious natural clay or porcelain]. 2. Surface: [Smooth, without] [Slip- resistant, with] abrasive admixture. 3. Module Size: [1 by 1 inch (25.4 by 25.4 mm)] [1 by 2 inches (25.4 by 50.8 mm)] [2 by 2 inches (50.8 by 50.8 min)] <Insert size>. 4. Nominal Thickness: 1/4 inch (6.35 mm). 5. Face: [Plain] [Pattern of design indicated,] with cushion edges. 6. Basis -of- Design Product: <Insert manufacturer's name; product name or designation and possibly color or color group> or a comparable product of one of the following: a. < Insert, in separate subparagraphs, manufacturer's name.> 7. [Available ]Products: a. <Insert, in separate subparagraphs, manufacturer's name; product name or designation> D. Glazed Ceramic Mosaic Tile [CT -<#>]: Factory- mounted flat tile as follows: 1. Composition: [Porcelain] [Impervious natural clay or porcelain] [Vitreous or impervious natural clay or porcelain]. 2. Module Size: [1 by 1 inch (25.4 by 25.4 mm)] [1 by 2 inches (25.4 by 50.8 mm)] [2 by 2 inches (50.8 by 50.8 min)] < Insert size. 3. Thickness: 1/4 inch (6.35 mm). 4. Face: [Plain] [Pattern of design indicated,] with cushion edges. 5. Finish: [Bright, opaque] [Mat, opaque] [Semimat, opaque] [Crystalline] <Insert description glaze. 6. Basis -of- Design Product: < Insert manufacturer's name; product name or designation and possibly color or color group> or a comparable product of one of the following. a. <Insert, in separate subparagraphs, manufacturer's name.> 7. [Available ]Products: TILING 093000 - 3 Copyright 2000 and 2005 AIA MASTERSPEC Short Form 08/00 (R 05/05) a. <Insert, in separate subparagraphs, manufacturer's name; product name or designation.> E. Unglazed Quarry Tile [CT - < # >]: Square-edged flat tile as follows: 1. Wearing Surface: [Nonabrasive, smooth] [Nonabrasive, textured] [Abrasive aggregate embedded in surface]. 2. Facial Dimensions: [3 by 3 inches (76 by 76 mm)] [4 by 4 inches (102 by 102 mm)] [6 by 3 inches (152 by 76 mm)] [6 by 6 inches (152 by 152 mm)] [8 by 3-7/8 inches (203 by 98 mm)] [7 -5/8 by 7 -5/8 inches (194 by 194 mm)] [8 by 8 inches (203 by 203 mm)] [160 by 320 min] [140 by 280 mm] [300 by 300 mm] < Insert dimensions>. 3. Thickness: [3/8 inch (9.5 mm)] [1/2 inch (12.7 mm)] [3/4 inch (19 mm)]. 4. Face: [Plain] [Pattern of design indicated]. 5. For furan- grouted quarry tile, precoat with temporary protective coating. 6. Basis -of- Design Product: < Insert manufacturer's name; product name or designation> or a comparable product of one of the following: a. < Insert, in separate subparagraphs, manufacturer's name.> 7. [Available }Products: a. < Insert, in separate subparagraphs, manufacturer's name; product name or designation.> F. Glazed Quarry Tile [CT - <#>]: Square -edged flat tile as follows: 1. Wearing Surface: [Nonabrasive] [Abrasive aggregate embedded in surface]. 2. Facial Dimensions: [3 by 3 inches (76 by 76 mm)] [4 by 4 inches (102 by 102 mm)] [6 by 3 inches (152 by 76 mm)] [6 by 6 inches (152 by 152 mm)] [8 by 3-7/8 inches (203 by 98 mm)] [8 by 8 inches (203 by 203 mm)] <Insert dimensions>. 3. Thickness: [3/8 inch (9.5 mm)] [1/2 inch (12.7 mm)] [3/4 inch (19 mm)]. 4. Face: [Plain] [Pattern of design indicated] [As indicated]. 5. Finish: [Bright, opaque] [Mat, opaque] [Semimat, opaque] <Insert description glaze. 6. Basis -of- Design Product: < Insert manufacturer's name; product name or designation and possibly color or color group> or a comparable product of one of the following: a. <Insert, in separate subparagraphs, manufacturer's name.> 7. [Available ]Products: a. <Insert, in separate subparagraphs, manufacturer's name; product name or designation.> G. Unglazed Paver Tile [CT -<# >]: Flat tile as follows: 1. Composition: [ Porcelain] [Impervious natural clay or porcelain] [Vitreous or impervious natural clay or porcelain] [Natural clay or porcelain]. TILING 093000 - 4 a Copyright 2000 and 2005 AIA MASTERSPEC Short Form Yr fYr Yr y H. W W Yr I. Yv TILING 08/00 (R 05/05) 2. Facial Dimensions: [7 -3/4 by 3-7/8 inches (197 by 98 mm)] [7 -7/8 by 7 -7/8 inches (200 by 200 mm)] [11 -13/16 by I1 -13/16 inches (300 by 300 mm)] [200 by 200 mm] [300 by 300 mm] <Insert dimensions>. 3. Thickness: [1/4 inch (635 mm)] [3/8 inch (9S mm)] [1/2 inch (12.7 mm)]. 4. Face: [Plain with square or cushion edges] [Plain with square edges] [Plain with cushion edges] [Pattern of design indicated, with square or cushion edges]. 5. For latex- portland cement mortared and grouted paver tile, precwat with temporary protective coating. 6. Basis -of- Design Product: <Insert manufacturer's name; product name or designation and possibly color or color group> or a comparable product of one of the following: a. <Insert, in separate subparagraphs, manufacturer's name> 7. [Available ]Products: a. <Insert, in separate subparagraphs, manufacturer's name; product name or designation.> Glazed Paver Tile [CT Flat tile as follows: Composition: [Porcelain] [Impervious natural clay or porcelain] [Vitreous or impervious natural clay or porcelain] [Semivitreous, vitreous, or impervious natural clay or porcelain]. Facial Dimensions: [3 by 3 inches (76 by 76 mm)] [4 by 4 inches (102 by 102 mm)] [6 by 6 inches (152 by 152 mm)] [7 -3/4 by 3-7/8 inches (197 by 98 mm)] [7 -7/8 by 7 -7/8 Inches (200 by 200 mm)] [11 -13/16 by 11 -13/16 inches (300 by 300 mm)] [165 by 333 mm] [200 by 250 mm] [250 by 250 mm] [165 by 333 mm] [333 by 333 mm] [400 by 400 mmj <Insert dimensions>. Thickness: [1/4 inch (635 mm)] [3/8 inch (9S mm)] [1/2 Inch (12.7 mm)]. Face: [Plain with square or cushion edges] [Plain with square edges] [Plain with cushion edges] [Pattern of design indicated, with square or cushion edges] [As indicated]. Finish: [Bright, opaque] [Bright, clear] [Mat, opaque] [Mat, clear] [Semimat, opaque] [Semimat, clear] [Vellum, opaque] [Vellum, clear] [Crystalline] <Insert description glaze. Basis -of- Design Product: <Insert manufacturer's name; product name or designation; and possibly color or color group> or a comparable product of one of the following: 2. 3. 4. 5. 0 a. <Insert, in separate subparagraphs, manufacturer's name> [Available ]Products: 7 a. <Insert, in separate subparagraphs, manufacturer's name; product name or designation> Glazed Wall Tile [CT Flat tile as follows: 093000-5 Copyright 2000 and 2005 AIA MASTERSPEC Short Form 8. [Available ]Products: a. < Insert, in separate subparagraphs, manufacturer's name.> 08/00 (R 05/05) 1. Module Size: [4-1/4 by 4-1/4 inches (108 by 108 mm)] [6 by 4-1/4 inches (152 by 108 mm)] [6 by 6 inches (152 by 152 mm)] [200 by 200 mm] [250 by 250 mm] [200 by 300 mm] <Insert size>. 2. Thickness: 5/16 inch (8 mm). 3. Face: [Plain with modified square edges or cushion edges] [Plain with modified square edges] [Plain with cushion edges] [Pattern of design indicated, with manufacturer's standard edges]. 4. Finish: [Bright, opaque] [Mat, opaque] [Semimat, opaque] [Vellum, opaque] [Crystalline] <Insert description glaze. 5. Mounting: Factory back - mounted. 6. Mounting: Pregrouted sheets of tiles factory assembled and grouted with manufacturer's standard silicone rubber. 7. Basis -of- Design Product: <Insert manufacturer's name; product name or designation and possibly color or color group> or a comparable product of one of the following: a. < Insert, in separate subparagraphs, manufacturer's name; product name or designation.> J. Glazed Wall Tile Trim Units: Matching characteristics of adjoining flat tile and coordinated with sizes and coursing where applicable. 1. Base: [Coved] [Straight], module size [4-1/4 by 4-1/4 inches (108 by 108 mm)] [6 by 6 inches (152 by 152 mm)] [6 by 3 -3/4 inches (152 by 95 mm)] <Insert size>. 2. Wainscot Cap: [Bullnose] [Surface bullnose], module size [4-1/4 by 4-1/4 inches (108 by 108 mm)] [6 by 6 inches (152 by 152 mm)] [6 by 2 inches (152 by 51 mm)] <Insert size>. 3. External Corners: [Bullnosej [Surface bullnosej. 4. Internal Corners: Field -butted square comers [except with coved base and cap angle pieces designed to fit with stretcher shapes]. K. Ceramic Mosaic Trim Units: Matching characteristics of adjoining flat tile and coordinated with sizes and coursing where applicable. 1. Base Cove: Cove, module size [1 by 1 inch (25.4 by 25.4 mm)] [2 by 1 inch (50.8 by 25.4 mm)] <Insert size>. 2. Base Cap: [Bullnose] [Surface bullnose], module size [1 by 1 inch (25.4 by 25.4 mm)] [2 by 1 inch (50.8 by 25.4 mm)] [2 by 2 inches (50.8 by 50.8 mm)] <Insert size>. 3. Wainscot Cap: [Bullnose] [Surface bullnose], module size [1 by 1 inch (25.4 by 25.4 mm)] [2 by 1 inch (50.8 by 25.4 mm)j [2 by 2 inches (50.8 by 50.8 nun)] <Insert size>. 4. External Comers: [Bullnose] [Surface bullnose], module size [1 by 1 inch (25.4 by 25.4 mm)] [2 by 1 inch (50.8 by 25.4 mm)] <Insert size>. 5. Internal Comers: Cove, module size [1 by 1 inch (25.4 by 25.4 mm)] [2 by 1 inch (50.8 by 25.4 mm)] <Insert size>. 6. Tapered Transition Tile: Shape designed to effect transition between thickness of tile floor and adjoining floor finishes of different thickness, tapered to provide reduction in TILING 093000 - 6 IN Copyright 2000 and 2005 AIA MASTERSPEC Short Form 08/00 (R 05105) bi thickness from 1/2 to 1/4 inch (12.7 to 6.35 mm) across nominal 4 -inch (100 -mm) dimension. 1W L. Quarry Tile Trim Units: Matching characteristics of adjoining flat tile and coordinated with sizes and coursing where applicable. iy 1. Base: Coved[ with surface bullnose top edge], facial dimensions [6 by 6 inches (152 by 152 mm)] [8 by 3-7/8 inches (203 by 98 mm)] <Insert size>. 2. Wainscot Cap: Surface bullnose, facial dimensions [6 by 6 inches (152 by 152 mm)] [8 by 3 -7/8 inches (203 by 98 mm)] <Insert size>. M. Accessories for Glazed Wall Tile: Provide vitreous china accessories of type and size indicated, in color and finish to match adjoining wall tile, and intended for installing by same method as adjoining wall tile. 1. One soap holder[ with grab handle] for each shower and tub indicated. IYJ 2. One paper holder at each water closet. 61 2.3 ACCESSORY MATERIALS A. Thresholds: Fabricate to provide transition between adjacent floor finishes. Bevel edges at 1:2 slope, limit height of bevel to 1/2 inch (12.7 mm) or less, and finish bevel to match face of threshold. 1. Marble Thresholds: ASTM C 503 with a minimum abrasion resistance of [10] [12] per Wr ASTM C 1353 or ASTM C 241 and with honed finish. a. Description: Uniform, fine- to medium grained white stone with gray veining. 6, b. Description: Provide[ one of] the following: 1) <Insert, in separate subparagraphs, name of variety and producer, W distributor, or importer.> B. [Waterproofing] [and] [Crack Suppression Membranes] for Thin -Set Tile Installations: Manufacturer's standard product that complies with ANSI A118.101, selected from the following]. 1. Chlorinated Polyethylene -Sheet Product: Nonplasticized, chlorinated polyethylene faced W on both sides with nonwoven polyester fabric, 0.030 -inch (0.76 -mm) nominal thickness. a. [Available ]Product: Noble Company (The); Nobleseal TS. Wr 2. PVC -Sheet Product: Two layers of PVC sheet heat -fused together and to facings of bondable nonwoven polyester, 0.040 -inch (1.01 -nun) nominal thickness. a. [Available ]Product: Compotite Corporation; Composea[ Gold. 3. Polyethylene -Sheet Product: Polyethylene faced on both sides with fleece webbing, IN 0.008 -inch (0.203 -mm) nominal thickness. a. [Available ]Product: Schluter Systems L.P.; KERDI. In TILING 093000-7 a Copyright 2000 and 2005 AIA MASTERSPEC Short Form 08/00 (R 05105) 4. Corrugated Polyethylene Product: Polyethylene with dovetail shaped corrugations and with anchoring webbing on the underside, 3/16 -inch (4-mm) nominal thickness. a. [Available ]Product: Schluter Systems L.P.; DITRA. 5. Fabric- Reinforced, Modified Bituminous Sheet Product: SBS- modified bituminous sheet with woven reinforcement facing, 0.040 -inch (1.01 -mm) nominal thickness. a. [Available ]Product: National Applied Construction Products, Inc.; Strataflex. 6. Fabric Reinforced, Fluid- Applied Product: Liquid -latex rubber[, with a VOC content of 65 g/L or less when calculated according to 40 CFR 59, Subpart D (EPA Method 24),] with fabric reinforcement. a. [Available ]Products: 1) Custom Building Products; Trowel Seal Waterproofing and Anti- Fracture Membrane. 2) LATICRETE International Inc.; Laticrete 9235 Waterproof Membrane. 3) MAPEI Corporation; PRP M 19. 4) Summitville Tiles, hic.; 5 -9000. 5) <Insert manufacturer's name; product> 7. Unreinforced, Fluid Applied Product: Liquid -latex robber[, with a VOC content of 65 g/L or less when calculated according to 40 CFR 59, Subpart D (EPA Method 24)]. a. [Available ]Products: 1) Boiardi Products Corporation; Elastiment [324] [644]. 2) Custom Building Products; LevelQuick Waterproofing and Anti- Fracture Membrane. 3) Jamo Inc.; Waterproof. 4) <Insert manufacturer's name; product> 8. Latex Portland Cement Product: Flexible mortar with acrylic -latex additive. a. [Available ]Products: 1) Boiardi Products Corporation; Elastiment 323. 2) MAPEI Corporation; PRP 315. 3) Southern Grouts Mortars, Inc.; Southcrete 1100. 4) TEC Specialty Products Inc.; TA -324, Triple Flex. 5) <Insert manufacturer's name; product> 9. Urethane Waterproofing and Tile- Setting Adhesive: One -part liquid applied urethane[, with a VOC content of 65 g/L or less when calculated according to 40 CFR 59, Subpart D (EPA Method 24)]. a. [Available ]Products: 1) Bostik; Hydroment Ultra -Set. TILING 093000-8 Copyright 2000 and 2005 AIA MASTERSPEC Short Form 08/00 (R 05/05) 2) Southern Grouts & Mortars, Inc.; Deck -Seal 1000. 3) <Insert manufacturer's name; product.> 2.4 SETTING AND GROUTING MATERIALS A. [Available ]Manufacturers: 1. Atlas Minerals & Chemicals, Inc. 2. Boiardi Products Corporation. 3. Bonsai, W. R., Company. 4. Bostik. 5. C -Cure. 6. Custom Building Products. 7. DAP, Inc. 8. Jamo Inc. 9. LATICRETE International Inc. 10. MAPEI Corporation. 11. Southern Grouts & Mortars, Inc. 12. Summitville Tiles, Inc. 13. TEC Specialty Products Inc. 14. <Insert manufacturer's name.> B. Portland Cement Mortar (Thickset) Installation Materials: ANSI A108.1A. C. Dry-Set Portland Cement Mortar (Thin Set): ANSI A118.1. 1. For wall applications, provide nonsagging mortar. D. Latex- Portland Cement Mortar (Thin Set): ANSI A118.4. 1. Prepackaged dry-mortar mix containing dry additive to which only water must be added. 2. Prepackaged dry- mortar mix combined with liquid -latex additive. 3. For wall applications, provide nonsagging mortar. E. Chemical- Resistant, Water - Cleanable, Tile - Setting and - Grouting Epoxy: ANSI A118.3[, with a VOC content of 65 g/L or Tess when calculated according to 40 CFR 59, Subpart D (EPA Method 24)]. F. Water - Cleanable, Tile - Setting Epoxy Adhesive: ANSI Al 1 8.3[, with a VOC content of 65 g/L or less when calculated according to 40 CFR 59, Subpart D (EPA Method 24)]. G. Organic Adhesive: ANSI A136.1, Type I[, with a VOC content of 65 g/L or less when calculated according to 40 CFR 59, Subpart D (EPA Method 24)]. I3. Standard Sanded Cement Grout: ANSI A118.6, color as indicated. I. Standard Unsanded Cement Grout: ANSI A118.6, color as indicated. J. Polymer- Modified Tile Grout: ANSI A118.7, color as indicated. 1. Polymer Type: Dry, redispersible form, prepackaged with other dry ingredients. TILING 093000 - 9 Copyright 2000 and 2005 AIA MASTERSPEC Short Form 2. Polymer Type: Liquid -latex form for addition to prepackaged dry-grout mix. K. Grout for Pregrouted Tile Sheets: Same silicone rubber used in factory to pregrout tile sheets. 2.5 MISCELLANEOUS MATERIALS A. Elastomeric Sealants: Elastomeric sealants of base polymer and characteristics indicated that comply with applicable requirements in Division 07 Section "Joint Sealants." 1. Use sealants that have a VOC content of [250] <Insert limit> g/L or less when calculated according to 40 CFR 59, Subpart D (EPA Method 24). 2. One -Part, Mildew - Resistant Silicone: ASTM C 920; Type S; Grade NS; Class 25; Uses NT, G, A, and, as applicable to nonporous joint substrates indicated, 0; formulated with fungicide, intended for in- service exposures of high humidity and extreme temperatures. a. [Available ]Products: 1) Dow Coming Corporation; Dow Coming 786. 2) GE Silicones; Sanitary 1700. 3) Pecora Corporation; Pecora 898 Sanitary Silicone Sealant. 4) Tremco, Inc.; Tremsil 600 White. 5) < Insert manufacturer's name; product.> 3. Multipart, Pourable Urethane Sealant for Use T: ASTM C 920; Type M; Grade P; Class 25; Uses T, M, A, and, as applicable to joint substrates indicated, O. a. [Available ]Products: 1) Bostik; Chem -Calk 550. 2) Mameco International, Inc.; Vullcem 245. 3) Pecora Corporation; NR -200 Urexpan. 4) Tremco, Inc.; THC -900. 5) <Insert manufacturer's name; product.> a. C -Cure; C-Cure Board 990. b. Custom Building Products; Wonderboard. c. FinPan, Inc.; Util -A -Crete Concrete Backer Board. d. USG Corporation; DUROCK Cement Board. e. <Insert manufacturer's name; product.> 08/00 (R 05/05) B. Cementitious Backer Units: ANSI A118.9 in maximum lengths available to minimize end -to- end butt joints. 1. Thickness: [1/4 inch (6.4 mm)] [1/2 inch (12.7 mm)] [Manufacturer's standard thickness, but not less than 1/4 inch (6.4 mm)] [5/8 inch (15.9 mm)] [As indicated]. 2. [Available ]Products: C. Trowelable Underlayments and Patching Compounds: Latex - modified, portland cement -based formulation provided or approved by manufacturer of tile - setting materials. TILING 093000 -10 Copyright 2000 and 2005 AIA MASTERSPEC Short Form 08/00 (R 05105) D. Metal Edge Strips: Angle or L- shape, [half -hard brass] [white zinc alloy] [nickel silver] [stainless steel; ASTM A 666,300 Series] exposed-edge material. W. E. Grout Sealer. Manufacturer's standard[ silicone] product for sealing grout joints that does not change color or appearance of grout. I PART 3- EXECUTION 3.1 PREPARATION A. Remove coatings, including curing compounds and other substances that contain soap, wax, oil, or silicone, that are incompatible with tile-setting materials. B. Fill cracks, holes, and depressions with trowelable leveling and patching compound according to tile- setting material manufacturer's written instructions. C. Remove protrusions, bumps, and ridges by sanding or grinding. D. Blending: For tile exhibiting color variations, use factory blended tile or blend tiles at Project site before installing. E. Field Applied Temporary Protective Coating: Where indicated under tile type or needed to prevent grout from staining or adhering to exposed tile surfaces, precoat them with continuous fihn of temporary protective coating, taking care not to coat unexposed tile surfaces. 3.2 INSTALLATION, GENERAL ik A. ANSI Tile Installation Standards: Comply with parts of ANSI A108 Series "Specifications for Installation of Ceramic Tile" that apply to types of setting and grouting materials and to methods indicated in ceramic file installation schedules. B. TCA Installation Guidelines: TCA's "Handbook for Ceramic Tile Installation." Comply with TCA installation methods indicated in file installation schedules. W C. Extend tile work into recesses and under or behind equipment and fixtures to form complete covering without interruptions, unless otherwise indicated Terminate work neatly at im obstructions, edges, and comers without disrupting pattern or joint alignments. D. Accurately form intersections and returns. Perform cutting and drilling of tile without marring W visible surfaces. Grind cut edges of tile abutting trim, finish, or built -in items. Fit tile closely to electrical outlets, piping, fixtures, and other penetrations so plates, collars, or covers overlap tile. bw E. Jointing Pattern: Lay tile in grid pattern, unless otherwise indicated. Align joints when adjoining tiles on floor, base, walls, and trim are same size. Lay out tile work and center tile fields in both directions in each space or on each wall area. Adjust to minimiz tile cutting. W Provide uniform joint widths, unless otherwise indicated. F. Lay out tile wainscots to next full tile beyond dimensions indicated. TILING 093000-11 a Copyright 2000 and 2005 AIA MASTERSPEC Short Form 08/00 (R 05/05) G. Expansion Joints: Locate expansion joints and other sealant -filled joints during installation of setting materials, mortar beds, and tile. Do not saw -cut joints after installing tiles. 1. Locate joints in tile surfaces directly above joints in concrete substrates. 2. Prepare joints and apply sealants to comply with requirements in Division 07 Section "Joint Sealants." H. Grout tile to comply with requirements of ANSI A108.10, unless otherwise indicated. 1. For chemical - resistant epoxy grouts, comply with ANSI A108.6. I. At showers, tubs, and where indicated, install cementitious backer units and treat joints to comply with ANSI A108.11. J. Install waterproofing to comply with ANSI A108.13 and waterproofmg manufacturer's written instructions to produce waterproof membrane of uniform thickness bonded securely to substrate. 1. Do not install tile over waterproofmg until waterproofmg has cured and been tested to determine that it is watertight. K. For installations indicated below, follow procedures in ANSI A108 Series tile installation standards for providing 95 percent mortar coverage. 1. Exterior tile floors. 2. Tile floors in wet areas. 3. Tile swimming pool decks. 4. Tile floors in laundries. 5. Tile floors composed of tiles 8 by 8 inches (200 by 200 mm) or larger. 6. Tile floors composed of rib- backed tiles. L. Install tile on floors with the following joint widths: 1. Ceramic Mosaic Tile: 1/16 inch (1.6 mm). 2. Quarry Tile: [1/4 inch (6.35 mm)] [3/8 inch (9.5 ntm)]. 3. Paver Tile: [1/4 inch (635 mm)] [3/8 inch (9.5 mm)]. M. Stone Thresholds: Install stone thresholds at locations indicated; set in same type of setting bed as abutting field tile, unless otherwise indicated. I. Set thresholds in latex - portland cement mortar for locations where mortar bed would otherwise be exposed above adjacent nontile floor finish. N. Metal Edge Strips: Install at locations indicated or where exposed edge of tile flooring meets carpet, wood, or other flooring that finishes flush with top of tile. 0. Install metal lath and scratch coat for walls to comply with ANSI A108.1A, Section 4.1. P. Install tile on walls with the following joint widths: 1. Ceramic Mosaic Tile: 1/16 inch (1.6 mm). 2. Glazed Wall Tile: 1/16 inch (I 6 mm). TILING 093000 -12 Copyright 2000 and 2005 AIA MASTERSPEC Short Form 08/00 (R 05/05) Q. 3. Quarry Tile: [1/4 inch (6.35 mm)] [3/8 inch (9S mm)]. Apply grout sealer to[ cementitions] grout joints in tile floors according to grout - sealer manufacturer's written instructions. As soon as grout sealer has penetrated grout joints, remove excess sealer and sealer that has gotten on tile faces by wiping with soft cloth. 3.3 FLOOR TILE INSTALLATION SCHEDULE A. Exterior floor installation on concrete; cement mortar bed (thickset) bonded to concrete; TCA F101. I. Bond Coat/Thin -Set Mortar. [Dry -set] [Latex -] portland cement mortar. 2. Grout: [Sand - portland cement] [Standard sanded cement] [Standard unsanded cement] [Polymer- modified sanded] [Polymer- modified unsanded] grout. B. Exterior floor installation on concrete; thin -set mortar TCA FIO2. 1. Thin -Set Mortar. [Dry-set] [Latex -] portland cement mortar. 2. Grout: [Sand-portland cement] [Standard sanded cement] [Standard unsanded cement] [Polymer- modified sanded] [Polymer- modified unsanded] grout. Interior floor installation on concrete; cement mortar bed (thickset) [with cleavage membrane; TCA F111] [bonded to concrete; TCA F112]. 1. Bond Coat/Thin -Set Mortar. [Dry-set] [Latex -] portland cement mortar. 2. Grout: [Sand - portland cement] [Standard sanded cement] [Standard unsanded cement] [Polymer- modified sanded] [Polymer - modified unsanded] grout. D. Interior floor installation on concrete; thin -set mortar TCA F113. I. Thin -Set Mortar: [Dry-set] [Latex -] portland cement mortar. 2. Grout: [Sand - portland cement] [Standard sanded cement] [Standard unsanded cement] [Polymer - modified sanded] [Polymer- modified unsanded] grout. E. Interior floor installation on concrete; [organic] [water - cleanable epoxy] adhesive; TCA F116. 1. Grout: [Sand - portland cement] [Standard sanded cement] [Standard unsanded cement] [Polymer- modified sanded] [Polymer- modified unsanded] grout. F. Interior floor installation on [waterproof] [crack - suppression] membrane over [concrete] [and] [wood]; cement mortar bed (thickset); TCA F121. 1. Bond Coat/Thin -Set Mortar. [ Dry-set] [Latex -] portland ccmc,tt mortar. 2. Grout: [Sand- portland cement] [Standard sanded cement] [Standard unsanded cement] [Polymer- modified sanded] [Polymer- modified unsanded] grout. G. Interior floor installation on [waterproof] [crack - suppression] membrane over concrete; thin - set mortar, TCA F122. 1. Thin -Set Mortar: Latex - portland cement mortar. 2. Grout: Polymer- modified [sanded] [unsanded] grout. TILING 093000 -13 Copyright 2000 and 2005 AIA MASTERSPEC Short Form 1. Bond Coat/Thin -Set Mortar. [Dry-set] [Latex -] portland cement mortar. 2. Grout: [Sand- portland cement] [Standard sanded cement] [Standard unsanded cement] [Polymer- modified sanded] [Polymer- modified unsanded] grout. 08/00 (R 05/05) H. Interior floor installation on wood; cement mortar bed (thickset) with cleavage membrane; TCA F141. I. Interior floor installation on wood; organic adhesive; TCA F142. 1. Grout: [Polymer- modified sanded grout] [Polymer- modified unsanded grout] [Chemical- resistant, water - cleanable, tile - setting and - grouting epoxy]. J. Interior floor installation on wood; chemical- resistant, water-cleanable tile- setting and - grouting epoxy, TCA F143. K. Interior floor installation on cementitious backer units over wood; thin -set mortar, TCA F144. 1. Thin -Set Mortar: [Dry-set] [Latex -] portland cement mortar. 2. Grout: [Sand - portland cement] [Standard sanded cement] [Standard unsanded cement] [Polymer- modified sanded] [Polymer - modified nnsanded] grout. 3.4 WALL TILE INSTALLATION SCHEDULE A. [Exterior] [or] [interior] wall installation over masonry or concrete; cement mortar bed (thickset); TCA W201. 1. Bond Coat/Thin -Set Mortar. [Dry-set] [Latex -] portland cement mortar. 2. Grout: [Sand - portland cement] [Standard sanded cement] [Standard unsanded cement] [Polymer - modified sanded] [Polymer-modified unsanded] grout. B. [Exterior] [or] [interior] wall installation over masonry or concrete; thin -set mortar; TCA W202. 1. Thin -Set Mortar: [Dry-set] [Latex -] portland cement mortar. 2. Grout: [Sand - portland cement] [Standard sanded cement] [Standard unsanded cement] [Polymer- modified sanded] [Polymer- modified nnsanded] grout. C. Interior wall installation over masonry or concrete; cement mortar bed (thickset) bonded to substrate; TCA W211. 1. Bond Coat/Thin -Set Mortar. [Dry-set] [Latex -] portland cement mortar. 2. Grout: [Sand - portland cement] [Standard sanded cement] [Standard unsanded cement] [Polymer- modified sanded] [Polymer- modified unsanded] grout. D. Interior wall installation over solid backing and solid anchorage for metal lath; [cement mortar bed (thickset); TCA W221] [one -coat cement mortar bed (thickset); TCA W222). 1. Bond Coat/Thin -Set Mortar. [Dry-set] [Latex -] portland cement mortar. 2. Grout: [Sand - portland cement] [Standard sanded cement] [Standard unsanded cement] [Polymer- modified sanded] [Polymer- modified nnsanded] grout. TILING 093000 -14 ► Copyright 2000 and 2005 AIA MASTERSPEC Short Form 08/00 (R 05/05) E. Interior wall installation over solid backing, organic adhesive; TCA W223. I. Grout: [Sand - portland cement] [Standard sanded cement] [Standard unsanded cement] [Polymer- modified sanded] [Polymer- modified unsanded] grout. F. Interior wall installation; cement mortar bed (thickset); over [wood studs or furring; TCA W231] [metal studs; TCA W241]. 1. Bond Coat: [Dry-set] [Latex -] portland cement mortar. 2. Grout: [Sand - portland cement] [Standard sanded cement] [Standard unsanded cement] [Polymer - modified sanded] [Polymer- modified unsanded] grout. G. Interior wall installation over gypsum board on metal studs; organic adhesive; TCA W242. 1. Grout: Polymer- modified [sanded] [unsanded] grout. H. Interior wall installation; thin -set mortar; over [gypsum board; TCA W243] [ cementitious backer units; TCA W244]. 1. Thin -Set Mortar: [Dry-set] [Latex -] portland cement mortar. 2. Grout: [Sand - portland cement] [Standard sanded cement] [Standard unsanded cement] [Polymer- modified sanded] [Polymer- modified unsanded] grout. I. Interior wall installation over glass -mat, water - resistant backer board; [thin -set mortar] [organic adhesive]; TCA W245. 1. Thin -Set Mortar: [Dry-set] [Latex -] portland cement mortar. 2. Grout: [Sand - portland cement] [Standard sanded cement] [Standard unsanded cement] [Polymer - modified sanded] [Polymer- modified unsanded] grout. J. Interior bathtub wall installation; cement mortar bed (thickset); over [wood studs; TCA B411] [metal studs; TCA B411 and TCA W241]. 1. Bond Coat: [Dry-set] [Latex -] portland cement mortar. 2. Grout: [Sand - portland cement] [Standard sanded cement] [Standard unsanded cement] [Polymer- modified sanded] [Polymer- modified unsanded] grout. K. Interior bathtub wall installation; thin -set mortar, over [cementitious backer units; TCA B412] [water - resistant gypsum board; TCA B413 and TCA W243]. 1. Thin -Set Mortar. [ Dry-set] [Latex -] portland cement mortar. 2. Grout: [Sand- portland cement] [Standard sanded cement] [Standard unsanded cement] [Polymer- modified sanded] [Polymer- modified unsanded] grout. L. Interior bathtub wall installation over glass -mat, water - resistant backer board; [thin -set mortar] [organic adhesive]; TCA B419 and TCA W245. 1. Thin -Set Mortar. [ Dry- set] [Latex -] portland cement mortar. 2. Grout: [Sand - portland cement] [Standard sanded cement] [Standard unsanded cement] [Polymer- modified sanded] [Polymer- modified unsanded] grout. TILING 093000 - 15 Copyright 2000 and 2005 AIA MASTERSPEC Short Form 08/00 (R 05/05) M. Interior wall and shower - receptor installation; cement mortar bed (thickset); over [solid backing; TCA B414 and TCA W221] [wood studs; TCA B414 and TCA W231] [metal studs; TCA B414 and TCA W241]. 1. Bond Coat/Thin-Set Mortar. [Dry-set] [Latex -] portland cement mortar. 2. Grout: [Sand- portland cement] [Standard sanded cement] [Standard unsanded cement] [Polymer- modified sanded] [Polymer - modified unsanded] grout. N. Interior wall and shower - receptor installation; thin -set mortar, over [cementitious backer units; TCA B415 and TCA W244] [glass -mat, water - resistant backer board; TCA B420 and TCA W245]. 1. Thin -Set Mortar: [Dry-set] [Latex -] portland cement mortar. 2. Grout: [Sand- portland cement] [Standard sanded cement] [Standard unsanded cement] [Polymer- modified sanded] [Polymer - modified unsanded] grout. END OF SECTION 093000 TILING 093000 - Copyright 2004 and 2005 ALA MASTERSPEC Short Form 02/04 (R 05/05) SECTION 092216 - NON - STRUCTURAL METAL FRAMING PART 1 - GENERAL 1.1 SUMMARY A. This Section includes non - load - bearing steel framing members for the following applications: 1. Interior framing systems (e.g., supports for partition walls, framed soffits, flaring, etc.). 2. Interior suspension systems (e.g., supports for ceilings, suspended soffits, etc.). 1.2 SUBMITTALS A. Product Data: For each type of product indicated. 1.3 QUALITY ASSURANCE A. Fire- Test - Response Characteristics: For fire- resistance -rated assemblies that incorporate non- load- bearing steel framing, provide materials and construction identical to those tested in assembly indicated according to ASTM E 119 by an independent testing agency. 13. Sound Transmission Characteristics: For STC -rated assemblies that incorporate non -load- bearing steel framing, provide materials and construction identical to those tested in assembly indicated according to ASTM E 90 and classified according to ASTM E 413 by an independent testing agency. PART 2- PRODUCFS 2.1 NON - LOAD - BEARING STEEL FRAMING, GENERAL A. Framing Members, General: Comply with ASTM C 754 for conditions indicated. 1. Steel Sheet Components: Comply with ASTM C 645 requirements for metal, unless otherwise indicated. 2. Protective Coating: [ASTM A 653/A 653M, G40 (Z120), hot -dip galvanized] [ASTM A 653/A 653M, G60 (Z180), hot -dip galvanized] [manufacturer's standard corrosion- resistant] zinc coating, unless otherwise indicated. 2.2 SUSPENSION SYSTEM COMPONENTS A. Tie Wire: ASTM A 641/A 641M, Class 1 zinc coating, soft temper, 0.0625 -inch- (1.59 -mm -) diameter wire, or double strand of 0.0475 -inch- (1.21 -mm -) diameter wire. B. Hanger Attachments to Concrete: NON - STRUCTURAL METAL FRAMING 092216 - 1 Copyright 2004 and 2005 AIA MASTERSPEC Short Form 02/04 (R 05105) r 1. Anchors: Fabricated from corrosion resistant materials with holes or loops for attaching V wire hangers and capable of sustaining, without failure, a load equal to [5] <Insert number> times that imposed by construction as determined by testing according to ASTM E 488 by an independent testing agency. a. Type: [Cast -in -place anchor, designed for attachment to concrete forms] [Postinstalled, chemical anchor] [Postinstalled, expansion anchor]. V 2. Powder Actuated Fasteners: Suitable for application indicated, fabricated from corrosion resistant materials with clips or other devices for attaching hangers of type indicated, and capable of sustaining, without failure, a load equal to [10] <Insert V number> times that imposed by construction as determined by testing according to ASTM E 1190 by an independent testing agency. C. Wire Hangers: ASTM A 641/A 641M, Class 1 zinc coating, soft temper, 0.162 -inch (4.12 -mm) diameter. D. Flat Hangers: Steel sheet, [in size indicated on Drawings] [1 by 3/16 inch (25.4 by 4.76 mm) r by length indicated] <Insert size>. E. Carrying Channels: Cold rolled, commercial -steel sheet with a base -metal thickness of 0.0538 inch (1.37 mm) and minimum 1/2 -inch- (12.7 -mm wide flanges. 1. Depth: [As indicated on Drawings] [2 -1/2 inches (64 mm)] [2 inches (51 mm)] [1 -1/2 inches (38 mm)]. F. Furring Channels (Furring Members): r,,, 1. Cold -Rolled Channels: 0.0538 -inch (1.37 -mm) bare -steel thickness, with minimum 1/2- inch- (12.7 -mm wide flanges, 3/4 inch (19.1 mm) deep. 60 2. Steel Studs: ASTM C 645. a. Minimum Base -Metal Thickness: [As indicated on Drawings] [0.0179 inch (0.45 mm)] [0.0312 inch (0.79 mm)] <Insert thickness. tr b. Depth: [As indicated on Drawings] [1 -5/8 inches (41.3 mm)] [2-1/2 inches (63.5 mm)] [3-5/8 inches (92.1 mm)] <Insert depth>. im 3. Hat Shaped, Rigid Furring Channels: ASTM C 645, 7/8 inch (22.2 mm) deep. a. Minimum Base Metal Thickness: (As indicated on Drawings] [0.0179 inch (0.45 mm)] [0.0312 inch (0.79 mm)] <Insert thickness>. 4. Resilient Furring Channels: 1/2 -inch- (12.7 -mm deep members designed to reduce y sound t.o...,...:ssion. a. Configuration: [Asymmetrical or hat shaped] [Asymmetrical] [Hat shaped]. r G. Grid Suspension System for Ceilings: ASTM C 645, direct -hung system composed of main beams and cross furring members that interlock. r r NON STRUCTURAL METAL FRAMING 092216-2 Copyright 2004 and 2005 AIA MASTERSPEC Short Form 02/04 (R 05/05) 1. Available Products: Subject to compliance with requirements, products that may be incorporated into the Work include, but are not limited to, the following: 2. Products: Subject to compliance with requirements, provide one of the following: a. Armstrong World Industries, Inc.; Drywall Grid Systems. b. Chicago Metallic Corporation; [640 -C] [Fire Front 650-C] [660 -C] [Fire Front 670 -C] Drywall Furring System. c. USG Corporation; Drywall Suspension System. d. <Insert manufacturer's name; product name or designation.> 2.3 STEEL FRAMING FOR FRAMED ASSEMBLIES A. Steel Studs and Runners: ASTM C 645. I . Minimum Base -Metal Thickness: [As indicated on Drawings] [0.0179 inch (0.45 mm)] [0.027 inch (0.7 mm)] [0.0312 inch (0.79 mm)]. B. Slip -Type Head Joints: Where indicated, provide[ one of] the following: 1. Single Long -Leg Runner System: ASTM C 645 top runner with 2 -inch- (50.8 -mm -) deep flanges in thickness not less than indicated for studs, installed with studs friction fit into top runner and with continuous bridging located within 12 inches (305 mm) of the top of studs to provide lateral bracing. 2. Double- Runner System: ASTM C 645 top runners, inside runner with 2 -inch- (50.8 -mm- ) deep flanges in thickness not less than indicated for studs and fastened to studs, and outer runner sized to friction fit inside runner. 3. Deflection Track: Steel sheet top runner manufactured to prevent cracking of finishes applied to interior partition framing resulting from deflection of structure above; in thickness not less than indicated for studs and in width to accommodate depth of studs. a. Available Products: Subject to compliance with requirements, products that may be incorporated into the Work include, but are not limited to, the following: b. Products: Subject to compliance with requirements, provide one of the following: 1) Steel Network Inc. (The); [VertiClip SLD] [VertiTrack VTD] Series. 2) Superior Metal Trim; Superior Flex Track System (SET). 3) < Insert manufacturer's name; product name or designation> C. Firestop Track: As specified in Division 07 Section "Fire- Resistive Joint Systems." D. Flat Strap and Backing Plate: Steel sheet for blocking and bracing in length and width indicated. 1. Minimum Base -Metal Thickness: [As indicated on Drawings] [0.0179 hick (0.45 mm)] [0.027 inch (0.7 mm)] [0.0312 inch (0.79 mm)] <Insert thickness>. E. Cold -Rolled Channel Bridging: 0.0538 -inch (1.37 -mm) bare -steel thickness, with minimum 1/2 -inch- (12.7 -mm -) wide flanges. 1. Depth: [As indicated on Drawings] [1 -1/2 inches (38.1 mm)] <Insert depth >. NON - STRUCTURAL METAL FRAMING 092216 - 3 Copyright 2004 and 2005 AIA MASTERSPEC Short Form 2. Clip Angle: Not less than 1 -1/2 by 1 -1/2 inches (38.1 by 38.1 mm), 0.068 -inch- (1.73 - mm-) thick, galvanized steel. F. Hat - Shaped, Rigid Furring Channels: ASTM C 645. 1. Minimum Base Metal Thickness: [As indicated on Drawings] [0.0179 inch (0.45 mm)] [0.0312 inch (0.79 mm)] <Insert thickness >. 2. Depth: [As indicated on Drawings] [7/8 inch (22.2 mm)] [1 -1/2 inches (38.1 mm)J. G. Resilient Furring Channels: I/2 -inch- (12.7 -mm -) deep, steel sheet members designed to reduce sound transmission. 1. Configuration: [Asymmetrical or hat shaped] [Asymmetrical] [Hat shaped]. H. Cold - Rolled Furring Channels: 0.0538 -inch (1.37 -mm) bare-steel thickness, with minimum 1/2 -inch- (12.7 -mm -) wide flanges. 1. Depth: [As indicated on Drawings] [3/4 inch (19.1 mm)] <Insert depth >. 2. Furring Brackets: Adjustable, corrugated -edge type of steel sheet with minimum bare - steel thickness of 0.0312 inch (0.79 mm). 3. Tie Wire: ASTM A 641/A 641M, Class 1 zinc coating, soft temper, 0.0625 -inch- (1.59 - mm -) diameter wire, or double strand of 0.0475 -inch- (1.21 -mm -) diameter wire. I. Z- Shaped Furring: With slotted or nonslotted web, face flange of 1 -1/4 inches (31.8 mm), wall �. attachment flange of 7/8 inch (22.2 mm), minimum bare-metal thickness of 0.0179 inch (0.45 mm), and depth required to fit insulation thickness indicated. 2.4 AUXILIARY MATERIALS B. Isolation Strip at Exterior Walls: Provide[ one of] the following: 02/04 (R 05/05) A. Fasteners for Metal Framing: Of type, material, size, corrosion resistance, holding power, and other properties required to fasten steel members to substrates. I . Asphalt- Saturated Organic Felt: ASTM D 226, Type I (No. 15 asphalt felt), nonperforated. 2. Foam Gasket: Adhesive - backed, closed-cell vinyl foam strips that allow fastener penetration without foam displacement, 1/8 inch (3.2 mm) thick, in width to suit steel stud size. PART 3- EXECUTION 3.1 INSTALLATION, GENERAL A. Installation Standard: ASTM C 754. 1. Gypsum Plaster Assemblies: Also comply with requirements in ASTM C 841 that apply to framing installation. NON - STRUCTURAL METAL FRAMING 092216 - 4 tr Copyright 2004 and 2005 AIA MASTERSPEC Short Form 02/04 (R 05105) No 2. Portland Cement Plaster Assemblies: Also comply with requirements in ASTM C 1063 that apply to framing installation. 3. Gypsum Veneer Plaster Assemblies: Also comply with requirements in ASTM C 844 Yr that apply to framing installation. 4. Gypsum Board Assemblies: Also comply with requirements in ASTM C 840 that apply to framing installation. Irr 3.2 INSTALLING SUSPENSION SYSTEMS w A. Isolate suspension systems from building structure where they abut or are penetrated by building structure to prevent transfer of loading imposed by structural movement. im B. Suspend hangers from building structure as follows: 1. Install hangers plumb and free from contact with insulation or other objects within ceiling hd plenum that are not part of supporting structural or suspension system. a. Splay hangers only where required to miss obstructions and offset resulting IW horizontal forces by bracing, countersplaying, or other equally effective means. 2. Where width of ducts and other construction within ceiling plenum produces hanger hi spacings that interfere with locations of hangers required to support standard suspension system members, install supplemental suspension members and hangers in the form of trapezes or equivalent devices. 64 a. Size supplemental suspension members and hangers to support ceiling loads within [performance limits established by referenced installation standards] Insert deflection limit>. 3. Do not attach hangers to steel roof deck. 4. Do not attach hangers to permanent metal forms. Furnish cast -in -place hanger inserts W that extend through forms. 5. Do not attach hangers to rolled -in hanger tabs of composite steel floor deck. 6. Do not connect or suspend steel framing from ducts, pipes, or conduit. lrr C. Fire Resistance -Rated Assemblies: Wire tie furring channels to supports. D. Seismic Bracing: Sway -brace suspension systems [with hangers used for support] <Insert requirements E. Grid Suspension Systems: Attach perimeter wall track or angle where grid suspension systems Wtr meet vertical surfaces. Mechanically join main beam and cross- furring members to each other and butt-cut to fit into wall track. Ir F. Installation Tolerances: Install suspension systems that are level to within [1/9 inch in 12 feet (3 mm in 3.6 m)] <Insert tolerance> measured lengthwise on each member that will receive finishes and transversely between parallel members that will receive finishes. it NON STRUCTURAL METAL FRAMING 092216-5 6 Copyright 2004 and 2005 AIA MASTERSPEC Short Form 3.3 INSTALLING FRAMED ASSEMBLIES 02/04 (R 05/05) A. Where studs are installed directly against exterior masonry walls or dissimilar metals at exterior walls, install isolation strip between studs and exterior wall. B. Install tracks (runners) hers) at floors and overhead supports. Extend framing full height to structural supports or substrates above suspended ceilings, except where partitions are indicated to terminate at suspended ceilings. Continue framing around ducts penetrating partitions above ceiling. 1. Slip -Type Head Joints: Where framing extends to overhead structural supports, install to produce joints at tops of framing systems that prevent axial loading of finished assemblies. 2. Door Openings: Screw vertical studs at jambs to jamb anchor clips on door frames; install runner track section (for cripple studs) at head and secure to jamb studs. a. Install two studs at each jamb, unless otherwise indicated. b. Install cripple studs at head adjacent to each jamb stud, with a minimum 1/2 -inch (12.7 -mm) clearance from jamb stud to allow for installation of control joint in finished assembly. c. Extend jamb studs through suspended ceilings and attach to underside of overhead structure. 3. Other Framed Openings: Frame openings other than door openings the same as required for door openings, unless otherwise indicated. Install framing below sills of openings to match framing required above door heads. 4. Fire - Resistance -Rated Partitions: Install framing to comply with fire- resistance -rated assembly indicated and support closures and to make partitions continuous from floor to underside of solid structure. a. Firestop Track: Where indicated, install to maintain continuity of fire-resistance- rated assembly indicated. 5. Sound -Rated Partitions: Install framing to comply with sound -rated assembly indicated. 6. Curved Partitions: C. Direct Furring: a. Bend track to uniform curve and locate straight lengths so they are tangent to arcs. b. Begin and end each arc with a stud, and space intermediate studs equally along arcs. On straight lengths of not less than 2 studs at ends of arcs, place studs 6 inches (150 mm) o.c. 1. Screw to wood framing. 2. Attach to concrete or masonry with stub nails, screws designed for masonry attachment, or powder- driven fasteners spaced 24 inches (610 mm) o.c. D. Z- Furring Members: 1. Erect insulation (specified in Division 07 Section "Thermal Insulation ") vertically and hold in place with Z- furring members spaced [24 inches (610 mm)] [600 mm] o.c. NON - STRUCTURAL METAL FRAMING 092216 - 6 Copyright 2004 and 2005 ALA MASTERSPEC Short Form 02/04 (R 05/05) 2. Except at exterior comers, securely attach narrow flanges of furring members to wall with concrete stub nails, screws designed for masonry attachment, or powder- driven fasteners spaced 24 inches (600 mm) o.c. 3. At exterior comers, attach wide flange of furring members to wall with short flange extending beyond comer, on adjacent wall surface, screw- attach short flange of furring channel to web of attached channel. At interior comers, space second member no more than 12 inches (300 mm) from corner and cut insulation to fit. E. Installation Tolerance: Install each framing member so fastening surfaces vary not more than 1/8 inch (3 nun) from the plane formed by faces of adjacent framing. END OF SECTION 092216 NON - STRUCTURAL METAL FRAMING 092216 - 7 6 Copyright 2004 and 2005 AIA MASTERSPEC Short Form 02/04 (R 05105) W hr 6, 6 bw iW W W Yr 6 YW SECTION 099113 EXTERIOR PAINTING PART1- GENERAL 1.1 SUMMARY A. This Section includes surface preparation and the application of paint systems on the following exterior substrates: 1. Concrete. 2. Clay masonry. 3. Concrete masonry units (CMU). 4. Steel. 5. Galvanized metal. 6. Aluminum (not anodized or otherwise coated). 7. Wood. 8. Plastic trim fabrications. 9. Exterior pordand cement (stucco). 10. Exterior gypsum board. 1.2 SUBMrrTALS A. Product Data: For each type of product indicated. B. Samples: For each finish and for each color and texture required. C. Product List: Printout of current "MPI Approved Products List" for each product category specified in Part 2, with the proposed product highlighted. 1.3 QUALITY ASSURANCE A. MPI Standards: 1. Products: Complying with MPI standards indicated and fisted in "MPI Approved Products List." 2. Preparation and Workmanship: Comply with requirements in "MPI Architectural Painting Specification Manual" for products and paint systems indicated. B. Mockups: Apply benchmark samples of each paint system indicated and each color and finish selected to verify preliminary selections made under sample submittals and to demonstrate aesthetic effects and set quality standards for materials and execution. 1. Architect will select one surface to represent surfaces and conditions for application of each paint system specified in Part 3. tr W a. Vertical and Horizontal Surfaces: Provide samples of at least 100 sq. ft. (9 sq. m). b. Other Items: Architect will designate items or areas required. EXTERIOR PAINTING 099113-1 tr Copyright 2004 and 2005 ALA MASTERSPEC Short Form 02/04 (R 05/05) 2. Final approval of color selections will be based on benchmark samples. 2.3 PRIMERS /SEALERS a. If preliminary color selections are not approved, apply additional benchmark samples of additional colors selected by Architect at no added cost to Owner. 1.4 EXTRA MATERIALS A. Furnish extra materials described below that are from same production run (batch mix) as materials applied and that are packaged for storage and identified with labels describing contents. 1. Quantity: Furnish an additional [5] <Insert number> percent, but not less than [1 gal. (3.8 L)] <Insert number> of each material and color applied. PART 2- PRODUCTS 2.1 PAINT, GENERAL A. Material Compatibility: 1. Provide materials for use within each paint system that are compatible with one another and substrates indicated, under conditions of service and application as demonstrated by manufacturer, based on testing and field experience. 2. For each coat in a paint system, provide products recommended in writing by manufacturers of topcoat for use in paint system and on substrate indicated. B. Colors: [As selected by Architect from manufacturer's full range] [Match Architect's samples] [As indicated in a color schedule] < Insert requirements>. 2.2 BLOCK FILLERS A. Interior/Exterior Latex Block Filler. MPI #4. 1. VOC Content: E Range of [E2] [E3]. A. Alkali- Resistant Primer: MPI #3. I. VOC Content: E Range of [E1] [E2] [E3]. B. Bonding Primer (Water Based): MPI #17. 1. VOC Content: E Range of [El] [E2] [E3]. C. Bonding Primer (Solvent Based): MPI #69. EXTERIOR PAINTING 099113 - 2 k1a Copyright 2004 and 2005 AIA MASTERSPEC Short Form 02/04 (R 05/05) 1. VOC Content: E Range of [El] [E2] [E3]. D. Wood -Knot Sealer. Sealer .-......ended in writing by topcoat manufacturer for use in paint IWr system indicated. 6, 2.4 METAL PRIMERS A. Exterior Latex Wood Primer. MPI #6. A. Alkyd Anticorrosive Metal Primer: MPI #79. 6 I VOC Content: E Range of [El] [E2] [E3]. 1. VOC Content: E Range of [El] [E2]. B. Exterior Alkyd Wood Primer: MPI #5. B. Quick Drying Alkyd Metal Primer. MPI #76. Ir C. Exterior Oil Wood Primer. MPI V. L 1. VOC Content: E Range of [El] [E2] [E3]. im C. Cementitious Galvanized -Metal Primer. MPI #26. 1. VOC Content: E Range of El. km D. Waterbome Galvanized -Metal Primer: MPI #134. 1. VOC Content: E Range of [El] [E2] [E3]. 2. Environmental Performance Rating: [EPR 1] [EPR 2] [EPR 3]. E. Quick- Drying Primer for Aluminum: MPI #95. W 1. VOC Content: E Range of [El] [E2] [E3]. 2.6 EXTERIOR LATEX PAINTS V A. Exterior Latex (Flat): MPI #10 (Gloss Level 1). y� 1. VOC Content: E Range of [Ell [E2] [E3]. B. Exterior Latex (Semigloss): MPI #11 (Gloss Level 5). Iw EXTERIOR PAINTING 099113-3 im 2.5 WOOD PRIMERS A. Exterior Latex Wood Primer. MPI #6. I VOC Content: E Range of [El] [E2] [E3]. 1■ B. Exterior Alkyd Wood Primer: MPI #5. 1. VOC Content: E Range of [E2] [E3]. 1W C. Exterior Oil Wood Primer. MPI V. L 1. VOC Content: E Range of E2. 2.6 EXTERIOR LATEX PAINTS V A. Exterior Latex (Flat): MPI #10 (Gloss Level 1). y� 1. VOC Content: E Range of [Ell [E2] [E3]. B. Exterior Latex (Semigloss): MPI #11 (Gloss Level 5). Iw EXTERIOR PAINTING 099113-3 im Copyright 2004 and 2005 ALA MASTERSPEC Short Form 2.7 EXTERIOR ALKYD PAINTS A. Exterior Alkyd Enamel (Flat): MPI #8 (Gloss Level 1). 1. VOC Content: E Range of El . B. Exterior Alkyd Enamel (Semigloss): MPI #94 (Gloss Level 5). 1. VOC Content: E Range of [El] [E2]. C. Exterior Alkyd Enamel (Gloss): MPI #9 (Gloss Level 6). 1. VOC Content: E Range of [El] [E2]. 2.8 QUICK - DRYING ENAMELS A. Quick - Drying Enamel (Semigloss): MPI #8I (Gloss Level 5). 1. VOC Content: E Range of [El] [E2] [E3]. B. Quick- Drying Enamel (High Gloss): MPI #96 (Gloss Level 7). 1. VOC Content: E Range of [E1] [E2] [E3]. 2.9 TEXTURED AND HIGH - BUILD COATINGS A. Latex Stucco and Masonry Textured Coating: MPI #42. 1. VOC Content: E Range of [E2] [E3]. B. High -Build Latex (Exterior): MPI #40. 1. VOC Content: E Range of [E1] [E3]. 2.10 ALUMINUM PAINT A. Aluminum Paint: MPI #1. 1. VOC Content: E Range of [El] [E2] [E3]. 02/04 (R 05/05) I. VOC Content: E Range of [E1j [E2] [E3]. C. Exterior Latex (Gloss): MPI #119 (Gloss Level 6, except minimum gloss of 65 units at 60 deg). 1. VOC Content: E Range of [El] [E2] [E3]. EXTERIOR PAINTING 099113 - 4 L r kW W W 60 W 17 W W W 11 W W 4 I& Copyright 2004 and 2005 AIA MASTERSPEC'Short Form 02/04 (R 05105) 2.11 FLOOR COATINGS A. Interior/Exterior Clear Concrete Floor Sealer (Water Based): MPI #99. 1. VOC Content: E Range of [El] [E2] [E3]. B. Interior/Exterior Clear Concrete Floor Sealer (Solvent Based): MPI 104. 1. VOC Content: E Range of [El] [E2]. C. Interior/Exterior Latex Floor and Porch Paint (Low Gloss): MPI #60 (maximum Gloss Level 3). 1. VOC Content: E Range of [E2] [E3]. 2. Environmental Performance Rating: EPR 3. D. Exterior/Interior Alkyd Floor Enamel (Gloss): MPI #27 (Gloss Level 6). 1. VOC Content: E Range of [El] [E2]. 2. Additives: Manufacturer's standard additive to increase skid resistance of painted surface. PART 3- EXECUTION 3.1 EXAMINATION A. Examine substrates and conditions, with Applicator present, for compliance with requi.;.... Ls for maximum moisture content and other conditions affecting performance of work. B. Maximum Moisture Content of Substrates: When measured with an electronic moisture meter as follows: 1. Concrete: 12 percent. 2. Masonry (Clay and CMU): 3. Wood: 15 percent. 4. Plaster. 12 percent. 5. Gypsum Board: 12 percent. C. Verify suitability of substrates, including surface conditions and compatibility with existing finishes and primers. D. Begin coating application only after unsatisfactory conditions have been corrected and surfaces are dry. 1. Beginning coating application constitutes Contractor's acceptance of substrates and conditions. EXTERIOR PAINTING 099113-5 V Copyright 2004 and 2005 AIA MAST ERSPEC Short Form 3.2 PREPARATION AND APPLICATION A. Comply with manufacturer's written instructions and recommendations in "MPI Architectural Painting Specification Manual" applicable to substrates and paint systems indicated. B. Clean substrates of substances that could impair bond of paints, including dirt, oil, grease, and incompatible paints and encapsulants. 1. Remove incompatible primers and reprime substrate with compatible primers as required to produce paint systems indicated. C. Apply paints to produce surface films without cloudiness, spotting, holidays, laps, brush marks, roller tracking, runs, sags, ropiness, or other surface imperfections. Cut in sharp lines and color breaks. D. Protect work of other trades against damage from paint application. Correct damage to work of other trades by cleaning, repairing, replacing, and refinishing, as approved by Architect, and leave in an undamaged condition. E. At completion of construction activities of other trades, touch up and restore damaged or defaced painted surfaces. 3.3 EXTERIOR PAINTING SCHEDULE A. Concrete Substrates, Nontraffic Surfaces: 1. Latex System: MPI EXT 3.1A. a. Prime Coat: Exterior latex matching topcoat. b. Intermediate Coat: Exterior latex matching topcoat. c. Topcoat: Exterior latex [(flat)] [(semigloss)] [(gloss)]. 2. Latex Aggregate/Latex System: MPI EXT 3.1 B. a. Prime Coat: Latex stucco and masonry textured coating. b. Intermediate Coat: Exterior latex matching topcoat. c. Topcoat: Exterior latex [(flat)] [(semigloss)] [(gloss)]. 3. Latex Over Alkali- Resistant Primer System: MPI EXT 3.1K. a. Prime Coat: Alkali- resistant primer. b. Intermediate Coat: Exterior latex matching topcoat. c. Topcoat: Exterior latex [(flat)] [(semigloss)] [(gloss)]. a. Prime Coat: As recommended in writing by topcoat manufacturer. b. Intermediate Coat: As recommended in writing by topcoat manufacturer. c. Topcoat: High -build latex (exterior). 02/04 (R 05/05) 4. High -Build Latex System: MPI EXT 3.1L, applied to form dry film thickness of not less than 10 mils (0.25 mm). EXTERIOR PAINTING 099113 - 6 Y Copyright 2004 and 2005 AIA MASTERSPEC Short Form 02/04 (R 05/05) y 5. Latex Aggregate System: MPI EXT 3. IN. a. Prime Coat: As recommended in writing by topcoat manufacturer. Y b. Intermediate Coat: As .............ended in writing by topcoat manufacturer. C. Topcoat: Latex stucco and masonry textured coating. B. Concrete Substrates, Traffic Surfaces: 1. Latex Floor Paint System: MPI EXT 3.2A. 61 a. Prime Coat: Interior /exterior latex floor and porch paint (low gloss). b. Intermediate Coat: Interior /exterior latex floor and porch paint (low gloss). C. Topcoat: Interior /exterior latex floor and porch paint (low gloss). YJ 2. Alkyd Floor Enamel System: MPI EXT 3.21). a. Prime Coat: Exterior /interior alkyd floor enamel (gloss). b. Intermediate Coat: Exterior /interior alkyd floor enamel (gloss). C. Topcoat: Exterior /interior alkyd floor enamel (gloss). km 3. Clear Sealer System: MPI EXT 3.2G. a. Prime Coat: Interior /exterior clear concrete floor sealer (solvent based). Yw b. Intermediate Coat: Interior /exterior clear concrete floor sealer (solvent based). C. Topcoat: Interior /exterior clear concrete floor sealer (solvent based). 4. Water -Based Clear Sealer System: MPI EXT 3.2H. a. Prime Coat: Interior /exterior clear concrete floor sealer (water based). b. Intermediate Coat: Interior /exterior clear concrete floor sealer (water based). iW C. Topcoat: Interior /exterior clear concrete floor sealer (water based). C. Clay- Masonry Substrates: 1. Latex System: MPI EXT 4.1 A. 6, a. Prime Coat: Exterior latex matching topcoat. b. Intermediate Coat: Exterior latex matching topcoat. C. Topcoat: Exterior latex [(flat)] [(semigloss)] [(gloss)]. iW 2. High -Build Latex System: MPI EXT 4.1 H, applied to form dry film thickness of not less than 10 mils (0.25 mm). a. Prime Coat: As recommended in writing by topcoat manufacturer. b. Intermediate Coat: As recommended in writing by topcoat manufacturer. C. Topcoat: High -build latex (exterior). 3. Latex Aggregate System: MPI EXT 4.1B. y„ Y a. Prime Coat: As recommended in writing by topcoat manufacturer. b. Intermediate Coat: As .....,,....vended in writing by topcoat manufacturer. C. Topcoat: Latex stucco and masonry textured coating. Y EXTERIOR PAINTING 099113-7 7 Copyright 2004 and 2005 ALA MASTERSPEC Short Form D. CMU Substrates: 1. Latex System. MPI EXT 42A. a. Prime Coat: Interior /exterior latex block filler. b. Intermediate Coat: Exterior latex matching topcoat. c. Topcoat: Exterior latex [(flat)] [(semigloss)] [(gloss)]. 2. Latex Over Alkali- Resistant Primer System: MPI EXT 4.2L. E. Steel Substrates: a. Prime Coat: Alkali- resistant primer. b. Intermediate Coat: Exterior latex matching topcoat. c. Topcoat: Exterior latex [(flat)] [(semigloss)] [(gloss)]. 3. High -Build Latex System: MPI EXT 4.2K, applied to form dry film thickness of not less than 10 mils (0.25 mm). a. Prime Coat: As recommended in writing by topcoat manufacturer. b. Intermediate Coat: As recommended in writing by topcoat manufacturer. c. Topcoat: High -build latex (exterior). 4. Latex Aggregate System: MPI EXT 4.2B. a. Prime Coat: As recommended in writing by topcoat manufacturer. b. Intermediate Coat: As recommended in writing by topcoat manufacturer. c. Topcoat: Latex stucco and masonry textured coating. 1. Quick- Drying Enamel System: MPI EXT 5.1 A. a. Prime Coat: Quick - drying alkyd metal primer. b. Intermediate Coat: Quick -drying enamel matching topcoat. c. Topcoat: Quick - drying enamel [(semigloss)] [(high gloss)]. 2. Alkyd System: MPI EXT 5.ID. a. Prime Coat: Alkyd anticorrosive metal primer. b. Intermediate Coat: Exterior alkyd enamel matching topcoat. c. Topcoat: Exterior alkyd enamel [(flat)] [(semigloss)] [(gloss)]. 3. Aluminum Paint System: MPI EXT 5.1K. a. Prime Coat: Alkyd anticorrosive metal primer. b. Intermediate Coat: Aluminum paint. c. Topcoat: Aluminum paint. F. Galvanized -Metal Substrates: I. Latex System: MPI EXT 5.3A. a. Prime Coat: Cementitious galvanized -metal primer. 02/04 (R 05/05) EXTERIOR PAINTING 099113 - 8 Copyright 2004 and 2005 AIA MASTERSPEC Short Form 02/04 (R 05/05) b. Intermediate Coat: Exterior latex matching topcoat. c. Topcoat: Exterior latex [(flat)] [(semigloss)] [(gloss)]. 2. Latex Over Water -Based Primer System: MPI EXT 5.3H. a. Prime Coat: Waterborne galvanized -metal primer. b. Intermediate Coat: Exterior latex matching topcoat. c. Topcoat: Exterior latex [(flat)] [(semigloss)] [(gloss)]. 3. Alkyd System: MPI EXT 5.3B. a. Prime Coat: Cementitious galvanized -metal primer. b. Intermediate Coat: Exterior alkyd enamel matching topcoat. c. Topcoat: Exterior alkyd enamel [(flat)] [(semigloss)] [(gloss)]. G. Aluminum Substrates: 1. Latex System: MPI EXT 5.4H. a. Prime Coat: Quick -drying primer for aluminum. b. Intermediate Coat: Exterior latex matching topcoat. c. Topcoat: Exterior latex [(flat)] [(semigloss)] [(gloss)]. 2. Alkyd System: MPI EXT 5.4F. a. Prime Coat: Quick -drying primer for aluminum. b. Intermediate Coat: Exterior alkyd enamel matching topcoat. c. Topcoat: Exterior alkyd enamel [(flat)] [(semigloss)] [(gloss)]. H. Glue- Laminated Beam and Column Substrates: I. Latex System: MPI EXT 6.1L. a. Prime Coat: Exterior latex wood primer. b. Intermediate Coat: Exterior latex matching topcoat. c. Topcoat: Exterior latex [(flat)] [(semigloss)] [(gloss)]. 2. Latex Over Alkyd Primer System: MPI EXT 6.1 A. a. Prime Coat: Exterior [alkyd] [oil] wood primer. b. Intermediate Coat: Exterior latex matching topcoat. c. Topcoat: Exterior latex [(flat)] [(semigloss)] [(gloss)]. 3. Alkyd System: MPI EXT 6.1B. a. Prime Coat: Exterior [alkyd] [oil] wood primer. b. Intermediate Coat: Exterior alkyd enamel matching topcoat. c. Topcoat: Exterior alkyd enamel [(flat)] [(semigloss)] [(gloss)]. I. Dressed Lumber Substrates: Including [architectural woodwork] [doors] <Insert description >. EXTERIOR PAINTING 099113 - 9 Copyright 2004 and 2005 AIA MASTERSPEC Short Form I. Latex System: MPI EXT 6.3L. a. Prime Coat: Exterior latex wood primer. b. Intermediate Coat: Exterior latex matching topcoat. c. Topcoat: Exterior latex [(flat)] [(semigloss)] [(gloss)]. 2. Latex Over Alkyd Primer System: MPI EXT 6.3A. a. Prime Coat: Exterior [alkyd] [oil] wood primer. b. Intermediate Coat: Exterior latex matching topcoat. c. Topcoat: Exterior latex [(flat)] [(semigloss)] [(gloss)]. 3. Alkyd System: MPI EXT 6.3B. a. Prime Coat: Exterior [alkyd] [oil] wood primer. b. Intermediate Coat: Exterior alkyd enamel matching topcoat. c. Topcoat: Exterior alkyd enamel [(flat)] [(semigloss)] [(gloss)]. J. Wood Panel Substrates: Including [plywood siding] [fascias] [soffits] <Insert description >. 1. Latex System: MPI EXT 6.4K. a. Prime Coat: Exterior latex wood primer. b. Intermediate Coat: Exterior latex matching topcoat. c. Topcoat: Exterior latex [(flat)] [(semigloss)] [(gloss)]. 2. Latex Over Alkyd Primer System: MPI EXT 6.4G. a. Prime Coat: Exterior alkyd wood primer. b. Intermediate Coat: Exterior latex matching topcoat. c. Topcoat: Exterior latex [(flat)] [(semigloss)] [(gloss)]. 3. Alkyd System: MPI EXT 6.4B. a. Prime Coat: Exterior [alkyd] [oil] wood primer. b. Intermediate Coat: Exterior alkyd enamel matching topcoat. c. Topcoat: Exterior alkyd enamel [(flat)] [(semigloss)] [(gloss)]. K. Wood Shingle and Shake Substrates (Excluding Roofs): 1. Latex System: MPI EXT 6.6E. 02/04 (R 05/05) a. Prime Coat: Exterior latex wood primer. b. Intermediate Coat: Exterior latex matching topcoat. c. Topcoat: Exterior latex [(flat)] [(semigloss)] [(gloss)]. 2. Latex Over Alkyd Primer System: MPI EXT 6.6A. a. Prime Coat: Exterior [alkyd] [oil] wood primer. b. Intermediate Coat: Exterior latex matching topcoat. c. Topcoat: Exterior latex [(flat)] [(semigloss)] [(gloss)]. EXTERIOR PAINTING 099113 -10 ON Copyright 2004 and 2005 AIA MASTERSPEC Short Form 02/04 (R 05105) W 3. Alkyd System: MPI EXT 6.613. a. Prime Coat: Exterior [alkyd] [oil] wood primer. b. Intermediate Coat: Exterior alkyd enamel matching topcoat. C. Topcoat: Exterior alkyd enamel [(flat)] [(semigloss)] [(gloss)]. L. Dimension Lumber Substrates, Nontraffic Surfaces: Including [board siding] [fencing] [undersides of decking] <Insert description 1. Latex System: MPI EXT 6.2M. a. Prime Coat: Exterior latex wood primer. b. Intermediate Coat: Exterior latex matching topcoat. W„ C. Topcoat: Exterior latex [(flat)] [(semigloss)] [(gloss)]. 2. Latex Over Alkyd Primer System: MPI EXT 6.2A. a. Prime Coat: Exterior [alkyd] [oil] wood primer. b. Intermediate Coat: Exterior latex matching topcoat. C. Topcoat: Exterior latex [(flat)] [(semigloss)] [(gloss)]. 3. Alkyd System: MPI EXT 6.2C. YW a. Prime Coat: Exterior [alkyd] [oil] wood primer. b. Intermediate Coat: Exterior alkyd enamel matching topcoat. C. Topcoat: Exterior alkyd enamel [(flat)] [(semigloss)] [(gloss)]. M. Dimension Lumber Substrates, Traffic Surfaces: Including [lumber decking] [stairs] <Insert description 1r 1. Latex System: MPI EXT 6.513. a. Prime Coat: Exterior latex wood primer. 1W b. Intermediate Coat: Interior /exterior latex floor and porch (low gloss). C. Topcoat: Interior /exterior latex floor and porch (low gloss). #6 1) With additive to increase skid resistance of painted surface. 2. Latex Over Alkyd Primer System: MPI EXT 6.5A. Wr a. Prime Coat: Exterior alkyd wood primer. b. Intermediate Coat: Interior /exterior latex floor and porch (low gloss). Iw C. Topcoat: Interior /exterior latex floor and porch (low gloss). I) With additive to increase skid resistance of painted surface. Yr 3. Alkyd Floor Enamel System: MPI EXT 6.513. a. Prime Coat: Exterior /interior alkyd floor enamel (gloss). hr b. Intermediate Coat: Exterior /interior alkyd floor enamel (gloss). C. Topcoat: Exterior /interior alkyd floor enamel (gloss). im EXTERIOR PAINTING 099113-11 kid Copyright 2004 and 2005 AIA MASTERSPEC Short Form 1) With additive to increase skid resistance of painted surface. N. Plastic Trim Fabrication Substrates: 1. Latex System: MPI EXT 6.8A. a. Prime Coat: Bonding primer [(water based)] [(solvent based)]. b. Intermediate Coat: Exterior latex matching topcoat. C. Topcoat: Exterior latex [(flat)] [(semigloss)] [(gloss)]. 2. Alkyd System: MPI EXT 6.8B. a. Prime Coat: Bonding primer [(water based)] [(solvent based)]. b. Intermediate Coat: Exterior alkyd enamel matching topcoat. C. Topcoat: Exterior alkyd enamel [(flat)] [(semigloss)] [(gloss)]. O. Stucco Substrates: 02/04 (R 05105) 1. Latex System: MPI EXT 9.1 A. a. Prime Coat: Exterior latex matching topcoat. b. Intermediate Coat: Exterior latex matching topcoat. C. Topcoat: Exterior latex [(flat)] [(semigloss)] [(gloss)]. 2. Latex Over Alkali- Resistant Primer System: MPI EXT 9.1J. a. Prime Coat: Alkali- resistant primer. b. Intermediate Coat: Exterior latex matching topcoat. C. Topcoat: Exterior latex [(flat)] [(semigloss)] [(gloss)]. 3. High -Build Latex System: MPI EXT 9.1 H, applied to form dry film thickness of not less than 10 mils (0.25 mm). a. Prime Coat: As recommended in writing by topcoat manufacturer. b. Intermediate Coat: As recommended in writing by topcoat manufacturer. C. Topcoat: High -build latex (exterior). P. Exterior Gypsum Board Substrates: 1. Latex System: MPI EXT 9.2A. a. Prime Coat: Exterior latex matching topcoat. b. Intermediate Coat: Exterior latex matching topcoat. C. Topcoat: Exterior latex [(flat)] [(semigloss)] [(gloss)]. END OF SECTION 099113 EXTERIOR PAINTING 099113-12 1.1 SUMMARY SECTION 099123 - INTERIOR PAINTING PART 1 - GENERAL A. This Section includes surface preparation and the application of paint systems on the following interior substrates: 1. Concrete. 2. Clay masonry. 3. Concrete masonry units (CMU). 4. Steel. 5. Galvanized metal. 6. Aluminum (not anodized or otherwise coated). 7. Wood. 8. Gypsum board. 9. Plaster. 10. Spray - textured ceilings. 11. Cotton or canvas insulation covering. 1.2 SUBMITTALS A. Product Data: For each type of product indicated. B. Samples: For each finish and for each color and texture required. C. Product List: Printout of current "MPI Approved Products List" for each product category specified in Part 2, with the proposed product highlighted. D. LEED Submittals: For Credit EQ 4.2, manufacturers' product data for paints, including printed statement of VOC content and chemical components. 1.3 QUALITY ASSURANCE A. MP1 Standards: 1. Products: Complying with MPI standards indicated and listed in "MPI Approved Products List." 2. Preparation and Workmanship: Comply with requirements in "MPI Architectural Painting Specification Manual" for products and paint systems indicated. B. Mockups: Apply benchmark samples of each paint system indicated and each color and finish selected to verify preliminary selections made under sample submittals and to demonstrate aesthetic effects and set quality standards for materials and execution. INTERIOR PAINTING 099123 -1 Copyright 2004 and 2005 AIA MAS TERSPEC Short Form 02/04 (R 05/05) 1. Architect will select one surface to represent surfaces and conditions for application of each paint system specified in Part 3. a. Wall and Ceiling Surfaces: Provide samples of at Least 100 sq. 11. (9 sq. m). b. Other Items: Architect will designate items or areas required. 2. Apply benchmark samples after permanent lighting and other environmental services have been activated. 3. Final approval of color selections will be based on benchmark samples. a. If preliminary color selections are not approved, apply additional benchmark samples of additional colors selected by Architect at no added cost to Owner. 1.4 EXTRA MATERIALS A. Furnish extra materials described below that are from same production run (batch mix) as materials applied and that are packaged for storage and identified with labels describing contents. 1. Quantity: Furnish an additional [5] < Insert number> percent, but not less than [1 gal. �+ (3.8 L)] <Insert number> of each material and color applied. PART 2 - PRODUCTS 2.1 PAINT, GENERAL A. Material Compatibility: 1. Provide materials for use within each paint system that are compatible with one another and substrates indicated, under conditions of service and application as demonstrated by manufacturer, based on testing and field experience. 2. For each coat in a paint system, provide products recommended in writing by manufacturers of topcoat for use in paint system and on substrate indicated. B. Chemical Components of Field - Applied Interior Paints and Coatings: Provide products that comply with the following limits for VOC content, exclusive of colorants added to a tint base, when calculated according to 40 CFR 59, Subpart D (EPA Method 24) and the following chemical restrictions; these requirements do not apply to primers or finishes that are applied in a fabrication or finishing shop: 1. Flat Paints and Coatings: VOC content of not more than 50 g/L. 2. Nonflat Paints and Coatings: VOC content of not more than 150 g/L. 3. Aromatic Compounds: Paints and coatings shall not contain more than 1.0 percent by weight of total aromatic compounds (hydrocarbon compounds containing one or more benzene rings). 4. Restricted Components: Paints and coatings shall not contain any of the following: a. Acrolein. b. Acrylonitrile. INTERIOR PAINTING 099123 - 2 r+ Copyright 2004 and 2005 AIA MASTERSPEC Short Form 02/04 (R 05105) im C. Antimony. d. Benzene. e. Butyl benzyl phthalate. w f. Cadmium. g. Di (2- ethylhexyl) phthalate. h. Di -n -butyl phthalate. i. Di- n -octyl phthalate. j. 1,2 -dichlorobenzene. k. Diethyl phthalate. 1. Dimethyl phthalate. m. Ethylbenzene. n. Formaldehyde. o. Hexavalent chromium. Yr p. Isophorone. q. Lead. r. Mercury. ,y S. Methyl ethyl ketone. t. Methyl isobutyl ketone. U, Methylene chloride. ]V V. Naphthalene. W. Toluene(methylbenzene). X. 1, 1, 1 -trichloroethane. y. Vinyl chloride. C. Colors: [As selected by Architect from manufacturer's full range] [Match Architect's samples] [As indicated in a color schedule] <Insert requirements. �d 2.2 BLOCK FILLERS W A. Interior/Exterior Latex Block Filler: MPI #4. Yr 1. VOC Content: E Range of [E2] [E3]. 2.3 PRIMERS /SEALERS it A. Interior Latex Primer /Sealer: MPI #50. ly 1. VAC Content: E Range of [El] [E2] [E3]. 2. Environmental Performance Rating: [EPR 1] [EPR 2] [EPR 31. w B. Interior Alkyd Primer /Sealer: MPI #45. 1. VOC Content: E Range of [El] [E2]. IN C. Wood -Knot Sealer: Sealer .,,,,,,.._ended in Writing by topcoat manufacturer for use in paint systems indicated. v INTERIOR PAINTING ;IIJ7i�CIIG3 it Copyright 2004 and 2005 ALA MASTERSPEC Short Form 02/04 (R 05/05) 2.4 METAL PRIMERS A. Alkyd Anticorrosive Metal Primer. MPI #79. 1. VOC Content: E Range of [El] [E2]. B. Quick - Drying Alkyd Metal Primer: MPI #76. 1. VOC Content: E Range of [El] [E2] [E3]. C. Rust - Inhibitive Primer (Water Based): MPI #107. I. VOC Content: E Range of [El] [E2] [E3]. 2. Environmental Performance Rating: [EPR 1] [EPR 2] [EPR 3]. D. Cementitious Galvanized -Metal Primer: MPI #26. I. VOC Content: E Range of El. E. Waterborne Galvanized -Metal Primer: MPI #134. 1. VOC Content: E Range of [El] [E2] [E3]. 2. Environmental Performance Rating: [EPR 1] [EPR 2] [EPR 3]. F. Vinyl Wash Primer: MPI #80. 1. VOC Content: E Range of [E2] [E3]. G. Quick- Drying Primer for Aluminum: MPI #95. 1. VOC Content: E Range of [E1] [E2] [E3]. 2.5 WOOD PRIMERS A. Interior Latex -Based Wood Primer: MPI #39. 1. VOC Content: E Range of [E1] [E2] [E3]. 2. Environmental Performance Rating: [EPR 1] [EPR 2] [EPR 3]. 2.6 LATEX PAINTS A. Interior Latex (Flat): MPI #53 (Gloss Level 1). I . VOC Content: E Range of [El] [E2] [E3]. 2. Environmental Performance Rating: [EPR 0.5] [EPR 1.5] [EPR 2S]. B. Interior Latex (Low Sheen): MPI #44 (Gloss Level 2). 1. VOC Content: E Range of [E1] [E2] [E3]. 2. Environmental Performance Rating: [EPR 1] [EPR 2] [EPR 3]. INTERIOR PAINTING 099123 - 4 I+ Copyright 2004 and 2005 AIA MASTERSPEC Short Fort 02/04 (R 05105) No W 17 W W IY+ Yr W W 6 tw No w W C. Interior Latex (Eggshell): MPI #52 (Gloss Level 3). 1. VOC Content: E Range of [El] [E2] [E3]. 2. Environmental Performance Rating: [EPR 1] [EPR 21 [EPR 3]. D. Interior Latex (Satin): MPI #43 (Gloss Level 4). 1. VOC Content: E Range of [El] [E2] [E3]. 2. Environmental Performance Rating: [EPR 1S1 [EPR 2] [EPR 2.5] [EPR 3.5]. E. Interior Latex (Semigloss): MPI #54 (Gloss Level 5). 1. VOC Content: E Range of [El] [E2] [E3]. 2. Environmental Performance Rating: [EPR 2] [EPR 31 [EPR 4]. F. Interior Latex (Gloss): MPI #114 (Gloss Level 6, except minimum gloss of 65 units at 60 deg). 1. VOC Content: E Range of [El] [E2] [E3]. 2. Environmental Performance Rating: [EPR 2] [EPR 3] [EPR 4]. G. Institutional Low- OdorNOC Latex (Flat): MPI #143 (Gloss Level 1). 1. VOC Content: E Range of E3. 2. Environmental Performance Rating: [EPR 4] [EPR 5.5]. H. Institutional Low- OdorNOC Latex (Low Sheen): MPI #144 (Gloss Level 2). 1. VOC Content: E Range of E3. 2. Environmental Performance Rating: EPR 4.5. I. Institutional Low- OdorNOC Latex (Eggshell): MPI #145 (Gloss Level 3). 1. VOC Content: E Range of E3. 2. Environmental Performance Rating: EPR 4.5. J. Institutional Low- OdorNOC Latex (Semigloss): MPI #147 (Gloss Level 5). 1. VOC Content: E Range of E3. 2. Environmental Performance Rating: [EPR 3] [EPR 5S]. K. High-Per .ce Architectural Latex (Low Sheen): MPI #138 (Gloss Level 2). 1. VOC Content: E Range of [El] [E2] [E3]. 2. Environmental Performance Rating: [EPR 4] [EPR 5] [EPR 6]. L. High Performance Architectural Latex (Eggshell): MPI #139 (Gloss Level 3). 1. VOC Content: E Range of [E2] [E3]. 2. Environmental Performance Rating: [EPR 5] [EPR 6]. M. High Performance Architectural Latex (Satin): MPI #140 (Gloss Level 4). INTERIOR PAINTING 099123-5 it Copyright 2004 and 2005 AIA MASTERSPEC Short Form 1. VOC Content: E Range of [El] [E3]. 2. Environmental Performance Rating: [EPR 4.5] [EPR 6.5]. N. High - Performance Architectural Latex (Semigloss): MPI #141 (Gloss Level 5). 1. VOC Content: E Range of [El] [E2] [E3]. 2. Environmental Performance Rating: [EPR 5] [EPR 6] [EPR 7]. O. Exterior Latex (Flat): MPI #10 (Gloss Level 1). 1. VOC Content: E Range of [El] [E2] [E3]. P. Exterior Latex (Semigloss): MPI #11 (Gloss Level 5). 1. VOC Content: E Range of [El] [E2] [E3]. Q. Exterior Latex (Gloss): MPI #119 (Gloss Level 6, except minimum gloss of 65 units at 60 deg). I. VOC Content: E Range of [El] [E2] [E3]. 2.7 ALKYD PAINTS A. Interior Alkyd (Flat): MPI #49 (Gloss Level 1). I. VOC Content: E Range of [El] [E2] [E3]. B. Interior Alkyd (EggsheIl): MPI #51 (Gloss Level 3). 1. VOC Content: E Range of [El] [E2]. C. Interior Alkyd (Semigloss): MPI #47 (Gloss Level 5). 1. VOC Content: E Range of [El] [E2]. 2. Environmental Performance Rating: [EPR 1] [EPR 2] [EPR 3]. D. Interior Alkyd (Gloss): MPI #48 (Gloss Level 6). 1. VOC Content: E Range of [El] [E2]. 2.8 QUICK -DRYING ENAMELS A. Quick- Drying Enamel (Semigloss): MPI #81 (Gloss Level 5). 1. VOC Content: E Range of [El] [E2] [E3]. 13. Quick - Drying Enamel (High Gloss): MPI #96 (Gloss Level 7). I. VOC Content: E Range of [El] [E2] [E3]. 02/04 (R 05/05) INTERIOR PAINTING 099123 - 6 b+ Copyright 2004 and 2005 AIA MASTERSPEC Short Form 02/04 (R 05105) 2.9 TEXTURED COATING A. Latex Stucco and Masonry Textured Coating: MPI #42. 1. VOC Content: E Range of [E2] [E3]. r" 2.10 DRY FOG/FALL COATINGS A. Latex Dry Fog/Fall: MPI #118. 1. VOC Content: E Range of [El] [E2] [E3]. 2. Environmental Performance Rating: [EPR 11 [EPR 2] [EPR 3). B. Waterbome Dry Fall: MPI #133. 1. VOC Content: E Range of [Ell [E2] [E3]. 2. Environmental Performance Rating: [EPR 1] [EPR 21 [EPR 3]. C. Interior Alkyd Dry Fog/Fall: MPI #55. 1. VOC Content: E Range of [El] [E2] [E3]. ib 2.11 ALUMINUM PAINT ii A. Aluminum Paint: MPI #1. I. VOC Content: E Range of [El] [E2] [E3]. 2.12 FLOOR COATINGS WJ A. Interior Concrete Floor Stain: MPI #58. 1. VOC Content: E Range of [Ell [E2] [E3]. 2. Environmental Performance Rating: EPR 2. B. Interior/Exterior Clear Concrete Floor Sealer (Water Based): MPI #99. 1. VOC Content: E Range of [El] [E2] [E3]. C. Interior/Exterior Clear Concrete Floor Sealer (Solvent Based): MPI #104. Yr 1. VOC Content: E Range of [El] [E2]. ad D. Interior/Exterior Latex Floor and Porch Paint (Low Gloss): MPI #60 (maximum Gloss Level 3). W I VOC Content: E Range of [E2] (E3]. 2. Environmental Performance Rating: EPR 3. u INTERIOR PAINTING 099123-7 im Copyright 2004 and 2005 ALA MASTERSPEC Short Form 02/04 (R 05 /05) E. Exterior/Interior Alkyd Floor Enamel (Gloss): MPI #27 (Gloss Level 6). 1. VOC Content: E Range of [E1] [E2]. 2. Additives: Manufacturer's standard additive to increase skid resistance of painted surface. PART 3 - EXECUTION 3.1 EXAMINATION A. Examine substrates and conditions, with Applicator present, for compliance with requirements for maximum moisture content and other conditions affecting performance of work. B. Maximum Moisture Content of Substrates: When measured with an electronic moisture meter as follows: 1. Concrete: 12 percent. 2. Masonry (Clay and CMU): 12 percent. 3. Wood: 15 percent. 4. Gypsum Board: 12 percent. 5. Plaster: 12 percent. C. Verify suitability of substrates, including surface conditions and compatibility with existing finishes and primers. D. Begin coating application only after unsatisfactory conditions have been corrected and surfaces are dry. 1. Beginning coating application constitutes Contractor's acceptance of substrates and conditions. 3.2 PREPARATION AND APPLICATION A. Comply with manufacturer's written instructions and recommendations in "MPI Architectural Painting Specification Manual" applicable to substrates indicated. B. Clean substrates of substances that could impair bond of paints, including dirt, oil, grease, and incompatible paints and encapsulants. 1. Remove incompatible primers and reprime substrate with compatible primers as required to produce paint systems indicated. C. Apply paints to produce surface films without cloudiness, spotting, holidays, laps, brush marks, roller tracking, runs, sags, ropiness, or other surface imperfections. Cut in sharp lines and color breaks. D. Painting Mechanical and Electrical Work: Paint items exposed in equipment rooms and occupied spaces including, but not limited to, the following: INTERIOR PAINTING 099123 - 8 Copyright 2004 and 2005 AIA MASTERSPEC Short Form 02/04 (R 05/05) 1. Mechanical Work: a. Uninsulated metal piping. b. Uninsulated plastic piping. c. Pipe hangers and supports. d. Tanks that do not have factory- applied final finishes. e. Visible portions of internal surfaces of metal ducts, without liner, behind air inlets and outlets. f. Duct, equipment, and pipe insulation having cotton or canvas insulation covering or other paintable jacket material. g. Mechanical equipment that is indicated to have a factory-primed finish for field painting. h. <Insert mechanical items to be painted.> 2. Electrical Work: a. Switchgear. b. Panelboards. c. Electrical equipment that is indicated to have a factory- primed finish for field painting. d. <lnsert electrical items to be painted.> E. Protect work of other trades against damage from paint application. Correct damage to work of other trades by cleaning, repairing, replacing, and refinishing, as approved by Architect, and leave in an undamaged condition. F. At completion of construction activities of other trades, touch up and restore damaged or defaced painted surfaces. 3.3 INTERIOR PAINTING SCHEDULE A. Concrete Substrates, Nontraffic Surfaces: 1. Latex System: MPI INT 3.1E. a. Prime Coat: Interior latex matching topcoat. b. Intermediate Coat: Interior latex matching topcoat. c. Topcoat: Interior latex [(flat)] [(low sheen)] [(eggshell)] [(satin)] [(semigloss)] [(gloss)]. 2. Latex Over Sealer System: MPI INT 3.1A. a. Prime Coat: Interior latex primer /sealer. b. Intermediate Coat: Interior latex matching topcoat. c. Topcoat: Interior latex [(flat)] [(low sheen)] [(eggshell)] [(satin)] [(semigloss)] [(gloss)]. 3. Latex Over Latex Aggregate System: MPI INT 3.1B. a. Prime Coat: Latex stucco and masonry textured coating. INTERIOR PAINTING 099123 - 9 Copyright 2004 and 2005 AIA MASTERSPEC Short Form b. Intermediate Coat: Exterior latex matching topcoat. C. Topcoat: Exterior latex [(flat)] [(semigloss)] [(gloss)]. 02/04 (R 05105) 4. Alkyd System: MPI INT 3.11). a. Prime Coat: Interior latex primer /sealer. b. Intermediate Coat: Interior alkyd matching topcoat. C. Topcoat: Interior alkyd [(flat)] [(eggshell)] [(semigloss)] [(gloss)]. 5. Institutional Low- OdorNOC Latex System: MPI INT 3.1M. a. Prime Coat: Institutional low- odorNOC interior latex matching topcoat. b. Intermediate Coat: Institutional low-0dorNOC interior latex matching topcoat. c. Topcoat: Institutional low- odorNOC interior latex [(flat)] [(low sheen)] [(eggshell)] [(semigloss)]. 6. High Performance Architectural Latex System: MPI INT MC. a. Prime Coat: Interior latex primer /sealer. b. Intermediate Coat: High performance architectural latex matching topcoat. C. Topcoat: High performance architectural latex [(low sheen)] [(eggshell)] [(satin)] [(semigloss)]. n Concrete Substrates, Traffic Surfaces: 1. Latex Floor Enamel System: MPI INT 3.2A. a. Prime Coat: Interior /exterior latex floor and porch paint (low gloss). b. Intermediate Coat: Interior /exterior latex floor and porch paint (low gloss). C. Topcoat: Interior /exterior latex floor and porch paint (low gloss). 2. Alkyd Floor Enamel System: MPI INT 3.2B. a. Prime Coat: Exterior /interior alkyd floor enamel (gloss). b. Intermediate Coat: Exterior /interior alkyd floor enamel (gloss). C. Topcoat: Exterior /interior alkyd floor enamel (gloss). 3. Concrete Stain System: MPI INT 3.213. a. First Coat: Interior concrete floor stain. b. Topcoat: Interior concrete floor stain. 4. Clear Sealer System: MPI INT 3.2F. a. First Coat: Interior /exterior clear concrete floor sealer (solvent based). b. Topcoat: Interior /exterior clear concrete floor sealer (solvent based). 5. Water -Based Clear Sealer System: MPI INT 3.2G. a. First Coat: Interior /exterior clear concrete floor sealer (water based). b. Topcoat: Interior /exterior clear concrete floor sealer (water based). INTERIOR PAINTING 099123-10 r r r i. 17 in 4 M r r r r r ANN r. sr Copyright 2004 and 2005 AIA MASTERSPEC Short Form 02/04 (R 05/05) y C. Clay- Masonry Substrates: 1. Latex System: MPI INT 4.1A. 6 a. Prime Coat: Interior latex matching topcoat. b. Intermediate Coat: Interior latex matching topcoat. C. Topcoat: Interior latex [(flat)] [(low sheen)] [(eggshell)] [(satin)] [(semigloss)] [(gloss)]. 2. Alkyd System: MPI INT 4.1D. YW a. Prime Coat: Interior latex primer /sealer. b. Intermediate Coat: Interior alkyd matching topcoat. l C. Topcoat: Interior alkyd [(flat)] [(eggshell)] [(semigloss)] [(gloss)]. 3. Latex Aggregate System: MPI INT 4.1 B. ii a. Prime Coat: As -...,......ended in writing by topcoat manufacturer. b. Intermediate Coat: As .............ended in writing by topcoat manufacturer. C. Topcoat: Latex stucco and masonry textured coating. Yr 4. Institutional Low- OdorNOC Latex System: MPI INT 4.IM. a. Prime Coat: Institutional low- odorNOC interior latex matching topcoat. b. Intermediate Coat: Institutional low- odorNOC interior latex matching topcoat. c. Topcoat: Institutional low- odorNOC interior latex [(flat)] [(low sheen)] 1W [(eggshell)] [(semigloss)]. 5. High Performance Architectural Latex System: MPI INT 4.1 L. a. Prime Coat: High performance architectural latex matching topcoat. b. Intermediate Coat: High performance architectural latex matching topcoat. C. Topcoat: High- performance architectural latex [(low sheen)] [(eggshell)] [(satin)] [(semigloss)]. D. CMU Substrates: Yr 1. Latex System: MPI INT 4.2A. a. Prime Coat: Interior /exterior latex block filler. b. Intermediate Coat: Interior latex matching topcoat. C. Topcoat: Interior latex [(flat)] [(low sheen)] [(eggshell)] [(satin)] [(semigloss)] [(gloss)]. W 2. Alkyd System: MPI INT 4.2C. 1r a. Prime Coat: Interior /exterior latex block filler. b. Intermediate Coat: Interior alkyd matching topcoat. C. Topcoat: Interior alkyd [(flat)] [(eggshell)] [(semigloss)] [(gloss)]. sr 3. Alkyd Over Latex Sealer System: MPI INT 4.2N. Ya INTERIOR PAINTING 099123-11 Im Copyright 2004 and 2005 AIA MASTERSPEC Short Form 02/04 (R 05105) a. Prime Coat: Interior /exterior latex block filler. b. Sealer Coat: Interior latex primer /sealer. C. Intermediate Coat: Interior alkyd matching topcoat. d. Topcoat: Interior alkyd [(flat)] [(eggshell)] [(semigloss)] [(gloss)]. 4. Institutional Low- OdorNOC Latex System: MPI INT 4.213. a. Prime Coat: Interior /exterior latex block filler. b. Intermediate Coat: Institutional low- odorNOC interior latex matching topcoat. C. Topcoat: Institutional low- odorNOC interior latex [(flat)] [(low sheen)] [(eggshell)] [(semigloss)]. 5. High Performance Architectural Latex System: MPI INT 4.21). a. Prime Coat: Interior /exterior latex block filler. b. Intermediate Coat: High- performance architectural latex matching topcoat. C. Topcoat: High performance architectural latex [(low sheen)] [(eggshell)] [(satin)] [(semigloss)]. E. Steel Substrates: Quick- Drying Enamel System: MPI INT S.IA. a. Prime Coat: Quick -drying alkyd metal primer. b. Intermediate Coat: Quick -drying enamel matching topcoat. C. Topcoat: Quick drying enamel [(semigloss)] [(high gloss)]. 2. Water -Based Dry-Fall System: MPI INT 5.1C. a. Prime Coat: [Alkyd anticorrosive] [Quick -drying alkyd] metal primer. b. Topcoat: [Latex dry fog/fall] [Waterborne dry fall]. 3. Alkyd Dry-Fall System: MPI INT 5.1 D. a. Prime Coat: [Alkyd anticorrosive] [Quick drying alkyd] metal primer. b. Topcoat: hterior alkyd dry fog/fall. 4. Latex Over Alkyd Primer System: MPI INT 5.1 Q. a. Prime Coat: [Alkyd anticorrosive] [Quick drying alkyd] metal primer. b. Intermediate Coat: Interior latex matching topcoat. C. Topcoat: Interior latex [(flat)] [(low sheen)] [(eggshell)] [(satin)] [(semigloss)] [(gloss)]. 5. Alkyd System: MPI INT 5.1 E. a. Prime Coat: [Alkyd anticorrosive] [Quick -drying alkyd] metal primer. b. Intermediate Coat: Interior alkyd matching topcoat. C. Topcoat: Interior alkyd [(flat)] [(eggshell)] [(semigloss)] [(gloss)]. 6. Aluminum Paint System: MPI INT 5.1M. INTERIOR PAINTING 099123-12 Copyright 2004 and 2005 AIA MASTERSPEC Short Form 02/04 (R 05/05) a. Prime Coat: [Alkyd anticorrosive] [Quick- drying alkyd] metal primer. b. Intermediate Coat: Aluminum paint. c. Topcoat: Aluminum paint. 7. Institutional Low -OdorNOC Latex System: MPI INT 5.1S. a. Prime Coat: Rust- inhibitive primer (water based). b. Intermediate Coat: Institutional low- odorNOC interior latex matching topcoat. c. Topcoat: Institutional low - odorNOC interior latex [(flat)] [(low sheen)] [(eggshell)] [(semigloss)]. 8. High - Performance Architectural Latex System: MPI INT 5.1R. a. Prime Coat: [Alkyd anticorrosive] [Quick - drying alkyd] metal primer. b. Intermediate Coat: High-performance architectural latex matching topcoat. c. Topcoat: High - performance architectural latex [(low sheen)] [(eggshell)] [(satin)] [(semigloss)]. F. Galvanized -Metal Substrates: 1. Water -Based Dry-Fall System: MPI INT 5.3H. a. Prime Coat: Waterborne dry fall. b. Topcoat: Waterbome dry fall. 2. Alkyd Dry-Fall System: MPI INT 5.3F. a. Prime Coat: Cementitious galvanized -metal primer. • b. Topcoat: Interior alkyd dry fog/fall. 3. Latex System: MPI INT 5.3A. a. Prime Coat: Cementitious galvanized -metal primer. b. Intermediate Coat: Interior latex matching topcoat. c. Topcoat: Interior latex [(flat)] [(low sheen)] [(eggshell)] [(satin)] [(semigloss)] [(gloss)]. 4. Latex Over Waterborne Primer System: MPI INT 5.3J. a. Prime Coat: Waterborne galvanized -metal primer. b. Intermediate Coat: Interior latex matching topcoat. c. Topcoat: Interior latex [(flat)] [(low sheen)] [(eggshell)] [(satin)] [(semigloss)] [(Boss)]. 5. Alkyd System: MPI INT 5.3C. a. Prime Coat: Cementitious galvanized -metal primer. b. Intermediate Coat: Interior alkyd matching topcoat. c. Topcoat: Interior alkyd [(flat)] [(eggshell)] [(semigloss)] [(gloss)]. 6. Aluminum Paint System: MPI INT 5.3G. INTERIOR PAINTING 099123 -13 Copyright 2004 and 2005 AIA MAS I L RSPEC Short Form a. Prime Coat: Cementitious galvanized -metal primer. b. Intermediate Coat: Aluminum paint. c. Topcoat: Aluminum paint. 7. Institutional Low- OdorNOC Latex System: MPI INT 5.3N. a. Prime Coat: Waterborne galvanized -metal primer. b. Intermediate Coat: Institutional low- odorNOC interior latex matching topcoat. c. Topcoat: Institutional low- odorNOC interior latex [(flat)] [(low sheen)] [(eggshell)] [(semigloss)]. 8. High - Performance Architectural Latex System: MPI INT 5.3M. a. Prime Coat: Waterborne galvanized -metal primer. b. Intermediate Coat: High - performance architectural latex matching topcoat. c. Topcoat: High - performance architectural latex [(tow sheen)] [(eggshell)] [(satin)] [(semigloss)]. G. Aluminum (Not Anodized or Otherwise Coated) Substrates: 1. Latex System: MPI INT 5.4H. a. Prime Coat: Quick - drying primer for aluminum. b. Intermediate Coat: Interior latex matching topcoat. c. Topcoat: Interior latex [(flat)] [(low sheen)] [(eggshell)] [(satin)] [(semigloss)] [(:loss/l. 2. Alkyd Over Vinyl Wash Primer System: MPI INT 5.4A. a. Prime Coat: Vinyl wash primer. b. Intermediate Coat: Interior alkyd matching topcoat. c. Topcoat: Interior alkyd [(flat)] [(eggshell)] [(semigloss)] [(gloss)]. 3. Alkyd Over Quick - Drying Primer System: MPI INT 5.47. a. Prime Coat: Quick -drying primer for aluminum. b. Intermediate Coat: Interior alkyd matching topcoat. c. Topcoat: Interior alkyd [(flat] [(eggshell)] [(semigloss)] [(gloss)]. 4. Aluminum Paint System: MPI INT 5.4D. a. Prime Coat: Vinyl wash primer. b. Intermediate Coat: Aluminum paint. c. Topcoat: Aluminum paint. 02/04 (R 05/05) 5. Institutional Low- OdorNOC Latex System: MPI INT 5.4G. a. Prime Coat: Quick -drying primer for aluminum. b. Intermediate Coat: Institutional low- odorNOC interior latex matching topcoat. c. Topcoat: Institutional lowodorNOC interior latex [(flat)] [(low sheen)] [(eggshell)] [(semigloss)]. INTERIOR PAINTING 099123 -14 W Copyright 2004 and 2005 AIA MASTERSPEC Short Form 02/04 (R 05105) km 6. High Performance Architectural Latex System: MPI INT 5.417. a. Prime Coat: Quick -drying primer for aluminum. Ism b. Intermediate Coat: High performance architectural latex thatching topcoat. C. Topcoat: High performance architectural latex [flow sheen)] [(eggshell)] [(satin)] [(semigloss)]. km H. Glue- Laminated Beam and Column Substrates: 1. Latex System: MPI INT 6.]M. YW a. Prime Coat: Interior latex -based wood primer. b. Intermediate Coat: Interior latex matching topcoat. (y, C. Topcoat: Interior latex [(flat)] [(low sheen)] [(eggshell)] [(satin)] [(semigloss)] [(gloss)]. 2. Latex Over Alkyd Primer System: MPI INT 6.1 A. a. Prime Coat: Interior alkyd primer /sealer. b. Intermediate Coat: Interior latex matching topcoat. C. Topcoat: hrterior latex [(flat)] [(low sheen)] [(eggshell)] [(satin)] [(semigloss)] [(gloss)]. 6 3. Alkyd System: MPI INT 6.113. a. Prime Coat: hrterior alkyd primer /sealer. 1W b. Intermediate Coat: Interior alkyd matching topcoat. c. Topcoat: Interior alkyd [(flat)] [(eggshell)] [(semigloss)] [(gloss)]. 4. Institutional Low- OdorNOC Latex System: MPI INT 6.1 Q. a. Prime Coat: Interior latex -based wood primer. b. Intermediate Coat: Institutional low- odorNOC interior latex matching topcoat. C. Topcoat: Institutional low- odorNOC interior latex [(flat)] [(low sheen)] [(eggshell)] [(semigloss)]. it 5. High Performance Architectural Latex System: MPI INT 6.1N. a. Prime Coat: Interior latex -based wood primer. it b. Intermediate Coat: High performance architectural latex matching topcoat. C. Topcoat: High performance architectural latex [(low sheen)] [(eggshell)] [(satin)] [(semigloss)]. I. Dressed Lumber Substrates: Including [architectural woodwork] [doors] <Insert description 1. Latex System: MPI INT 6.3T. a. Prime Coat: Interior latex -based wood primer. lrr b. Intermediate Coat: Interior latex matching topcoat. C. Topcoat: Interior latex [(semigloss)] [(gloss)]. iy INTERIOR PAINTING 099123-15 YW Copyright 2004 and 2005 AIA MASTERSPEC Short Form 2. Latex Over Alkyd Primer System: MPI INT 6.3U. a. Prime Coat: Interior alkyd primer /sealer. b. Intermediate Coat: Interior latex matching topcoat. c. Topcoat: Interior latex [(semigloss)] [(gloss)]. 3. Alkyd System: MPI INT 6.3B. a. Prime Coat: Interior alkyd primer /sealer. b. Intermediate Coat: Interior alkyd matching topcoat. c. Topcoat: interior alkyd [(eggshell)] [(semigloss)] [(gloss)]. 4. Institutional Low- OdorNOC Latex System: MPI INT 6.3V. 5. High - Performance Architectural Latex System: MPI INT 6.3A. 02/04 (R 05/05) a. Prime Coat: Interior latex -based wood primer. b. Intermediate Coat: Institutional low- odorNOC interior latex matching topcoat. c. Topcoat: Institutional low- odorNOC interior latex [(flat)] [(low sheen)] [(eggshell)] [(semigloss)]. a. Prime Coat: Interior latex -based wood primer. b. Intermediate Coat: High - performance architectural latex matching topcoat. c. Topcoat: High - performance architectural latex [(low sheen)] [(eggshell)] [(satin)] [(semigloss)]. J. Wood Panel Substrates: Including [painted plywood] [medium - density fiberboard] [hardboard] <Insert description>. 1. Latex System: MPI INT 6.4R. a. Prime Coat: Interior latex -based wood primer. b. Intermediate Coat: Interior latex matching topcoat. c. Topcoat: Interior latex [(semigloss)] [(gloss)]. 2. Latex Over Alkyd Primer System: MPI INT 6.4A. a. Prime Coat: Interior alkyd primer /sealer. b. Intermediate Coat: Interior latex matching topcoat. c. Topcoat: Interior latex [(flat)] [(low sheen)] [(eggshell)] [(satin)] [(semigloss)] [(gloss)]. 3. Alkyd System: MPI NT 6.4B. a. Prime Coat: Interior alkyd primer /sealer. b. Intermediate Coat: Interior alkyd matching topcoat. c. Topcoat: Interior alkyd [(flat)] [(eggshell)] [(semigloss)] [(gloss)]. 4. Institutional Low- OdorNOC Latex System: MPI INT 6.4T. a. Prime Coat: Interior latex -based wood primer. b. Intermediate Coat: Institutional low- odorNOC interior latex matching topcoat. INTERIOR PAINTING 099123 -16 Copyright 2004 and 2005 AIA MASTERSPEC Short Form 02/04 (R 05/05) c. Topcoat: Institutional low- odorNOC interior latex [(flat)] [(low sheen)] [(eggshell)] [(semigloss)]. 5. High - Performance Architectural Latex System: MPI INT 6.45. a. Prime Coat: Interior latex -based wood primer. b. Intermediate Coat: High- performance architectural latex matching topcoat. c. Topcoat: High- performance architectural latex [(low sheen)] [(eggshell)] [(satin)] [(semigloss)]. K. Dimension Lumber Substrates, Nontraffic Surfaces: Including [exposed joists] [exposed beams] <Insert description >. 1. Latex System: MPI INT 6.2D. a. Prime Coat: Interior latex -based wood primer. b. Intermediate Coat: Interior latex matching topcoat. c. Topcoat: Interior latex [(flat)] [(low sheen)] [(eggshell)] [(satin)] [(semigloss)] [(gloss)]. 2. Latex Over Alkyd Primer System: MPI INT 6.2A. a. Prime Coat: Interior alkyd primer /sealer. b. Intermediate Coat: Interior latex matching topcoat. c. Topcoat: Interior latex [(flat)] [Qow sheen)] [(eggshell)] [(satin)] [(semigloss)] [(gloss)]. 3. Alkyd System: MPI INT 6.2C. a. Prime Coat: Interior alkyd primer /sealer. b. Intermediate Coat: Interior alkyd matching topcoat. c. Topcoat: Interior alkyd [(flat)] [(eggshell)] [(semigloss)] [(gloss)]. 4. Institutional Low -OdorNOC Latex System: MPI INT 6.2L. a. Prime Coat: Interior latex -based wood primer. b. Intermediate Coat: Institutional low- odorNOC interior latex matching topcoat. c. Topcoat: Institutional lowodorNOC interior latex [(flat)] [(low sheen)] [(eggshell)] [(semigloss)]. 5. High - Performance Architectural Latex System: MPI NT 6.2B. a. Prime Coat: Interior alkyd printer /sealer. b. Intermediate Coat: High - performance architectural latex matching topcoat. c. Topcoat: High - performance architectural latex [(low sheen)] [(eggshell)] [(satin)] [(semigloss)]. L. Wood Substrates, Traffic Surfaces: 1. Latex Floor Paint System: MPI INT 6.5G. a. Prime Coat: Interior alkyd primer /sealer. INTERIOR PAINTING 099123 -17 Copyright 2004 and 2005 AIA MASTERSPEC Short Form 02/04 (R 05/05) 2. Alkyd Floor Enamel System: MPI INT 6.5A. M. Gypsum Board Substrates: 1. Latex System: MPI INT 9.2A. 2. Alkyd Over Latex Primer System: MPI INT 9.2C. 3. Institutional Low- Odor/VOC Latex System: MPI INT 9.2M. a. Prime Coat: Interior latex primer /sealer. b. Intermediate Coat: Institutional low- odorNOC interior latex matching topcoat. c. Topcoat: Institutional low- odorNOC interior latex [(flat)] [(low sheen)] [(eggshell)] [(semigloss)]. 4. High - Performance Architectural Latex System: MPI INT 9.2B. N. Plaster Substrates: b. Intermediate Coat: Interior /exterior latex floor and porch paint (low gloss). c. Topcoat: Interior /exterior latex floor and porch paint (low gloss). a. Prime Coat: Exterior /interior alkyd floor enamel (gloss). b. Intermediate Coat: Exterior /interior alkyd floor enamel (gloss). c. Topcoat: Exterior /interior alkyd floor enamel (gloss). a. Prime Coat: Interior latex [primer /sealer] [matching topcoat]. b. Intermediate Coat: Interior latex matching topcoat. c. Topcoat: Interior latex [(flat)] [(low sheen)] [(eggshell)] [(satin)] [(semigloss)] [(gloss)]. a. Prime Coat: Interior latex primer /sealer. b. Intermediate Coat: Interior alkyd matching topcoat. c. Topcoat: Interior alkyd [(flat)] [(eggshell)] [(semigloss)] [(gloss)]. a. Prime Coat: Interior latex primer /sealer. b. Intermediate Coat: High - performance architectural latex matching topcoat. c. Topcoat: High - performance architectural latex [(low sheen)] [(eggshell)] [(satin)] [(semigloss)]. 1. Latex System: MPI INT 9.2A. a. Prime Coat: Interior latex [primer /sealer] [matching topcoat]. b. Intermediate Coat: Interior latex matching topcoat. c. Topcoat: Interior latex [(flat)] [(low sheen)] [(eggshell)] [(satin)] [(semigloss)] [(gloss)]. 2. Latex Over Alkyd Primer System: MPI INT 9.2K. a. Prime Coat: Interior alkyd primer /sealer. b. Intermediate Coat: Interior latex matching topcoat. INTERIOR PAINTING 099123 - 18 b Copyright 2004 and 2005 AIA MASTERSPEC Short Form 02/04 (R 05/05) r C. Topcoat: Interior latex [(flat)] [(low sheen)] [(eggshell)] [(satin)] [(semigloss)] [(gloss)]. 3. Alkyd Over Latex Primer System: MPI INT 9.2C. a. Prime Coat: Interior latex primer /sealer. b. Intermediate Coat: Interior alkyd matching topcoat. C. Topcoat: Interior alkyd [(flat)] [(eggshell)] [(semigloss)] [(gloss)]. 4. Institutional Low- OdorNOC Latex System: MPI INT 9.2M. YW a. Prime Coat: Interior latex primer /sealer. b. Intermediate Coat: Institutional low- odorNOC interior latex matching topcoat. W C. Topcoat: Institutional lowodorNOC interior latex [(flat)] [(low sheen)] [(eggshell)] [(semigloss)]. Wa 5. High Performance Architectural Latex System: MPI INT 9.213. a. Prime Coat: Interior latex primer /sealer. b. Intermediate Coat: High performance architectural latex matching topcoat. im C. Topcoat: High performance architectural latex [(low sheen)] [(eggshell)] [(satin)] [(semigloss)]. Yw O. Spray Textured Ceiling Substrates: 1. Latex (Flat) System: MPI TNT 9.1A, spray applied. W a. Prime Coat: Interior latex [primer /sealer] [(flat)]. b. Topcoat: Interior latex (flat). 2. Latex System: MPI INT 9.1E, spray applied. a. Prime Coat: Interior latex matching topcoat. W b. Intermediate Coat: Interior latex matching topcoat. C. Topcoat: Interior latex [(flat)] [(low sheen)] [(eggshell)] [(satin)] [(semigloss)]. 3. Latex Over Alkyd Primer System: MPI INT 9.1 B. a. Prime Coat: Interior alkyd primer /sealer. it b. Topcoat: Interior latex [(flat)] [(low sheen)] [(eggshell)] [(satin)] [(semigloss)] [(gloss)]. tr 4. Alkyd (Flat) System: MPI INT 9.1C. a. Prime Coat: Interior alkyd (flat). b. Topcoat: Interior alkyd (flat). to 5. Alkyd System: MPI INT 9.113. a. Prime Coat: Interior alkyd primer /sealer. b. Intermediate Coat: Interior alkyd matching topcoat. C. Topcoat: Interior alkyd [(eggshell)] [(semigloss)] [(gloss)]. Ya INTERIOR PAINTING 099123-19 asp Copyright 2004 and 2005 AIA MASTERSPEC Short Form P. Cotton or Canvas Insulation- Covering Substrates: Including [pipe and duct coverings] <Insert description >. 1. Latex System: MPI /NT 10.1A. END OF SECTION 099123 02/04 (R 05/05) a. Prime Coat: Interior latex [primer /sealer] [matching topcoat]. b. Intermediate Coat: Interior latex matching topcoat. c. Topcoat: Interior latex [(flat)] [(low sheen)] [(eggshell)] [(satin)] [(semigloss)] [(gloss)]. 2. Alkyd Over Latex Primer System: MPI INT 10.1B. a. Prime Coat: Interior latex primer /sealer. b. Intermediate Coat: Interior alkyd matching topcoat. c. Topcoat: Interior alkyd [(flat)] [(eggshell)] [(semigloss)] [(gloss)]. 3. Aluminum Paint System: MPI INT 10.1C. a. Prime Coat: Interior latex primer /sealer. b. Intermediate Coat: Aluminum paint. c. Topcoat: Aluminum paint. 4. Institutional Low- OdorNOC Latex System: MPI INT 10.1D. a. Prime Coat: Interior latex primer /sealer. b. Intermediate Coat: Institutional low- odorNOC interior Iatex matching topcoat. c. Topcoat: Institutional Low- odorNOC interior latex [(flat)] [(low sheen)] [(eggshell)] [(semigloss)]. INTERIOR PAINTING 099123 - 20 No Copyright 2003 and 2005 AIA MASTERSPEC Short Form 11 /03 (R 05/05) im W 6 6 WW 6 0 1W IV, YAW 6, Wr lir IN r a SECTION 099600 HIGH PERFORMANCE COATINGS PART 1- GENERAL 1.1 SUMMARY A. This Section includes surface preparation and application of high- performance coating systems. 1.2 SUBMITTALS A. Product Data: For each type of product indicated. B. Samples for Initial Selection: For each type of finish-coat product indicated. C. Product List: For each product indicated. Cross reference products to coating system and locations of application areas. Use same designations indicated on Drawings and in schedules. D. LEED Submittals: For Credit EQ 4.2, manufacturers' product data for coatings, including printed statement of VOC content and chemical components. 1.3 QUALITY ASSURANCE A. Master Painters Institute (MPI) Standards: 1. Products: Complying with MPI standards indicated and listed in "MPI Approved Products List." 2. Preparation and Workmanship: Comply with requirements in "MPI Architectural Painting Specification Manual" for products and coating systems indicated. B. Mockups: Apply benchmark samples of each coating system indicated to verify preliminary selections made under sample submittals and to demonstrate aesthetic effects and set quality standards for materials and execution. 1. Architect will select one surface to represent surfaces and conditions for application of each type of coating and substrate. a. Wall and Ceiling Surfaces: Provide samples of at least 100 sq. ft. (9 sq. m). b. Other Items: Architect will designate items or areas required. 2. Apply benchmark samples after permanent lighting and other environmental services have been activated. 3. Final approval of color selections will be based on benchmark samples. a. If preliminary color selections are not approved, apply additional benchmark samples of additional colors selected by Architect at no added cost to Owner. HIGH PERFORMANCE COATINGS IN Copyright 2003 and 2005 AIA MASTERSPEC Short Form 11/03 (R 05/05) PART 2- PRODUCTS 2.1 HIGH - PERFORMANCE COATINGS, GENERAL A. Material Compatibility: 1. Provide materials for use within each coating system that are compatible with one another and substrates indicated, under conditions of service and application as demonstrated by manufacturer, based on testing and field experience. 2. Provide products of same manufacturer for each coat in a coating system. B. Chemical Components of Interior Paints and Coatings: Provide products that comply with the following limits for VOC content when calculated according to 40 CPR 59, Subpart D (EPA Method 24) and the following chemical restrictions: 1. Flat Paints and Coatings: VOC content of not more than 50 g/L. 2. Nonflat Paints and Coatings: VOC content of not more than 150 g/L. 3. Anticorrosive Coatings: VOC content of not more than 250 g2. 4. Stains: VOC content of not more than 250 g/L. 5. Aromatic Compounds: Paints and coatings shall not contain more than 1.0 percent by weight of total aromatic compounds (hydrocarbon compounds containing 1 or more benzene rings). 6. Restricted Components: Paints and coatings shall not contain any of the following: a. Acrolein. b. Acrylonitrile. c. Antimony. d. Benzene. e. Butyl benzyl phthalate. f. Cadmium. g. Di (2- ethylhexyl) phthalate. h. Di -n -butyl phthalate. i. Di- n -octyl phthalate. j. 1,2- dichlorobenzene. k. Diethyl phthalate. 1. Dimethyl phthalate. m. Ethylbenzene. n. Formaldehyde. o. Hexavalent chromium. p. Isophorone. q. Lead. r. Mercury. s. Methyl ethyl ketone. t. Methyl isobutyl ketone. u. Methylene chloride. v. Naphthalene. w. Toluene (methylbenzene). x. 1,1,1- trichloroethane. y. Vinyl chloride. HIGH- PERFORMANCE COATINGS 099600 - 2 Copyright 2003 and 2005 AIA MASTERSPEC Short Form 11/03 (R 05/05) C. Colors: [As selected by Architect from manufacturer's full range] [Match Architect's samples] [As indicated in color schedule] <Insert requirements >. 2.2 BLOCK FILLERS A. Interior/Exterior Latex Block Filler: MPI#4. I. VOC Content: Minimum E Range of [E2] [E3]. B. Epoxy Block Filler. MPI #116. I. VOC Content: Minimum E Range of [El] [E2] [E3]. 2.3 INTERIOR PRIMERS /SEALERS A. Interior Latex Primer /Sealer: MPI #50. 1. Environmental Characteristics: a. VOC Content: 1) Minimum E Range of [E2] [E3]. 2) Meets or exceeds LEED requirements for VOC content. b. Environmental Performance Rating (EPR): Minimum EPR [2] [3]. B. Interior Alkyd Primer /Sealer. MPI #45. 1. VOC Content: Minimum E Range of [El] [E2]. C. Interior Latex -Based Wood Primer: MPI #39. 1. Environmental Characteristics: a. VOC Content: 1) Minimum E Range of [El] [E2] [E3]. 2) Meets or exceeds LEED requirements for VOC content. b. Environmental Performance Rating (EPR): Minimum EPR [1) [2] [3]. D. Wood -Knot Sealer. White shellac or other sealer recommended in writing by manufacturer for this purpose. 2.4 METAL PRIMERS A. Inorganic Zinc Primer: MPI #19. I. VOC Content: Minimum E Range of [0] [El] [E2] [E3]. HIGH - PERFORMANCE COATINGS 099600 - 3 Copyright 2003 and 2005 AIA MASTERSPEC Short Form B. Epoxy Zinc Primer: MPI #20. 1. VOC Content: Minimum E Range of [El] [E2] [E3]. C. Rust - Inhibitive Primer (Water Based): MPI #107. 1. Environmental Characteristics: a. VOC Content: 1) Minimum E Range of [E1] [E2] [E3]. 2) Meets or exceeds LEED requirements for VOC content. b. Environmental Performance Rating (EPR): Minimum EPR [1] [2] [3]. D. Cold -Curing Epoxy Primer. MPI #101. 1. VOC Content: Minimum E Range of [El] [E3]. E. Alkyd Anticorrosive Metal Primer: MPI #79. 1. VOC Content: Minimum E Range of [El] [E2]. F. Quick -Dry Alkyd Metal Primer: MPI #76. I. VOC Content: Minimum E Range of [El] [E2] [E3]. G. Cementitious Galvanized -Metal Primer: MPI #26. 1. VOC Content: Minimum E Range of [El] [E2] [E3]. H. Waterborne Galvanized -Metal Primer: MPI #134. 1. Environmental Characteristics: a. VOC Content: 1) Minimum E Range of [El] [E2] [E3). 2) Meets or exceeds LEED requirements for VOC content. b. Environmental Performance Rating (EPR): Minimum EPR [1] [2] [3]. I. Quick- Drying Primer for Aluminum: MPI #95. 1. VOC Content: Minimum E Range of [E1] [E2] [E3]. J. Vinyl Wash Primer: MPI #80. 1. VOC Content: Minimum E Range of [E2] [E3]. 11/03 (R 05/05) HIGH- PERFORMANCE COATINGS 099600 - 4 6 it im 6 kki L id 6, bi iw 1r Is Copyright 2003 and 2005 AIA MASTERSPEC Short Form 2.5 WATER- BASED, LIGHT INDUSTRIAL COATINGS A. Gloss, Water Based, Light Industrial Coating: MPI #110 -G6. 1. Environmental Characteristics: a. VOC Content: Minimum E Range of E2. b. Environmental Performance Rating (EPR): Minimum EPR 2. B. Semigloss, Water Based, Light Industrial Coating: MPI #110 -G5. 1. Environmental Characteristics: a. VOC Content: 1) Minimum E Range of [E2] [E3]. 2) Meets or exceeds LEED requirements for VOC content. b. Environmental Performance Rating (EPR): Minimum EPR [2] [3]. C. Eggshell, Water Based, Light Industrial Coating: MPI #110 -G3. 1. Environmental Characteristics: a. VOC Content: 1) Minimum E Range of [E2] [E3]. 2) Meets or exceeds LEED requirements for VOC content. b. Environmental Performance Rating (EPR): Minimum EPR [2] [3]. 2.6 EPDXY COATINGS A. Epoxy, Cold Gored, Gloss: MPI #77. 1. VOC Content: Minimum E Range of [El] [E2] [E3]. B. Water -Based Epoxy (Interior and Exterior): MPI #115. 1. VOC Content: M inimum E Range of [El] [E2] [E3]. C. High -Build Epoxy Marine Coating, Low Gloss: MPI #108. 1. VOC Content: Minimum E Range of [El] [E2] [E3]. D. Epoxy Deck Coating: MPI #82. 1. VOC Content: Minimum E Range of [El] [E2] [F3]. E. Water -Based Epoxy Floor Paint: MPI #93. HIGH- PERFORMANCE COATINGS 11/03 (R 05/05) i1 Copyright 2003 and 2005 AIA MASTERSPEC Short Form 1. Environmental Characteristics: a. VOC Content: 1) Minimum E Range of [E1] [E2] [E3]. 2) Meets or exceeds LEED requirements for VOC content. b. Environmental Performance Rating (EPR): Minimum EPR [1] [2] [3]. 2.7 POLYURETHANE COATINGS A. Polyurethane, Two - Component, Pigmented, Gloss: MPI #72. 1. VOC Content: Minimum E Range of [El] [E2] [E3]. B. Two - Component, Aliphatic Polyurethane, Clear. MPI #78. 1. VOC Content: Minimum E Range of [E1] [E2] [E3]. C. Polyurethane, Moisture Cured, Clear, Gloss: MPI #31. I . VOC Content: Minimum E Range of [El] [E2] [E3]. D. Polyurethane, Moisture Cured, Clear, Flat: MPI #71. 1. VOC Content: Minimum E Range of E2. 11/03 (R 05/05) 2.8 INTERIOR HIGH - PERFORMANCE ARCHITECTURAL LATEX COATINGS A. High - Performance Architectural Latex, Velvet Finish: MPI #138, Gloss Level 2. I. Environmental Characteristics: a. VOC Content: 1) Minimum E Range of [El] [E2] [E3]. 2) Meets or exceeds LEED requirements for VOC content. b. Environmental Performance Rating (EPR): Minimum EPR [4] [5] [6]. B. High - Performance Architectural Latex, Eggshell Finish: MPI #139, Gloss Level 3. 1. Environmental Characteristics: a. VOC Content 1) Minimum E Range of [E2] [E3]. 2) Meets or exceeds LEED requirements for VOC content. b. Environmental Performance Rating (EPR): Minimum EPR [5] [6]. HIGH - PERFORMANCE COATINGS 099600 - 6 Copyright 2003 and 2005 ALA MASTERSPEC Short Form 11/03 (R 05/05) C. High - Performance Architectural Latex, Satin Finish: MPI #140, Gloss Level 4. 1. Environmental Characteristics: a. VOC Content: 1) Minimum E Range of [E1] [E3]. 2) Meets or exceeds LEED requirements for VOC content. b. Environmental Performance Rating (EPR): Minimum EPR [4.5] [6.5]. D. High - Performance Architectural Latex, Semigloss Finish: MPI #141, Gloss Level 5. I. Environmental Characteristics: a. VOC Content: I) Minimum E Range of [E1] [E2] [E3]. 2) Meets or exceeds LEED requirements for VOC content. b. Environmental Performance Rating (EPR): Minimum EPR [5] [6] [7]. 2.9 WOOD STAINS A. Exterior Semitransparent Stain (Solvent Based): MPI #13. 1. VOC Content: Minimum E Range of [El] [E2]. B. Interior Wood Stain, Semitransparent (Solvent Based): MPI #90. 1. VOC Content: Minimum E Range of [E1] [E2]. PART 3- EXECUTION 3.1 EXAMINATION A. Examine substrates and conditions, with Applicator present, for compliance with requirements for maximum moisture content and other conditions affecting performance of work. 1. Maximum Moisture Content of Substrates: When measured with an electronic moisture meter as follows: a. Concrete: 12 percent. b. Masonry (Clay and CMU): 12 percent. c. Wood: 15 percent. d. Gypsum Board: 12 percent. 2. Verify compatibility with and suitability of substrates, including compatibility with existing finishes or primers. HIGH - PERFORMANCE COATINGS 099600 - 7 Copyright 2003 and 2005 ALA MAS FERSPEC Short Form 3.2 PREPARATION 11/03 (R 05/05) 3. Begin coating application only after unsatisfactory conditions have been corrected and surfaces are dry. 4. Coating application indicates acceptance of surfaces and conditions. A. Comply with manufacturer's written instructions and recommendations in "MPI Architectural Painting Specification Manual" applicable to substrates indicated. B. Remove plates, machined surfaces, and similar items already in place that are not to be coated. If removal is impractical or impossible because of size or weight of item, provide surface - applied protection before surface preparation and coating. 1. After completing coating operations, reinstall items that were removed; use workers skilled in the trades involved. C. Clean substrates of substances that could impair bond of coatings, including dirt, oil, grease, and incompatible paints and encapsulants. 1. Remove incompatible primers and reprime substrate with compatible primers as required to produce coating systems indicated. D. Concrete Substrates: Remove release agents, curing compounds, efflorescence, and chalk. Do not coat surfaces if moisture content or alkalinity of surfaces to be coated exceeds that permitted in manufacturer's written instructions. E. Clay Masonry Substrates: Remove efflorescence and chalk. Do not coat surfaces if moisture content or alkalinity of surfaces to be coated exceeds that permitted in manufacturer's written instructions. F. CMU Substrates: Remove efflorescence and chalk. Do not coat surfaces if moisture content or alkalinity of surfaces to be coated exceeds that permitted in manufacturer's written instructions. G. Steel Substrates: Remove rust and loose mill scale using methods recommended in writing by coating manufacturer. H. Galvanized -Metal Substrates: Remove grease and oil residue from galvanized sheet metal fabricated from coil stock by mechanical methods to produce clean, lightly etched surfaces that promote adhesion of subsequently applied coatings. I. Aluminum Substrates: Remove surface oxidation. J. Wood Substrates: I. Scrape and clean small, dry, seasoned knots, and apply a thin coat of knot sealer before applying primer. 2. Sand surfaces that will be exposed to view and dust off. 3. Prime edges, ends, faces, undersides, and back sides of wood. 4. After priming, fill holes and imperfections in the finish surfaces with putty or plastic wood filler. Sand smooth when dried. HIGH - PERFORMANCE COATINGS 099600 - 8 i. Copyright 2003 and 2005 AIA MASTERSPEC Short Form 11/03 (R 05105) 3.3 APPLICATION A. Apply high performance coatings according to manufacturer's written instructions. 1. Use applicators and techniques suited for coating and substrate indicated. 2. Coat surfaces behind movable equipment and furniture same as similar exposed surfaces. Before final installation, coat surfaces behind permanently fixed equipment or furniture with prime coat only. 3. Coat back sides of access panels, removable or hinged covers, and similar hinged items to match exposed surfaces. Ylr B. Tint each undercoat a lighter shade to facilitate identification of each coat if multiple coats of the same material are to be applied. Tint undercoats to match color of finish coat, but provide 60 sufficient difference in shade of undercoats to distinguish each separate coat. C. If undercoats or other conditions show through final coat, apply additional coats until cured film Wr has a uniform coating finish, color, and appearance. D. Apply coatings to produce surface films without cloudiness, spotting, holidays, laps, brush marks, runs, sags, ropiness, or other surface imperfections. Produce sharp glass lines and color breaks. ly 3.4 CLEANING AND PROTECTION A. At end of each workday, remove rubbish, empty cans, rags, and other discarded materials from iW Project site. B. After completing coating application, clean spattered surfaces. Remove spattered coatings by L washing, scraping, or other methods. Do not scratch or damage adjacent finished surfaces. C. Protect work of other trades against damage from coating operation. Correct damage by cleaning, repairing, replacing, and recoating, as approved by Architect, and leave in an undamaged condition. D. At completion of construction activities of other trades, touch up and restore damaged or defaced coated surfaces. 3.5 EXTERIOR HIGH PERFORMANCE COATING SCHEDULE A. Concrete Substrates, Vertical Surfaces: V 1. Water Based, Light Industrial Coating System: a. Prime Coat: Water based, light industrial coating, MPI #110, gloss matching im topcoat. b. Intermediate Coat: [Not required] [Water- based, light- industrial coating, MPI #110, gloss matching topcoat]. iy C. Topcoat: Water based, light industrial coating, MPI #110 -G[6, gloss] [5, semigloss] [3, eggshell]. v HIGH PERFORMANCE COATINGS t dp IN Copyright 2003 and 2005 AIA MASTERSPEC Short Form 2. Epoxy Coating System: 3. Water -Based Epoxy Coating System: a. Prime Coat: Water -based epoxy (interior and exterior), MPI #115. b. Intermediate Coat: [Not required] [Water -based epoxy (interior and exterior), MPI #115]. c. Topcoat: Water -based epoxy (interior and exterior), MPI #115. B. Concrete Substrates, Horizontal Surfaces: 1. Epoxy Slip- Resistant Deck Coating System: a. Topcoat: Epoxy deck coating, MPI #82. C. Clay- Masonry Substrates: I. Water- Based, Light - Industrial Coating System: 2. Epoxy Coating System: D. CMU Substrates: a. Prime Coat: Epoxy, cold- cured, gloss, MPI #77. b. Intermediate Coat: [Not required] [Epoxy, cold - cured, gloss, MPI #77]. c. Topcoat: Epoxy, cold- cured, gloss, MPI #77. a. Prime Coat: Water - based, light - industrial coating, MPI #110, gloss matching topcoat. b. Intermediate Coat: [Not required] [Water - based, light - industrial coating, MPI #110, gloss matching topcoat]. c. Topcoat: Water - based, light - industrial coating, MPI #110 -G[6, gloss] [5, semigloss] [3, eggshell]. a. Prime Coat: Epoxy, cold- cured, gloss, MPI #77. b. Intermediate Coat: [Not required] [Epoxy, cold - cured, gloss, MPI #77]. c. Topcoat: Epoxy, cold - cured, gloss, MPI #77. 3. Water -Based Epoxy Coating System: 11/03 (R 05/05) a. Prime Coat: Water -based epoxy (interior and exterior), MPI #115. b. Intermediate Coat: [Not required] [Water -based epoxy (interior and exterior), MPI #115]. c. Topcoat: Water -based epoxy (interior and exterior), MPI #1 15. 4. Polyurethane, Pigmented, Over Epoxy Coating System: a. Prime Coat: Epoxy, cold - cured, gloss, MPI #77. b. Intermediate Coat: Epoxy, cold -cured, gloss, MPI #77. c. Topcoat: Polyurethane, two- component, pigmented, gloss, MPI #72. I. Water- Based, Light - Industrial Coating System: HIGH - PERFORMANCE COATINGS 099600 -10 Copyright 2003 and 2005 AIA MASTERSPEC Short Form 11/03 (R 05/05) a. Prime Coat: Interior /exterior latex block filler, MPI #4. b. Intermediate Coat: [Not required] [Water- based, light - industrial coating, MPI #110, gloss matching topcoat]. c. Topcoat: Water- based, light - industrial coating, MPI #110 -G[6, gloss] [5, semigloss] [3, eggshell]. 2. Epoxy Coating System: a. Block Filler. Epoxy block filler, MPI #116. b. Intermediate Coat: [Not required] [Epoxy, cold - cured, gloss, MPI #77]. c. Topcoat: Epoxy, cold - cured, gloss, MPI #77. 3. Water -Based Epoxy Coating System: a. Block Filler. Epoxy block filler, MPI #116. b. Intermediate Coat: [Not required] [Water -based epoxy (interior and exterior), MPI #115]. c. Topcoat: Water -based epoxy (interior and exterior), MPI #115. 4. Polyurethane, Pigmented, Over High -Build Epoxy Coating System: E. Steel Substrates: a. Block Filler: Epoxy block filler, MPI #116. b. Intermediate Coat: High -build epoxy marine coating, low gloss, MPI #108. c. Topcoat: Polyurethane, two- component, pigmented, gloss, MPI #72. 1. Water - Based, Light - Industrial Coating System: a. Prime Coat: [Inorganic zinc primer, MPI #19] [Alkyd anticorrosive metal primer, MPI #79] [Rust- inhibitive primer, (water based), MPI #107] [Cold - curing epoxy primer, MPI #101] primer. b. Intemrediate Coat: Water - based, light - industrial coating, MPI #110, gloss matching topcoat. c. Topcoat: Water - based, light - industrial coating, MPI #110-G[6, gloss] [5, semigloss] [3, eggshell]. 2. High -Build Epoxy Coating System: a. Prime Coat: Cold - curing epoxy primer, MPI #101. b. Intermediate Coat: High -build epoxy marine coating, low gloss, MPI #108. c. Topcoat: Epoxy, cold - cured, gloss, MPI #77. 3. Water -Based Epoxy Coating System: a. Prime Coat: Rust - inhibitive primer, (water based), MPI #107. b. Intermediate Coat: Water -based epoxy (interior and exterior), MPI #115. c. Topcoat: Water -based epoxy (interior and exterior), MPI #115. 4. Polyurethane, Pigmented, Over Epoxy Coating System: HIGH - PERFORMANCE COATINGS 099600 - 11 Copyright 2003 and 2005 AIA MASTERSPEC Short Form 11/03 (R 05105) h a. Prime Coat: [Cold curing epoxy primer, MPI #101] [Epoxy zinc primer, r MPI #20]. b. Intermediate Coat: Epoxy, cold-cured, gloss, MPI #77. C. First Topcoat: Polyurethane, two- component, pigmented, gloss, MPI #72. d. Second Topcoat: Polyurethane, two-component, pigmented, gloss, MPI #72. 6 5. Polyurethane, Pigmented, Over High -Build Epoxy Coating System: Yr a. Prime Coat: [Cold -curing epoxy primer, MPI #101] [Inorganic zinc primer, MPI #19] [Epoxy zinc primer, MPI #20]. b. Intermediate Coat: High -build epoxy marine coating, low gloss, MPI #108. r. C. First Topcoat: Polyurethane, two-component, pigmented, gloss, MPI #72. d. Second Topcoat: Polyurethane, two- component, pigmented, gloss, MPI #72. r F. Galvanized -Metal Substrates: 1. Water Based, Light Industrial Coating System: r a. Prime Coat: [Cementitious galvanized -metal primer, MPI #26] [Waterborne galvanized -metal primer, MPI #134]. b. Intermediate Coat: [Not required] [Water- based, light industrial coating, MPI #110, gloss matching topcoat]. C. Topcoat: Water based, light industrial coating, MPI #110 -G[6, gloss] [5, semigloss] [3, eggshell]. br 2. Epoxy Coating System a. Prime Coat: Colds x V Cold-curing epo y r MPI #101. b. Intermediate Coat: [Not required] [Epoxy, cold- cured, gloss, MPI #771. C. Topcoat: Epoxy, cold- cured, gloss, MPI #77. lr 3. Polyurethane, Pigmented Coating System: a. Prime Coat: [Vinyl wash primer, MPI #80] [Cold- curing epoxy primer, r. MPI #101]. b. Intermediate Coat: [Not required] [Cold -curing epoxy primer, MPI #101] [Polyurethane, two- component, pigmented, gloss, MPI #72]. C. First Topcoat: Polyurethane, two component, pigmented, gloss, MPI #72. d. Second Topcoat: Polyurethane, two-component, pigmented, gloss, MPI #72. r G. Aluminum (Not Anodized or Otherwise Coated) Substrates: 1. Water Based, Light Industrial Coating System: r a. Prime Coat: Quick -drying primer for aluminum, MPI #95. b. Intermediate Coat: [Not required] [Water based, light industrial coating, MPI #110, gloss matching topcoat]. r C. Topcoat: Water- based, light industrial coating, MPI #110 -G[6, gloss] [5, semigloss] [3, eggshell]. r 2. Epoxy Coating System: r HIGH PERFORMANCE COATINGS 099600-12 an Copyright 2003 and 2005 AIA MASTERSPEC Short Form 11/03 (R 05/05) H. Wood Substrates: a. Prime Coat: Vinyl wash primer, MPI #80. b. Intermediate Coat: Epoxy, cold-cured, gloss, MPI #77. c. Topcoat: Epoxy, cold - cured, gloss, MPI #77. 3. Polyurethane, Pigmented Coating System: a. Prime Coat: Vinyl wash primer, MPI #80. b. Intermediate Coat: Cold-curing epoxy primer, MPI #101. c. First Topcoat: Polyurethane, two- component, pigmented, gloss, MPI #72. d. Second Topcoat: Polyurethane, two-component, pigmented, gloss, MPI #72. 1. Pigmented Polyurethane Coating System: a. Prime Coat: Polyurethane, two- component, pigmented, gloss, MPI #72. b. Intermediate Coat: Polyurethane, two-component, pigmented, gloss, MPI #72. c. Topcoat: Polyurethane, two- component, pigmented, gloss, MPI #72. 2. Polyurethane, Clear, Two - Component Coating System: a. Stain Coat: Exterior semitransparent stain (solvent based), MPI #13. b. Intermediate Coat: Two - component, aliphatic polyurethane, clear, MPI #78. c. First Topcoat: Two - component, aliphatic polyurethane, clear, MPI #78. d. Second Topcoat: Two - component, aliphatic polyurethane, clear, MPI #78. 3.6 INTERIOR HIGH - PERFORMANCE COATING SCHEDULE A. Concrete Substrates, Vertical Surfaces: 1. High - Performance Architectural Latex Coating System: a. Prime Coat: Interior latex primer /sealer, MPI #50. b. Intermediate Coat: [Not required] [High - performance architectural latex matching topcoat]. c. Topcoat: High - performance architectural latex, [velvet finish, MPI #138, Gloss Level 2] [eggshell finish, MPI #139, Gloss Level 3] [satin finish, MPI #140, Gloss Level 4] [semigloss finish, MPI #141, Gloss Level 5]. 2. Water - Based, Light - Industrial Coating System: a. Prune Coat: Water - based, light - industrial coating, MPI #110, gloss matching topcoat. b. Intermediate Coat: [Not required] [Water - based, light- industrial coating, MPI #110, gloss matching topcoat]. c. Topcoat: Water- based, light - industrial coating, MPI #110 -G[6, gloss] [5, semigloss] [3, eggshell]. 3. Epoxy Coating System: a. Prime Coat: Epoxy, cold-cured, gloss, MPI #77. HIGH- PERFORMANCE COATINGS 099600 - 13 Copyright 2003 and 2005 AIA MASTERSPEC Short Form 11/03 (R 05/05) b. Intermediate Coat: [Not required] [Epoxy, cold - cured, gloss, MPI #771. c. Topcoat: Epoxy, cold-cured, gloss, MPI #77. 4. Water -Based Epoxy Coating System: a. Prime Coat: Water -based epoxy (interior and exterior), MPI #115. b. Intermediate Coat: [Not required] [Water -based epoxy (interior and exterior), MPI #115]. c. Topcoat: Water -based epoxy (interior and exterior), MPI #115. 13. Concrete Substrates, Horizontal Surfaces. 1. Epoxy Coating System: a. Prime Coat: Epoxy, cold- cured, gloss, MPI #77. b. Intermediate Coat: [Not required] [Epoxy, cold- cured, gloss, MPI #77]. c. Topcoat: Epoxy, cold - cured, gloss, MPI #77. 2. Water -Based Epoxy Floor Paint Coating System. a. Prime Coat: Water -based epoxy floor paint, MPI #93. b. Intermediate Coat: [Not required] [Water -based epoxy floor paint, MPI #93]. c. Topcoat: Water - based epoxy floor paint, MPI #93. 3. Polyurethane, Pigmented Coating System: a. Prime Coat: Epoxy, cold-cured, gloss, MPI #77. b. Intermediate Coat Polyurethane, two-component, pigmented, gloss, MPI #72. c. Topcoat: Polyurethane, two- component, pigmented, gloss, MPI #72. 4. Polyurethane, Clear, Two - Component Coating System: a. Prime Coat: Two - component, aliphatic polyurethane, clear, MPI #78. b. Intermediate Coat: Two-component, aliphatic polyurethane, clear, MPI #78. c. Topcoat: Two - component, aliphatic polyurethane, clear, MPI #78. C. Clay- Masonry Substrates: 1. High - Performance Architectural Latex Coating System: a. Prime Coat: High - performance architectural latex matching topcoat. b. Intermediate Coat: [Not required] [High - performance architectural latex matching topcoat]. c. Topcoat: High - performance architectural latex, [velvet finish, MPI #138, Gloss Level 2] [eggshell finish, MPI #139, Gloss Level 3] [satin finish, MPI #140, Gloss Level 4] [semigloss finish, MPI #141, Gloss Level 5]. 2. Water - Based, Light - Industrial Coating System: a. Prime Coat: Water - based, light- industrial coating, MPI #110, gloss matching topcoat. HIGH - PERFORMANCE COATINGS 099600 - Copyright 2003 and 2005 AIA MASTERSPEC Short Form 11/03 (R 05/05) b. Intermediate Coat: [Not required] [Water- based, Light- industrial coating, MPI #110, gloss matching topcoat]. c. Topcoat: Water - based, light - industrial coating, MPI #110 -G[6, gloss] [5, semigloss] [3, eggshell]. 3. Epoxy Coating System: 4. Water -Based Epoxy Coating System: 5. Polyurethane, Clear, Two-Component Coating System: D. CMU Substrates: a. Prime Coat: Epoxy, cold-cured, gloss, MPI #77. b. Intermediate Coat: [Not required] [Epoxy, cold- cured, gloss, MPI #77]. c. Topcoat: Epoxy, cold- cured, gloss, MPI #77. a. Prime Coat: Water -based epoxy (interior and exterior), MPI #115. b. Intermediate Coat: [Not required] [Water -based epoxy (interior and exterior), MPI #115]. c. Topcoat: Water -based epoxy (interior and exterior), MPI #115. a. Prime Coat: Two-component, aliphatic polyurethane, clear, MPI #78. b. Intermediate Coat: Two-component, aliphatic polyurethane, clear, MPI #78. c. Topcoat: Two - component, aliphatic polyurethane, clear, MPI #78. 1. High - Performance Architectural Latex Coating System: a. Prime Coat: Interior /exterior latex block filler, MPI #4. b. Intermediate Coat: [Not required] [High- performance architectural latex matching topcoat]. c. Topcoat: High - performance architectural latex, [velvet finish, MPI #138, Gloss Level 2] [eggshell finish, MPI #139, Gloss Level 3] [satin finish, MPI #140, Gloss Level 4] [semigloss finish, MPI #141, Gloss Level 5]. 2. Water - Based, Light - Industrial Coating System: a. Prime Coat: Interior /exterior latex block filler, MPI #4. b. Intermediate Coat: [Not required] [Water- based, light - industrial coating, MPI #110, gloss matching topcoat]. c. Topcoat: Water- based, light - industrial coating, MPI #110 -G[6, gloss] [5, semigloss] [3, eggshell]. 3. Epoxy Coating System: a. Prime Coat: [Interior /exterior latex block filler, MPI #4] [Epoxy block filler, MPI #116]. b. Intermediate Coat: [Not required] [Epoxy, cold - cured, gloss, MPI #77]. c. Topcoat: Epoxy, cold - cured, gloss, MPI #77. 4. Water -Based Epoxy Coating System: HIGH - PERFORMANCE COATINGS 099600 -15 Copyright 2003 and 2005 AIA MASTERSPEC Short Form E. Steel Substrates: a. Prime Coat: Interior /exterior latex block filler, MPI #4. b. Intermediate Coat: [Not required] [Water -based epoxy (interior and exterior), MPI #115]. c. Topcoat: Water -based epoxy (interior and exterior), MPI #115. I. High - Performance Architectural Latex Coating System: 11/03 (R 05/05) a. Prime Coat: [Alkyd anticorrosive metal primer, MPI #79] [Quick -dry alkyd metal primer, MPI #76]. b. Intermediate Coat: [Not required] [High- performance architectural latex matching topcoat]. c. Topcoat: High - performance architectural latex, [velvet finish, MPI #138, Gloss Level 2] [eggshell finish, MPI #139, Gloss Level 3] [satin finish, MPI #140, Gloss Level 4] [semigloss finish, MPI #141, Gloss Level 5]. 2. Water Based, Light - Industrial Coating System: a. Prime Coat: [Rust - inhibitive primer (water based), MPI #107] [Cold -curing epoxy primer, MPI #101]. b. Intermediate Coat: [Not required] [Water- based, light - industrial coating, MPI #110, gloss matching topcoat]. c. Topcoat: Water based, light industrial coating, MPI #110 - G[6, gloss] [5, semigloss] [3, eggshell]. 3. High -Build Epoxy Coating System: a. Prime Coat: Epoxy zinc primer, MPI #20. b. Intermediate Coat: High -build epoxy marine coating, low gloss, MPI #108. c. Topcoat: [Epoxy, cold - cured, gloss, MPI #77] [High -build epoxy marine coating, low gloss, MPI #108]. 4. Epoxy Coating System: a. Prime Coat: Cold - curing epoxy primer, MPI #101. b. Intermediate Coat: [Not required] [Epoxy, cold cured, gloss, MPI #77]. c. Topcoat: Epoxy, cold- cured, gloss, MPI #77. 5. Water -Based Epoxy Coating System: a. Prime Coat: Rust - inhibitive primer (water based), MPI #I07. b. Intermediate Coat: Water -based epoxy (interior and exterior), MPI #115. c. Topcoat: Water -based epoxy (interior and exterior), MPI #115. 6. Polyurethane, Pigmented Coating System: a. Prime Coat: [Cold -curing epoxy primer, MPI #101] [Inorganic zinc primer, MPI #19] [Epoxy zinc primer, MPI #20]. b. Intermediate Coat: [Polyurethane, two- component, pigmented, gloss, MPI #72) [Epoxy, cold- cured, gloss, MPI #77]. HIGH - PERFORMANCE COATINGS 099600 - I6 c. Topcoat: Polyurethane, two - component, pigmented, gloss, MPI #72. 7. Polyurethane, Pigmented, Over High -Build Epoxy Coating System: a. Prime Coat: Cold-curing epoxy primer, MPI #101. b. Intermediate Coat: High -build epoxy marine coating, low gloss, MPI #108. c. Topcoat: Polyurethane, two- component, pigmented, gloss, MPI #72. F. Galvanized -Metal Substrates: 1. High - Performance Architectural Latex Coating System: a. Prime Coat: Waterborne galvanized -metal primer, MPI #134. b. Intermediate Coat: [Not required] [High- performance architectural latex matching topcoat]. c. Topcoat: High - performance architectural latex, [velvet finish, MPI #138, Gloss Level 2] [eggshell finish, MPI #139, Gloss Level 3] [satin finish, MPI #140, Gloss Level 4] [semigloss finish, MPI #141, Gloss Level 5]. 2. Water - Based, Light - Industrial Coating System: a. Prime Coat: [Cementitious galvanized -metal primer, MPI #26] [Waterborne galvanized -metal primer, MPI #134]. b. Intermediate Coat: [Not required] [Water - based, light- industrial coating, MPI #110, gloss matching topcoat]. c. Topcoat: Water - based, light- industrial coating, MPI #110 -G[6, gloss] [5, semigloss] [3, eggshell]. 3. Epoxy Coating System: a. Prime Coat: Cold -curing epoxy primer, MPI #101. b. Intermediate Coat: [Not required] [Epoxy, cold - cured, gloss, MPI #77]. c. Topcoat: Epoxy, cold- cured, gloss, MPI #77. G. Aluminum (Not Anodized or Otherwise Coated) Substrates: 1. High - Performance Architectural Latex Coating System: a. Prime Coat: Quick -drying primer for aluminum, MPI #95. b. Intermediate Coat: [Not required] [High- performance architectural latex, matching topcoat]. c. Topcoat: High - performance architectural latex, [velvet finish, MPI #138, Gloss Level 2] [eggshell finish, MPI #139, Gloss Level 3] [satin finish, MPI #140, Gloss Level 4] [semigloss finish, MPI #141, Gloss Level 5]. 2. Water - Based, Light - Industrial Coating System: a. Prime Coat Quick -dying primer for aluminum, MPI #95. b. Intermediate Coat: [Not required] [Water - based, light - industrial coating, MPI #110, gloss matching topcoat]. HIGH - PERFORMANCE COATINGS 099600 -17 Copyright 2003 and 2005 AIA MASTERSPEC Short Form 11/03 (R 05/05) C. Topcoat: Water based, light industrial coating, MPI #110 -G[6, gloss] [5, semigloss] [3, eggshell]. 3. Epoxy Coating System: a. Prime Coat: Vinyl wash primer, MPI #80. b. Intermediate Coat: Epoxy, cold- cured, gloss, MPI #77. C. Topcoat: Epoxy, cold- cured, gloss, MPI #77. 4. Polyurethane, Pigmented Coating System: a. Prime Coat: Vinyl wash primer, MPI #80. b. hrtermediate Coat: Epoxy, cold- cured, gloss, MPI #77. C. Topcoat: Polyurethane, two- component, pigmented, gloss, MPI #72. U1 Wood Substrates: 1. High Performance Architectural Latex Coating System: a. Prime Coat: Interior latex -based wood primer, MPI #39. b. Intermediate Coat: High performance architectural latex matching topcoat. C. Topcoat: High performance architectural latex, [velvet finish, MPI #138, Gloss Level 2] [eggshell finish, MPI #139, Gloss Level 3] [satin finish, MPI #140, Gloss Level 4] [semigloss finish, MPI #141, Gloss Level 5]. 2. Water Based, Light Industrial Coating System: a. Prime Coat: Interior alkyd primer /sealer, MPI #45. b. Intermediate Coat: Water- based, light industrial coating, MPI #110, gloss matching topcoat. C. Topcoat: Water based, light industrial coating, MPI #110 -G[6, gloss] [5, semigloss] [3, eggshell]. 3. Epoxy Coating System: a. Prime Coat: Epoxy, cold-cured, gloss, MPI #77. b. Intermediate Coat: [Not required] [Epoxy, cold- cured, gloss, MPI #771. C. Topcoat: Epoxy, cold cured, gloss, MPI #77. 4. Pigmented Polyurethane Coating System: a. Prime Coat: Polyurethane, two- component, pigmented, gloss, MPI #72. b. Intermediate Coat: Polyurethane, two- component, pigmented, gloss, MPI #72. C. Topcoat: Polyurethane, two component, pigmented, gloss, MPI #72. 5. Polyurethane, Clear, Moisture -Cured Coating System: a. Stain Coat: Interior wood stain, semitransparent (solvent based), MPI #90. b. Intermediate Coat: [Polyurethane, moisture cured, clear, flat, MPI #71] [Polyurethane, moisture cured, clear, gloss, MPI #311. HIGH- PERFORMANCE COATINGS 099600-19 Copyright 2003 and 2005 AIA MASTERSPEC Short Form c. First Topcoat: [Polyurethane, moisture cured, clear, [Polyurethane, moisture cured, clear, gloss, MPI #31]. d. Second Topcoat: [Polyurethane, moisture cured, clear, [Polyurethane, moisture cured, clear, gloss, MPI #31]. 6. Polyurethane, Clear, Two - Component Coating System: a. b. c. Gypsum Board Substrates: 1. High - Performance Architectural Latex Coating System: a. b. c. 2. Water - Based, Light - Industrial Coating System: 3. Epoxy Coating System: a. b. c. 4. Water - Based Epoxy Coating System: a. b. c. END OF SECTION 099600 Prime Coat: Interior latex primer /sealer, MPI #50. Intermediate Coat: [Not required] [Epoxy, cold - cured, gloss, MPI #77]. Topcoat: Epoxy, cold-cured, gloss, MPI #77. Prime Coat: Interior latex primer /sealer, MPI #50. Intermediate Coat: Water -based epoxy (interior and exterior), MPI #115. Topcoat: Water -based epoxy (interior and exterior), MPI #115. 11/03 (R 05/05) flat, MPI #71] flat, MPI #71] Stain Coat: Exterior semitransparent stain (solvent based), MPI #I3. Intermediate Coat: Two - component, aliphatic polyurethane, clear, MPI #78. Topcoat: Two-component, aliphatic polyurethane, clear, MPI #78. Prime Coat: Interior latex primer /sealer, MPI #50. Intermediate Coat: High - performance architectural latex matching topcoat. Topcoat: High - performance architectural latex, [velvet finish, MPI #138, Gloss Level 2] [eggshell finish, MPI #139, Gloss Level 3] [satin finish, MPI #140, Gloss Level 4] [semigloss finish, MPI #141, Gloss Level 5]. a. Prime Coat: Interior latex primer /sealer, MPI #50. b. Intermediate Coat: Water - based, light - industrial coating, MPI #110, gloss matching topcoat. c. Topcoat: Water- based, light- industrial coating, MPI #110-G[6, gloss] [5, semigloss] [3, eggshell]. HIGH PERFORMANCE COATINGS 099600 -19 1.4 WARRANTY A. Elastomeric Coating Warranty: Manufacturer's standard form in which manufacturer agrees to repair or replace elastomeric coatings that fail within specified warranty period. Failures include, but are not limited to, water penetration through the coating. 1. Warranty Period: [One] [Five] [10] < Insert number of years> year(s) from date of Substantial Completion. Copyright 2001 and 2005 AIA MASTERSPEC Short Form 05/01 (R 05/05) SECTION 099653 - ELASTOMERIC COATINGS PART 1 - GENERAL 1.1 SUMMARY A. This Section includes surface preparation and application of elastomeric coatings to exterior surfaces. 1.2 SUBMITTALS A. Product Data: For each product specified. Include crack fillers, block fillers, and primers. B. Samples: For each elastomeric coating and for each color required. 1.3 QUALITY ASSURANCE A. Benchmark Samples (Mockups): Comply with procedures specified in PDCA P5. 1. Wall Surfaces: Prepare samples on at least [100 sq. ft. (9.3 sq. m)] <Insert size> of wall surface. 1.5 EXTRA MATERIALS A. Furnish extra elastomeric coating materials from same production run as materials applied. Package materials in unopened, factory- sealed containers for storage and identify with labels describing contents. Deliver extra materials to Owner. 1. Quantity: Furnish [1 gal. (3.8 L)] [2 gal. (75 L)] [One extra case] < Insert description of each color and finish of elastomeric coating materials applied. ELASTOMERIC COATINGS 099653 -1 Copyright 2001 and 2005 AIA MASTERSPEC Short Form PART 2- PRODUCTS 2.1 MANUFACTURERS 1. Benjamin Moore & Co. (Benjamin Moore). 2. ICI Dulux Paint Centers, Inc. (ICI Dulux Paint). 3. Modac Products Company (Modac). 4. PPG Industries, Inc.; Pittsburgh Paints (Pittsburgh Paints). 5. Sonnebom, Div. of ChemRex, Inc. (Sonnebom). 6. Sto Concrete Restoration; Sto Finish Systems Division (Sto). 7. Tamms Industries, Inc ( Tamms). 8. Tnemec Company, Inc. (Tnemec). 9. <Insert manufacturer's name.> 2.2 ELASTOMERIC COATING MATERIALS, GENERAL 2.3 CRACK FILLERS 1. Crack Filler for Cracks up to 1/16 Inch (1.5 mm): 05/01 (R 05/05) A. Available Products: Subject to compliance with requirements, products that may be incorporated into the Work include, but are not limited to, products listed in other Part 2 articles. B. Products: Subject to compliance with requirements, provide one of the products indicated in other Part 2 articles. C. Manufacturers Names: Shortened versions (shown in parentheses) of the following manufacturers' names are used in other Part 2 articles: A. Material Compatibility: Provide crack fillers, block fillers, primers, elastomeric finish -coat materials, and related materials that are compatible with one another and substrates indicated under conditions of service and application, as demonstrated by manufacturer based on testing and field experience. B. Colors and Textures: [As indicated by manufacturer's designations] [Match Architect's samples] [As selected by Architect from manufacturer's full range]. A. Crack Fillers: Factory- formulated acrylic emulsion crack fillers compatible with substrate and finish-coat materials indicated. a. ICI Dulux Paint; Decra -Flex Smooth Brush Grade Elastomeric Patching Compound. b. Modac; Acra Lastic Brush Grade 115 -004. c. Pittsburgh Paints; Buttering Grade Vinyl Sealant 236 -2414. d. Sonnebom; Hydrocide 750 Brush Grade or Knife Grade Patching Compound. e. Sto; Flexible Crack Filler. f. <Insert manufacturer's brush -grade crack filler.> ELASTOMERIC COATINGS 099653 - 2 Copyright 2001 and 2005 AIA MASTERSPEC Short Form 05/01 (R 05/05) 2. Crack Filler for Cracks More Than 1/16 Inch (1.5 mm): a. ICI Dulux Paint; Decra -Flex Smooth Knife Grade Elastomeric Patching Compound. b. Modac; Acra Lastic Knife Grade 115 -002. c. Pittsburgh Paints; Regular Grade Vinyl Sealant 236 -2397. d. Sonnebom; Hydrocide 750 Knife Grade Patching Compound. e. Sto; Flexible Crack Filler. f. Tamms; Tamms Thin Patch. g. <Insert manufacturer's knife -grade crack filler.> 2.4 CONCRETE MASONRY BLOCK FILLERS A. Concrete Unit Masonry Block Filler: Factory- formulated, high - performance latex block fillers. 1. Benjamin Moore; Moorcraft Super Craft Latex Block Filler #285: Applied at a dry film thickness of not less than 8.1 mils (0.206 mm). 2. ICI Dulux Paint; Bloxfil 4000 -1000 Interior/Exterior Heavy Duty Acrylic Block Filler: Applied at a dry film thickness of not less than 7.0 to 14.5 mils (0.178 to 0.368 mm). 3. Modac; 100% Acrylic Block Filler 019 -146: Applied at a dry film thickness of not less than 4.0 mils (0.104 mm). 4. Pittsburgh Paints; 16-90 High - Performance Acrylic Block Filler: Applied at a dry film thickness of not less than 6.0 mils (0.152 mm). 5. Sonnebom; Colorflex Block Filler #749: Applied at a dry film thickness of not less than 1.3 mils (0.033 mm). 6. Sto; Flexible Coating CR212 Thinned 1:5 with 1 Gal. (3.8 L) of Water per Each 5 Gal. (19 L) o €CR212: Applied at a dry film thickness of not less than 10 mils (0.254 mm). 7. Tamms; H/P Primer: Applied at a dry film thickness of not less than 1.3 mils (0.033 mm). 8. < Insert manufacturer's block filler.> 2.5 PRIMERS A. Concrete and Masonry Primer: Factory- formulated, alkali- resistant, acrylic -latex primer. 1. Benjamin Moore; Moore's Acrylic Masonry Sealer #066: Applied at a dry film thickness of not less than 0.7 mil (0.018 nun). 2. in Dulux Paint; Aquacrylic GRIPPER 3210 Acrylic Primer. Applied at a dry film thickness of not less than 1.3 mils (0.033 mm). 3. Modac; Acrylic Latex Surface Conditioner 019 -156: Applied at a dry film thickness of not less than 4.0 mils (0.104 mm). 4. Pittsburgh Paints; primer not required. 5. Pittsburgh Paints; Speedhide Alkali Resistant Primer 6 -603: Applied at a dry film thickness of not less than 1.5 mils (0.038 mm). 6. Sonneborn; primer not required. 7. Sonneborn; Colorflex Sealer #751: Applied at a dry film thickness of not less than 1.3 mils (0.033 mm). 8. Sto; Flexible Coating CR212 Thinned 1:5 with 1 Gal. (3.8 L) of Water per Each 5 Gal. (19 L) of CR212: Applied at a dry film thickness of not less than 10 mils (0.254 mm). ELASTOMERIC COATINGS 099653 - 3 Copyright 2001 and 2005 AIA MASTERSPEC Short Form 9. Tamms; H/P Primer. Applied at a dry film thickness of not Less than 1.3 mils (0.033 mm). 10. <Insert manufacturer's primer.> B. Stucco Primer: Factory- formulated stucco primer. 05/01 (R 05/05) 1. Benjamin Moore; Moores Acrylic Masonry Sealer #066: Applied at a dry film thickness of not less than 0.7 mil (0.018 mm). 2. ICI Dulux Paint; Aquacrylic GRIPPER 3210 Acrylic Primer: Applied at a dry film thickness of not less than 1.3 mils (0.033 mm). 3. Modac; Acrylic Latex Surface Conditioner 019 -156: Applied at a dry film thickness of not less than 4.0 mils (0 104 mm). 4. Pittsburgh Paints; primer not required. 5. Pittsburgh Paints; Pitt -Flex Exterior Masonry Coating 100 Percent Acrylic Elastomeric 4- 110 Thinned with Water. Applied at a dry film thickness of not less than 5.5 mils (0.140 mm). 6. Sonnebom; primer not required. 7. Sonnebom; Colorflex Sealer #751: Applied at a dry film thickness of not less than 1.3 mils (0.033 mm). 8. Sto; Flexible Coating CR212 Thinned 1:5 with 1 Gal. (32 L) of Water per Each 5 Gal. (19 L) of CR2I2: Applied at a dry film thickness of not less than 10 mils (0.254 mm). 9. Tamms; H/P Primer: Applied at a dry film thickness of not less than 1.3 mils (0.033 min). 10. Tnemec; Elasto -Grip Series 151: Applied at a dry film thickness of not less than 3.5 mils (0.090 mm). 11. <Insert manufacturer's primer.> 2.6 ELASTOMERIC FINISH -COAT MATERIALS A. Smooth Elastomeric Finish: Smooth, factory- formulated, 100 percent acrylic elastomeric coating. 1. Benjamin Moore; Moorlastic Elastomeric Waterproof Coating #055: Applied at a dry film thickness of not less than 10 mils (0.254 mm). 2. ICI Dulux Paint; Decra -Flex 2260 -XXXX Smooth Elastomeric Coating System: Applied at a dry film thickness of not less than 6.0 mils (0.15 mm). 3. Modac; Elastomeric Acrylic Coating - Smooth Texture 019 -146: Applied at a dry film thickness of not less than 7.0 mils (0.18 mm). 4. Pittsburgh Paints; Pitt-Flex Exterior Masonry Coating 100 Percent Acrylic Elastomeric 4- 110: Applied at a dry film thickness of not less than 53 mils (0.140 mm). 5. Sonnebom; Sonocoat Colorflex Waterproof Elastomeric Coating: Applied at a dry film thickness of not less than 8.0 mils (0.020 mm). 6. Sto; Flexible Coating CR212: Applied at a dry film thickness of not less than 10 mils (0.254 nun). 7. Tamms; Tammolastic Smooth Elastomeric Decorative and Protective Coating: Applied at a dry film thickness of not less than 10 mils (0254 mm). 8. Tnemec; Enviro -Crete Series 156 Smooth: Applied at a dry all thickness of not less than 8.0 mils (0.021 mm). 9. < Insert manufacturer's comparable smooth elastomeric finish -coat material.> ELASTOMERIC COATINGS 099653 - 4 tr Copyright 2001 and 2005 AIA MASTERSPEC Short Form 05101(R 05/05) B. Textured Elastomeric Finish: Textured, factory- formulated, 100 percent acrylic eastomerc coating. 1. ICI Dulux Paint; Decra -Flex 2270 -XXXX Fine Finish Elastomeric Coating System: Applied at a dry film thickness of not less than 7.0 mils (0.18 mm). 2. Modac; Elastomeric Acrylic Coating Medium Texture 019 -027: Applied at a dry film thickness of not less than 7.0 mils (0.18 mm). km 3. Pittsburgh Paints; Speedhide Texture Coatings 100 Percent Acrylic 4 -50: Applied at a dry film thickness of not less than 6.1 mils (0.155 mm). 4. Sonnebom; Sonocoat Flextex Textured Elastomeric Coating: Applied at a dry film W thickness of not less than 8.0 mils (0.020 mm). 5. Sto; Flexible Coating CR235: Applied at a dry film thickness of not less than 10 mils (0.254 mm). ky 6. Tamms; Tammolastic Textured Elastomeric Decorative and Protective Coating. Applied at a dry film thickness of not less than 10 mils (0.254 mm). 7. Tnemec; Enviro-Crete Series 157, Textured: Applied at a dry film thickness of not less 1W than 9.0 mils (0.23 mm). 8. <Insert manufacturer's comparable textured elastomeric finish -coat material.> bw PART 3 EXECUTION Iii 3.1 EXAMINATION A. Examine substrates and conditions, with Applicator present, for compliance with requirements for coating application. Comply with procedures specified in PDCA P4. 1. r....,.,:,1 with coating application only after unsatisfactory conditions have been ed and surfaces are thoroughly dry. 2. Start of coating application will be construed as Applicator's acceptance of surface conditions. B. Coordination of Work: Review other Sections in which primers are provided to ensure compatibility of total system for various substrates. On request, furnish information on characteristics of finish materials to ensure use of compatible primers. bw 1. Notify Architect about anticipated problems when using coatings specified over substrates primed by others. 3.2 PREPARATION V A. General: Remove hardware and hardware accessories, plates, machined surfaces, light fixtures, and similar items already installed that are not to be coated. If removal is impractical or impossible because of size or weight of item, provide surface- applied protection before surface preparation and coating. 1. After completing coating operations, reinstall items removed, using workers skilled in i trades involved. Is ELASTOMERIC COATINGS 099653-5 Yr Copyright 2001 and 2005 AIA MASThRSPEC Short Form 05/01 (R 05/05) B. Surface Preparation: Clean and prepare surfaces to be coated according to manufacturer's written instructions for particular substrate conditions and as specified. 1. Provide barrier coats over incompatible primers or remove and reprime. 2. Cementitious Surfaces: Prepare brick, concrete, concrete unit masonry, stucco, and similar surfaces to receive elastomeric coatings. Remove efflorescence, chalk, dust, dirt, release agents, grease, oils, and similar impediments to good adhesion by water blasting followed by a clear water rinse. a. Remove mildew and neutralize surfaces according to manufacturer's written instructions before patching materials are applied. b. Roughen as required to remove glaze. Use abrasive blast - cleaning methods if recommended by coating manufacturer. c. If hardeners or sealers have been used to improve concrete curing, use mechanical methods for surface preparation. d. Determine alkalinity and moisture content of surfaces to be coated by performing appropriate tests. If surfaces are sufficiently alkaline to cause finish paint to blister and bum, correct this condition before application. Do not apply coatings over surfaces where moisture content exceeds that permitted in manufacturer's written instructions. 3. Crack Repair: Fill cracks according to manufacturer's written instructions before coating surfaces. 3.3 APPLICATION A. General: Apply elastomeric coatings according to manufacturer's written instructions. Use applicators and techniques best suited for substrate and type of material being applied. I . Do not paint over conditions detrimental to formation of a durable coating film, such as dirt, rust, scale, grease, moisture, and scuffed surfaces. 2. Provide finish coats compatible with primers used. 13. Labels: Do not paint over UL, FMG, or other code - required labels or equipment name, identification, performance rating, or nomenclature plates. C. Protect work of other trades from damage whether being coated or not. Correct damage by cleaning, repairing, replacing, and recoating as approved by Architect. Leave in an undamaged condition. D. Provide "Wet Paint" signs to protect newly coated finishes. Remove temporary protective wrappings provided by others to protect their work after completing coating operations. 1. After construction activities of other trades are complete, touch up and restore damaged or defaced coated surfaces. Comply with procedures specified in PDCA PI . 3.4 COATING SCHEDULE A. Concrete: Provide the following elastomeric coating systems over exterior concrete surfaces: ELASTOMERIC COATINGS 099653 - 6 � Copyright 2001 and 2005 AIA MASTERSPEC Short Form 05/01 (R 05/05) I. Smooth Elastomeric Finish: [One] [Two] <Insert number> finish coat(s) primer[, if required by manufacturer]. 2. Textured Elastomeric Finish: [One] [Two] < Insert number> finish coat(s) over a primer[ if required by manufacturer]. END OF SECTION 099653 ELASTOMERIC COATINGS a. Primer: Concrete and masonry primer. b. Finish Coats: Smooth elastomeric finish. a. Primer: Concrete and masonry primer. b. Finish Coats: Textured elastomeric finish. B. Concrete Unit Masonry: Provide the following elastomeric coating systems concrete unit masonry surfaces: a. b. c. 1. Smooth Elastomeric Finish: [One] [Two] <Insert number> finish coat(s) over a concrete unit masonry block filler[ if required by manufacturer]. Block Filler. Concrete unit masonry block filler. Primer. Concrete and masonry primer. Finish Coats: Smooth elastomeric finish. over a over exterior 2. Textured Elastomeric Finish: [One] [Two] <Insert number> finish coat(s) over a concrete unit masonry block filler[ if required by manufacturer]. a. Block Filler. Concrete unit masonry block filler. b. Finish Coats: Textured elastomeric finish. C. Stucco (Portland Cement Plaster): Provide the following elastomeric exterior stucco surfaces: 1. Smooth Elastomeric Finish: [One] [Two] <Insert number> primer[ if required by manufacturer]. a. Primer: Stucco primer. b. Finish Coats: Smooth elastomeric finish. coating systems over finish coat(s) over a 099653 - 7 • SECTION 104413 - FIRE EXTINGUISHER CABINETS PART 1 - GENERAL 1.1 SUMMARY A. Section includes fire protection cabinets for fire extinguishers. 1.2 SUBMITTALS A. Product Data: For each type of product indicated. B. Shop Drawings: For fire protection cabinets. Include plans, elevations, sections, details, and attachments to other work. C. Samples: For each exposed product and for each color and texture specified. D. Maintenance data. 1.3 QUALITY ASSURANCE A. Fire - Rated, Fire Protection Cabinets: Listed and labeled to comply with requirements in ASTM E 814 for fire- resistance rating of walls where they are installed. B. Coordinate size of fire protection cabinets to ensure that type and capacity of fire extinguishers indicated are accommodated. C. Coordinate sizes and locations of fire protection cabinets with wall depths. PART 2 PRODUCI'S 2.1 MATERIALS A. Cold - Rolled Steel Sheet: ASTM A 1008 /A 1008M, Commercial Steel (CS), Type B. B. Aluminum: Alloy and temper recommended by aluminum producer and manufacturer for type of use and finish indicated, and as follows: 1. Sheet: ASTM B 209 (ASTM 13 209M). 2. Extruded Shapes: ASTM B 221 (ASTM B 221M). C. Stainless -Steel Sheet: ASTM A 666, Type 304. FIRE EXTINGUISHER CABINETS 104413 -1 D. Transparent Acrylic Sheet: ASTM D 4802, Category A -1 (cell -cast sheet), 1.5 mm thick, with Finish 1 (smooth or polished). 2.2 FIRE PROTECTION CABINET A. Cabinet Type: Suitable for fire extinguisher. 1. Products: Subject to compliance with requirements, available products that may be incorporated into the Work include, but are not limited to, the following: a. Fire End & Croker Corporation; b. J. L. Industries, Inc., a division of Activar Construction Products Group; c. Kidde Residential and Commercial Division, Subsidiary of Kidde plc; d. Larsen's Manufacturing Company; e. Modern Metal Products, Division of Technico Inc.; £ Moon - American; g. Potter Roemer LLC; h. Watrous Division, American Specialties, Inc.; B. Cabinet Construction: Rated and Nonrated 1. Fire - Rated Cabinets: Construct fire cabinets with double walls fabricated from 0.0428 -inch- (I 1 -mm -) thick, cold - rolled steel sheet lined with minimum 518 -inch- (16- mm-) thick, fire - barrier material. Provide factory- drilled mounting holes. C. Cabinet Material: Enameled Steel sheet. D. Recessed Cabinet: Cabinet box recessed in walls of sufficient depth to suit style of trim indicated. 1. Exposed Flat Trim: One -piece combination trim and perimeter door frame overlapping surrounding wall surface with exposed trim face and wall return at outer edge (backbend). E. Semirecessed Cabinet: Cabinet box partially recessed in walls of sufficient depth to suit style of trim indicated; with one -piece combination trim and perimeter door frame overlapping surrounding wall surface with exposed trim face and wall return at outer edge (backbend). Provide where walls are of insufficient depth for recessed cabinets but are of sufficient depth to accommodate semirecessed cabinet installation. 1. Square -Edge Trim: 1 -1/4- to 1 - 1/2 - inch (32 to 38 -mm) backbend depth. F. Surface - Mounted Cabinet: Cabinet box fully exposed and mounted directly on wall with no trim. Provide where walls are of insufficient depth for semirecessed cabinet installation. G. Cabinet Trim Material: Extruded - aluminum shapes H. Door Material: Extruded - aluminum shapes I. Door Style: Vertical duo panel with frame FIRE EXTINGUISHER CABINETS 104413 - 2 by J. Door Glazing: Acrylic sheet 1. Acrylic Sheet Color: Clear transparent acrylic sheet. ho K. Door Hardware: Manufacturer's standard door operating hardware of proper type for cabinet 6, type, trim style, and door material and style indicated. L. Accessories: W 1. Mounting Bracket: Manufacturer's standard steel, designed to secure fire extinguisher to fire protection cabinet, of sizes required for types and capacities of fire extinguishers indicated, with plated or baked enamel finish. ly 2. Break -Glass Strike: Manufacturer's standard metal strike, complete with chain and mounting clip, secured to cabinet. 3. Door Lock: Cam lock that allows door to be opened during emergency by pulling 6 sharply on door handle, Cylinder lock, keyed alike to other cabinets. 4. Identification: Lettering complying with authorities having jurisdiction for letter style, size, spacing, and location. Locate as directed by Architect. 6 a. Identify fire extinguisher in fire protection cabinet with the words "FIRE 6 1) Location: Applied to cabinet door. 2) Application Process: Silk screened 3) Lettering Color. Black. ly 4) Orientation: Vertical M. Finishes: w 1. Manufacturer's standard baked enamel paint for the following: a. Exterior of cabinet door, and trim, except for those surfaces indicated to receive another finish. b. Interior of cabinet and door. 2. Aluminum: Clear anodic 2.3 FABRICATION A. Fire Protection Cabinets: Provide manufacturer's standard box (tub), with trim, frame, door, and hardware to suit cabinet type, trim style, and door style indicated. Miter and weld joints and grind smooth. r a Is FIRE EXTINGUISHER CABINETS 104413-3 119 PART 3 - EXECUTION 3.1 INSTALLATION A. Examine walls and partitions for suitable framing depth and blocking where recessed or semirecessed cabinets will be installed and prepare recesses as required by type and size of cabinet and trim style. B. Install fire protection cabinets in locations and at mounting heights indicated or, if not indicated, at heights acceptable to authorities having jurisdiction. C. Fire Protection Cabinets: Fasten cabinets to structure, square and plumb. D. Identification: Apply decals or vinyl lettering at locations indicated. E. Adjust fire protection cabinet doors to operate easily without binding. Verify that integral locking devices operate properly. F. Replace fire protection cabinets that have been damaged or have deteriorated beyond successful repair by finish touchup or similar minor repair procedures. END OF SECTION 104413 FIRE EXTINGUISHER CABINETS 104413 - 4 is is SECTION 104416 FIRE EXTINGUISHERS WA PART1- GENERAL h+ 1.1 SUMMARY A. Section includes portable, hand- carried fire extinguishers and mounting brackets for fire ly extinguishers. hr 1.2 SUBMITTALS A. Product Data: For each type of product indicated. bw B. Remaining paragraphs are defined in Division 01 Section "Submittal Procedures" as "Infonnational'Submittals." Operation and maintenance data. 6 C. Warranty: Sample of special warranty. 1.3 QUALITY ASSURANCE A. NFPA Compliance: Fabricate and label fire extinguishers to comply with NFPA 10, 'Portable Fire Extinguishers." B. Fire Extinguishers: Listed and labeled for type, rating, and classification by an independent testing agency acceptable to authorities having jurisdiction. Y� C. Coordinate type and capacity of fire extinguishers with fire protection cabinets to ensure fit and function. it 1.4 WARRANTY A. Special Warranty: Manufacturer's standard form in which manufacturer agrees to repair or replace fire extinguishers that fail in materials or workmanship within specified warranty period. 1. Failures include, but are not limited to, the following: iW a. Failure of hydrostatic test according to NFPA 10. b. Faulty operation of valves or release levers. it 2. Warranty Period: Six years from date of Substantial Completion. a Is FIRE 10 104416-1 PART 2- PRODUCTS 2.1 PORTABLE, HAND - CARRIED FIRE EXTINGUISHERS A. Fire Extinguishers: Type, size, and capacity for each fire protection cabinet and mounting bracket indicated. 1. Manufacturers: Subject to compliance with requirements, manufacturers offering products that may be incorporated into the Work include, but are not limited to, the following: 2. Basis -of- Design Product: Subject to compliance with requirements, provide or comparable product by one of the following: a. Amerex Corporation. b. Ansul Incorporated; Tyco International Ltd. c. Badger Fire Protection; a Kidde company. d. Buckeye Fire Equipment Company. e. Fire End & Croker Corporation. f. J. L. Industries, Inc.; a division of Activar Construction Products Group. g. Kidde Residential and Commercial Division; Subsidiary of Kidde plc. h. Larsen's Manufacturing Company. i. Moon - American. j. Pem All Fire Extinguisher Corp.; a division of PEM Systems, Inc. k. Potter Roemer LLC. 1. Pyro-Chem; Tyco Safety Products. 3. Instruction Labels: Include pictorial marking system complying with NFPA 10, Appendix B and bar coding for documenting fire extinguisher Location, inspections, maintenance, and recharging. B. Multipurpose Dry- Chemical Type: UL- rated, nominal capacity, with monoammonium phosphate -based dry chemical in manufacturer's standard enameled container. 2.2 MOUNTING BRACKETS A. Mounting Brackets: Manufacturer's standard galvanized steel, designed to secure fire extinguisher to wall or structure, of sizes required for types and capacities of fire extinguishers indicated, with plated or red black baked - enamel finish. 1. Manufacturers: Subject to compliance with requirements, available manufacturers offering products that may be incorporated into the Work include, but are not limited to, the following: 2. Basis -of- Design Product: Subject to compliance with requirements, provide or comparable product by one of the following: FIRE EXTINGUISHERS 104416 - 2 a. Amerex Corporation. b. Ansul Incorporated; Tyco International Ltd. c. Badger Fire Protection; a Kidde company. d. Buckeye Fire Equipment Company. e. Fire End & Croker Corporation. f. J. L. Industries, Inc.; a division of Activar Construction Products Group. g. Larsen's Manufacturing Company. h. Potter Roemer LLC. B. Identification: Lettering complying with authorities having jurisdiction for letter style, size, spacing, and location. Locate as indicated by Architect. 1. Identify bracket - mounted fire extinguishers with the words "FIRE EXTINGUISHER" in red letter decals applied to mounting surface. a. Orientation: Vertical or Horizontal. PART 3 - EXECUTION 3.1 INSTALLATION A. Examine fire extinguishers for proper charging and tagging. 1. Remove and replace damaged, defective, or undercharged fire extinguishers. B. Install fire extinguishers and mounting brackets in locations indicated and in compliance with requirements of authorities having jurisdiction. 1. Mounting Brackets: 54 inches (1372 mm) above finished floor to top of fire extinguisher. C. Mounting Brackets: Fasten mounting brackets to surfaces, square and plumb, at locations indicated. END OF SECTION 104416 FIRE EXTINGUISHERS 104416 - 3 w r SECTION 107313 AWNINGS 1W PARTI GENERAL Iw 1.1 SUMMARY A. This Section includes the following: r 1. Fixed awnings. 1.2 PERFORMANCE REQUIREMENTS A. Design, fabricate, and install awnings to withstand loads from gravity, wind, snow, ponding, tr drift, and structural movement, including thermally induced movement; and to resist, without failure, other conditions of in- service use, including exposure to weather. am B. Thermal Movements: Allow for thermal movements resulting from the following maximum change (range) in ambient and surface temperatures by preventing buckling, opening of joints, overstressing of components, failure of connections, tearing of fabric, and other detrimental r effects. Base engineering calculation on surface temperatures of materials due to both solar heat gain and nighttime -sky heat loss. 1. Temperature Change (Range): 120 deg F (67 deg C), ambient; 180 deg F (100 deg C), t o material surfaces. No 1.3 SUBMITTALS w A. Product Data: For each type of awning indicated. 1. Motorized Awning Operators: Include operating instructions. 2. Motors: Show nameplate data, ratings, characteristics, and mounting arrangements. B. Shop Drawings: Include plans, elevations, sections, details, attachments to other work, and operational cl, a ..es. Show colors and graphic layout and content. W 1. Include wiring diagrams. 2. Include structural analysis data signed and sealed by the qualified professional engineer responsible for then preparation. it 3. Show text message, font, character sizes, and other graphic forts, character spacing, word spacing, line spacing, margin widths, position of copy, and other information related to graphic design. Im C. Maintenance data. lob Is AWNINGS Is 107313-1 1.4 QUALITY ASSURANCE A. Installer Qualifications: Fabricator of products. 1. Installer's responsibilities include fabricating and installing awnings and providing professional engineering services needed to assume engineering responsibility. B. Welding: Qualify procedures and personnel according to AWS D1.1/D1.1M, "Structural Welding Code — Steel," or AWS D1.2, "Structural Welding Code -- Aluminum." C. Fire- Test - Response Characteristics: Provide awning fabrics with the fire-test- response characteristics indicated, as determined by testing identical products per test method indicated below by UL or another testing and inspecting agency acceptable to authorities having jurisdiction: 1. Flame- Resistance Ratings: Passes NFPA 701. D. Electrical Components, Devices, and Accessories: Listed and labeled as defined in NFPA 70, Article 100, by a testing agency acceptable to authorities having jurisdiction, and marked for intended use. E. Mockups: Before installing awnings, build mockups to verify selections made under sample submittals and to demonstrate aesthetic effects and set quality standards for materials and execution and set quality standards for fabrication and installation. 1. Approved mockups may become part of the completed Work if undisturbed at time of Substantial Completion. 1.5 WARRANTY A. Special Warranty: Manufacturer's standard form in which manufacturer and fabricator agree to repair or replace components of awnings that fail in materials or workmanship within specified warranty period. 1. Failures include, but are not limited to, the following: a. Structural failures including framework. b. Faulty operation of operator. c. Deterioration of fabric including seam failure. d. Deterioration of metals, metal finishes, and other materials beyond normal weathering. 2. Awning Warranty Period: Five years from date of Substantial Completion. AWNINGS 107313 - 2 PART 2 - PRODUCTS 2.1 MANUFACTURERS A. Available Manufacturers: Subject to compliance with requirements, manufacturers offering awnings that may be incorporated into the Work include, but are not limited to, the following: B. Manufactme, Subject to compliance with requirements, provide awnings by one of the following: C. Basis -of- Design Product: Subject to compliance with requirements, provide the awning indicated on Drawings. 2.2 AWNING FABRICS A. Available Products: Subject to compliance with requirements, products that may be incorporated into the Work include, but are not limited to, the following: B. Fabric Fiber Content: Vinyl - laminated or - coated polyester mesh. 1. Bottom Hem: Straight. 2. Color: [As selected by Architect from manufacturer's full range. 3. Applied Treatment: Stain resistant, Mildew resistant, Polymer, flame resistant, Water repellent. C. Thread: 100 percent expanded PTFE or 100 percent bonded polyester, UV- light, mildew, and rot resistant. 2.3 AWNING FRAMES A. Steel Frames: 1. Steel Plates, Shapes, and Bars: ASTM A 36/A 36M. 2. Cold- Formed Steel Tubing: ASTM A 500, grade as required by structural loads. 3. Steel Pipe: ASTM A 53/A 53M, standard weight (Schedule 40) unless another weight is indicated or required by structural loads. 4. Steel Mechanical Tubing: Cold - rolled, electric-resistance- welded carbon or alloy steel tubing complying with ASTM A 513 or steel tubing fabricated from steel complying with ASTM A 1011/A 101 IM and complying with dimensional tolerances in ASTM A 500. 5. Steel Finish: Powder-coat finish complying with finish manufacturer's written instructions for surface preparation including pretreatment, application, baking, and minimum dry film thickness. B. Aluminum Frames: Alloy and temper recommended by aluminum producer and finisher for type of use and finish indicated and with not less than the strength and durability proper ties of alloy and temper required by structural loads. 1. Aluminum Plate and Sheet: ASTM B 209 (ASTM B 209M). 2. Aluminum Extrusions: ASTM B 221 (ASTM B 221M). AWNINGS 107313 - 3 3. Extruded Structural Pipe and Round Tubing: ASTM 13 429, standard weight (Schedule 40) unless another weight is indicated or required by structural loads. 4. Drawn Seamless Tubing: ASTM B 210 (ASTM 13 210M). 5. Aluminum Finish: Powder -coat finish complying with finish manufacturer's written instructions for surface preparation including pretreatment, application, baking, and minimum dry film thickness. C. Anchors, Fasteners, Fittings, Hardware, and Installation Accessories: Complying with performance requirements indicated and suitable for exposure conditions, supporting structure, anchoring substrates, and installation methods indicated. Corrosion- resistant or noncorrodible units; weather - resistant, tamperproof, vandal- and theft- resistant, compatible, nonstaining materials. Provide as required for awning assembly, mounting, and secure attachment. Number as needed to comply with performance requirements and to maximize appearance; evenly spaced. .Where exposed to view, with finish and color as selected by Architect from manufacturer's full range. D. Galvanizing Repair Paint: High- zinc - dust - content paint for regalvanizing welds in steel, complying with SSPC -Paint 20. E. Bituminous Paint: Cold- applied asphalt emulsion complying with ASTM D 1187. PART 3 - EXECUTION 3.1 INSTALLATION A. General: Install awnings[ and motor controls] at locations and in position indicated, securely connected to supports, free of rack, and in proper relation to adjacent construction. Use mounting methods of types described and in compliance with Shop Drawings and fabricator's written instructions. 13. Install awnings after other finishing operations, including joint sealing and painting, have been completed. C. Attach fabric to frames as recommended by fabricator, using lacing method as required to conceal ends of lacing or using fabric hem pockets to ensure tight, wrinkle -free fit of fabric to frame. D. Slip fit frame connections accurately together to form hairline joints and tighten to secure. E. Weld frame connections that are not to be left as exposed joints but cannot be shop welded because of shipping size limitations. 1. Field Welding: Comply with the following requirements: a. Use materials and methods that minimize distortion and develop st<eugth and corrosion resistance of base metals. b. Obtain fusion without undercut or overlap. c. Remove welding flux immediately. AWNINGS 107313 - 4 r v d. At exposed ............:ions, finish exposed welds and surfaces smooth and blended so no roughness shows after finishing and contour of welded surface matches that of adjacent surface. kkd F. Anchoring to In -Place Construction: Use anchors, fasteners, fittings, hardware, and installation accessories where necessary for securing awnings to structural support and for properly transferring load to in -place construction. 4 G. Corrosion Protection: Coat concealed surfaces of aluminum that will come into contact with grout, concrete, masonry, wood, or dissimilar metals with a heavy coat of bituminous paint. W H. Coordinate awning installation with flashing and joint sealant installation so these materials are installed in sequence and manner that prevent exterior moisture from passing through completed bw exterior wall and roof assemblies. I. Connections: Connect motorized operators to building electrical system. W J. Adjust awnings to operate smoothly, easily, safely, and free from binding or malfunction throughout entire operational range. Iw K. Touchup Painting: Immediately after erection, clean field welds, connections, and abraded areas. Paint uncoated and abraded areas with same or compatible material as used for shop applied finish painting. Apply by brush or spray to provide a minimum 2.0 -mil (0.05 -mm) dry y film thiclmess. L. Galvanized Surfaces: Clean field welds, connections, and abraded areas and repair galvanizing to comply with ASTM A 780. 3.2 DEMONSTRATION lrl A. Engage a factory- authorized service representative to train Owner's maintenance personnel to adjust, operate, and maintain awnings. Refer to Division 01 Section "Demonstration and did Training." 6 END OF SECTION 107313 r r AWNINGS 107313-5 SECTION 111300 - LOADING DOCK EQUIPMENT PART 1 - GENERAL 1.1 SUMMARY A. This Section includes the following: 1. Dock bumpers. 2. Dock levelers. 3. Truck restraints. 4. Dock lifts (scissors lifts). 5. Dock seals. 6. Dock shelters. 7. Transparent -strip door curtains. B. See Division 05 Section "Metal Fabrications" for loading dock platform edge channels. C. See Division 22 Section "Domestic Water Piping equipment permanently installed in pits. 1.2 DEFINITIONS A. Operating Range: Maximum amount of travel above and below the loading dock level. B. Working Range: Recommended amount of travel above and below the loading dock level for which loading and unloading operations can take place. 1.3 SUBMITTALS A. Product Data: For each type of product indicated. B. Maintenance data. 1.4 QUALITY ASSURANCE curb angles at edges of recessed pits and Specialties" for pit drains for loading dock A. Installer Qualifications: Manufacturer's authorized representative who is trained and approved for installation of units required for this Project. LOADING DOCK EQUIPMENT 111300 -1 1.5 COORDINATION A. Recessed Loading Dock Equipment: Coordinate size and location of pits to ensure proper clearances and operation of equipment. 1.6 WARRANTY A. Special Warranty for Dock Levelers: Manufacturer's standard form in which manufacturer agrees to repair or replace dock leveler components that fail in materials or workmanship within specified warranty period. 1. Warranty Period for Structural Assembly: years from date of Substantial Completion. 2. Warranty Period for Hydraulic System: years from date of Substantial Completion. 3. Warranty shall be for unlimited usage of the leveler for the specified rated capacity over the tern of the warranty. PART2- PRODUCTS 2.1 MANUFACTURERS A. In other Part 2 articles where titles below introduce lists, the following requirements apply to product selection: 1. Available Manufacturers: Subject to compliance with requirements, manufacturers offering products that may be incorporated into the Work include, but are not limited to, manufacturers specified. 2. Manufacturers: Subject to compliance with requirements, provide products by one of the manufacturers specified. 3. Basis -of- Design Product: The design for each type of loading dock equipment is based on the product named. Subject to compliance with requirements, provide either the named product or a comparable product by one of the other manufacturers specified. 2.2 MATERIALS A. Steel Plates, Shapes, and Bars: ASTM 36/A 36M. B. Rolled -Steel Floor Plate: ASTM A 786/A 786M, rolled from steel plate complying with ASTM A 572/A 572M, Grade 55 (380). C. Steel Tubing: ASTM A 500, cold formed. D. Welding Rods and Bare Electrodes: Select according to AWS specifications for metal alloy welded. E. Wood: DOC PS 20 dimension lumber, select structural grade, kiln dried. F. Pressure Treated Wood: DOC PS 20 dimension lumber, select structural grade, kiln dried, and pressure treated with waterbome preservatives to comply with AWPA C2. LOADING DOCK EQUIPMENT 111300-2 G. Steel and Iron Hardware: Hot-dip galvanized according to ASTM A I53 /A 153M. 2.3 DOCK BUMPERS A. Available Manufacturers: 1. American Floor Products Company, Inc. 2. Beacon Industries, Inc. 3. Chalfant Dock Equipment. 4. Durable Corporation. 5. Ellis Industries, Inc. 6. Flexon, Inc. 7. Hugger Dock Equipment Company. 8. Kelley Company, Inc.; a United Dominion Company. 9. Martian Products, Inc. 10. Pawling Corporation. 11. Pioneer Loading Dock Equipment. 12. R. C. Musson Rubber Co. 13. Rite -Hite Corporation. 14. Serco; a United Dominion Company. 15. Super Seal Mfg. Ltd. 16. Superior Bumper Products Inc. 17. Tennessee Mat Company, Inc. 18. Vestil Manufacturing. 13. Laminated -Tread Bumpers: Fabricated from multiple, uniformly thick plies cut from fabric - reinforced rubber tires. Laminate plies under pressure on not less than two 3/4 -inch= (19 -mm -) diameter, steel supporting rods that are welded at one end to 1/4 -inch- (6 -mm -) thick, structural - steel end angle and secured with a nut and angle at the other end. Fabricate angles with predrilled anchor holes and sized to provide not less than 1 inch (25 mm) of tread plies extending beyond the face of closure angles. C. Molded- Rubber Bumpers: Fabricated from molded- rubber compound reinforced with nylon, rayon, or polyester cord; with Type A Shore durometer hardness of 80, plus or minus 5, when tested according to ASTM D 2240; of size and configuration indicated. Fabricate units with not less than two predrilled anchor holes. D. Extruded- Rubber Bumpers: Fabricated from ASTM D 2000, extruded synthetic rubber with Type A Shore durometer hardness of 75, plus or minus 5, when tested according to ASTM D 2240; of size and configuration indicated. Furnish units with predrilled anchor holes and concealed, flat, steel mounting bar. E. Anchorage Devices: Hot -dip galvanized. 2.4 RECESSED DOCK LEVELERS A. General: Recessed, hinged -lip -type dock levelers designed for permanent installation in concrete pits preformed in the edge of loading platform; of type, function, operation, capacity, LOADING DOCK EQUIPMENT 111300 - 3 size, and construction indicated; and complete with controls, safety devices, and accessories required. 1. Available Manufacturers: a. Beacon Industries, Inc. b. Blue Giant Equipment Corporation; Subsidiary of TBM Holdings, Inc. c. Chalfant Dock Equipment. d. DLM, Inc. e. Ellis Industries, Inc. f. Flexon, Inc. g. Kelley Company, Inc.; a United Dominion Company. h. McGuire, W. B. Co., Inc.; Division of Overhead Door Corporation. i. Pentalift Equipment Corporation. j. Pioneer Loading Dock Equipment. k. POWERAMP; Division of Systems, Inc. 1. Rite -Hite Corporation. m. Rol -Lift Corporation; Subsidiary of TBM Holdings, Inc. n. Serco; a United Dominion Company. o. Vestil Manufacturing. B. Quality Standard: MH 30.1, "Safety, Performance and Testing of Dock Leveling Devices," except for rated capacity. C. Function: Dock levelers shall compensate for differences in height between truck bed and loading platform in the following manner: 1. Vertical Travel: Provide operating range above platform level of sufficient height to enable lip to extend and clear truck bed before contact. 2. Automatic Vertical Compensation: Floating travel of ramp with lip extended and resting on truck bed shall compensate automatically for upward or downward movement of truck bed during loading and unloading. 3. Automatic Lateral Compensation: Tilting of ramp with lip extended and resting on truck bed shall compensate automatically for canted truck beds of up to 4 inches (100 mm) over width of ramp. 4. Lip Operation: Manufacturer's standard mechanism that automatically extends and supports hinged lip on ramp edge with lip resting on truck bed over dock leveler's working range, allows lip to yield under impact of incoming truck, and automatically retracts lip when truck departs. 5. Automatic Ramp Return: Automatic return of unloaded ramp, from raised or lowered positions to stored position, level with platform, as truck departs. D. Mechanical Operating System: Spring - operated raising and walk -down lowering of unloaded ramp. Equip units with an upward- biased - spring counterbalancing mechanism controlled by a hold -down device. Ramp raises to top limit of operating range by operating recessed control handle in ramp to disengage hold -down device. Ramp lowers below platform level with lip retracted by operating auxiliary, recessed control handle to release support legs. I. Free -Fall Protection: Manufacturer's standard protection system to limit free fall of loaded ramps with front edge supported by truck bed. LOADING DOCK EQUIPMENT 111300 - 4 F. Construction: Fabricate dock - leveler frame, platform supports, and lip supports from structural - or formed -steel shapes. Weld platform and hinged lip to supports. Fabricate entire assembly to withstand deformation during both operating and stored phases of service. Chamfer lip edge to minimize obstructing wheels of material - handling vehicles. E. Hydraulic Operating System: Electric- powered hydraulic raising and hydraulic lowering of ramp, controlled from a remotely located push -button station. Equip leveler with a packaged unit including a unitized, totally enclosed, nonventilated electric motor, pump, manifold reservoir, and valve assembly of proper size, type, and operation for capacity of leveler indicated. Include means for lowering ramp below platform level with hp retracted behind dock bumpers. Provide a hydraulic velocity fuse connected to main hydraulic cylinder to limit loaded ramp's free fall to not more than 3 inches (76 mm.) 1. Remote - Control Station: Single- button station of the constant - pressure type, enclosed in NEMA ICS 6, Type 12 box. Ramp raises by depressing and holding button; ramp lowers at a controlled rate by releasing button. 2. Remote - Control Station with Emergency Stop: Multibutton control station with an UP button of the constant - pressure type and an emergency STOP button of the momentary- contact type, enclosed in NEMA ICS 6, Type 12 box. Ramp raises by depressing and holding UP button; ramp lowers at a controlled rate by releasing UP button. All ramp movement stops, regardless of position of ramp or lip, by depressing STOP button. Normal operation resumes by engaging a manual reset button or by pulling out STOP button. 3. Independent Lip Operation: Electric- powered hydraulic raising and hydraulic lowering of lip, controlled independently of raising and lowering of ramp. I. Clean-Pit Frame: Designed to support leveler at sides of pit, with no side -to -side supports at front of pit floor. 2. Hinged Lip: Full width, piano -type hinge with heavy -wall hinge tube[ and greased fittings], with gussets on lip and ramp for support. 3. Toe Guards: Equip open sides of rising ramp over range indicated with metal toe guards mounted flush with ramp edges and projecting below ramp. 4. Cross -Traffic Support: Manufacturer's standard method of supporting ramp at platform level in stored position with lip retracted. Provide a means to release supports to allow ramp to descend below platform level. 5. Maintenance Strut: Integral strut to positively support ramp in up position during maintenance of dock leveler. 6. Integral Dock Bumpers: Fabricated from 4 -inch- (100 -mm -) thick, heavy molded - rubber compound reinforced with nylon, rayon, or polyester cord; with Type A Shore durometer hardness of 80, plus or minus 5, when tested according to ASTM D 2240. Provide two dock bumpers for each recessed dock leveler, attached to face of loading dock with expansion bolts. G. Accessories: I. Curb Angles: 3- by- 3- by -I /4 -inch (76- by- 76- by- 6- mm)galvanized steel curb angles for edge of recessed leveler pit, with 1/2 -inch- (13 -mm -) diameter by 6 -inch- (152 -mm -) long concrete anchors welded to angle at 6 inches (152 mm) o.c. 2. Self- Forming Pan: Manufacturer's standard prefabricated, self - forming steel form system for poured -in -place construction of concrete pit. LOADING DOCK EQUIPMENT 111300 - 5 3. Night Locks: Manufacturer's standard means to prevent extending lip and lowering ramp when overhead doors are locked. 4. Interlock: Leveler will not operate while overhead door is in closed position and truck restraint is not engaged. 2.5 EDGE -OF -DOCK LEVELERS A. General: Surface - mounted, hinged- lip -type, edge-of-dock levelers designed for permanent installation on face of loading dock platform; of type, function, operation, capacity, size, and construction indicated; and complete with controls, safety devices, and accessories required. 1. Available Manufacturers: a. Beacon Industries, Inc. b. Blue Giant Equipment Corporation; Subsidiary of TBM Holdings, Inc. c. Chalfant Dock Equipment. d. DLM, Inc. e. Ellis Industries, Inc. f. Flexor, Inc. g. Kelley Company, Inc.; a United Dominion Company. h. McGuire, W. B. Co., Inc.; Division of Overhead Door Corporation. i. Pentalift Equipment Corporation. j. Pioneer Loading Dock Equipment. k. POWERAMP; Division of Systems, Inc. I. Rol -Lift Corporation; Subsidiary of TBM Holdings, Inc. m. Rotary Products Inc. n. Serco; a United Dominion Company. o. Vestil Manufacturing. B. Quality Standard: MH 30.1, "Safety, Performance and Testing of Dock Leveling Devices," except for rated capacity. C. Function: Dock levelers shall compensate for differences in height between truck bed and loading platform in the following manner: I. Vertical Travel: Provide operating range above platform level of sufficient height to enable lip to extend and clear truck bed before contact. 2. Automatic Vertical Compensation: Floating travel of ramp with lip extended and resting on truck bed shall compensate automatically for upward or downward movement of truck bed during loading and unloading. 3. Automatic Lateral Compensation: Tilting of ramp with lip extended and resting on truck bed shall compensate automatically for canted truck beds of up to 3 inches (76 mm) over width of ramp. 4. Lip Operation: Manufacturer's standard mechanism that automatically extends and supports hinged lip on ramp edge with lip resting on truck bed over dock leveler's working range, allows lip to yield under impact of incoming truck, and automatically retracts lip when truck departs. LOADING DOCK EQUIPMENT 111300 - 6 0 W 5. Automatic Ramp Return: Automatic return of unloaded ramp, from raised or lowered positions to stored position, level with platform, as truck departs. Leveler shall be capable of retracting to stored position while truck is at loading dock. hm D. Mechanical Operating System: Spring-operated raising and walk-down lowering of unloaded ramp. Equip units with a torsion spring counterbalancing mechanism controlled by a hold down device. W 1. Lever Handle: Self- storing lever handle for raising unloaded ramp with minimal lifting force by pulling lever back to extend lip and pushing lever forward to lower ramp and lip. ly 2. Removable Lifting Handle: For raising unloaded ramp by lifting action. E. Hydraulic Operating System: Electric- powered hydraulic raising and hydraulic lowering of 1W ramp, controlled from a remotely located push -button station. Equip leveler with a packaged unit including a unitized, totally enclosed, nonventilated electric motor, pump, manifold reservoir, and valve assembly of proper size, type, and operation for capacity of leveler indicated. Provide a hydraulic velocity fuse connected to main hydraulic cylinder to limit Im loaded ramp's free fall to not more than 3 inches (76 mm.) 1. Remote Control Station: Single -button station of the constant- pressure type, enclosed in 1W NEMA ICS 6, Type 12 box. Ramp and lip raise to vertical position and extend to truck bed by depressing and holding button. F. Construction: Fabricate dock leveler frame, platform supports, and lip supports from structural and formed -steel shapes. Weld platform and hinged lip to supports. Fabricate entire assembly to withstand deformation during both operating and stored phases of service. Chamfer lip edge to minimiz obstructing wheels of material- handling vehicles. 1. Hinged Lip: Full width, piano-type hinge with heavy -wall hinge tube and greased fittings, with gussets on lip and ramp for support. 2. Cross Traffic Support: Manufacturer's standard method of supporting ramp at platform level in stored position with lip retracted. Provide a means to release supports to allow ramp to descend below platform level. 3. Maintenance Strut: Integral stint to positively support ramp in up position during maintenance of dock leveler. Yr G. Integral Dock Bumpers: Fabricated from 4 -inch- (102 -mm thick, heavy molded- rubber compound reinforced with nylon, rayon, or polyester cord; with Type A Shore durometer hardness of 80, plus or minus 5, when tested according to ASTM D 2240. Mount bumpers on j formed -steel frame with internal steel reinforcement. Provide two dock bumpers for each edge- of-dock leveler, attached to face of loading dock with expansion bolts. bw H. Finish: Painted in manufacturer's standard color. 2.6 TRUCK RESTRAINTS iW A. General: Manufacturers standard device designed to engage truck's rear impact guard and hold truck at loading dock. Restraint shall consist of an iron or steel restraining arm that raises until imi contacting rear impact guard. Arm shall move vertically, automatically adjusting to varying height of truck due to loading and unloading operations. k6 LOADING DOCK EQUIPMENT 111300-7 W 1. Available Manufacturers: a. Beacon Industries, Inc. b. Blue Giant Equipment Corporation; Subsidiary of TBM Holdings, Inc. c. Chalfant Dock Equipment. d. DLM, Inc. e. Ellis Industries, Inc. f. Flexon, Inc. g. Kelley Company, Inc.; a United Dominion Company. h. McGuire, W. 13. Co., Inc.; Division of Overhead Door Corporation. i. Pentalift Equipment Corporation. j. POWERAMP; Division of Systems, Inc. k. Rite -Hite Corporation. 1. Serco; a United Dominion Company. B. Restraining Capacity: Capable of restraining total gross load indicated without permanent deflection or distortion. C. Operating Range: Capable of restraining rear - impact guards within a range from 11 to 30 inches (279 to 762 mm) vertically above driveway, and from 0 to 12 inches (0 to 305 mm) horizontally in front of dock bumpers. D. Power Operating System: Manufacturer's standard electromechanical or hydraulic unit. 1. Remote - Control Station: Single -button station of the constant - pressure type, weatherproof, enclosed in NEMA ICS 6, Type 12 box. Restraint is engaged by depressing and holding button; restraint is released by releasing button. 2. Interlock: Leveler will not operate while truck restraint is not engaged. E. Mechanical Operating System: Restraint operates by use of a lifting rod or hook to raise engagement device. F. Rear- Impact -Guard Sensor: Sensor detects presence of rear - impact guard and automatically returns to stored position if rear - impact guard is not engaged. G. Caution Signs: Exterior, surface mounted; with black text on yellow background, and with sign copy as follows. Provide one sign at each truck- restraint location. I . Sign Copy in Forward and Reverse Text: "CAUTION, MOVE ON GREEN ONLY." H. Light Communication System: Red and green illuminated signal -light sets, with lens approximately 4 inches (100 mm) in diameter, designed to indicate status to both dock attendant and truck driver. Equip system with steel control panel located at interior of dock that includes illuminated lights indicating indicates status of exterior signal lights. Provide signal -light set and control panel at each location indicated for light communication system. Enclose exterior signal -light sets in steel or plastic housing with sunshade. 1. Manual Operation: System is activated by push button or switch located on interior and truck- restraint control panel. LOADING DOCK EQUIPMENT 111300 - 8 ra bw 2. Automatic Operation: System is activated automatically by limit switch sensor mounted on overhead door track. Provide on-off switch located on light communication system and truck- restraint control panel. km 3. Automatic Operation: System is activated automatically when device engages rear impact guard. Provide on-off switch located on truck- restraint control panel. 1. Alarm: Audible and visual system indicating that rear impact guard is not engaged, with manual reset. Irr 2.7 DOCK LIFTS (SCISSORS LIFTS) A. General: Scissors -type hydraulic dock lift of capacity, size, and construction indicated; lW complete with controls, safety devices, and accessories required. B. Quality Standard: MH 29.1, "Safety Requirements for Industrial Scissors Lifts." C. Hydraulic Operating System: Self- contained, electric, hydraulic power unit for raising and lowering lift; of size, type, and operation needed for capacity of lift indicated; controlled from a remotely located push -button station. 1. Power Unit: Consisting of continuous -duty motor, high- pressure gear pump, valve 6 manifold, oil -line filters, and oil reservoir. a. Equip manifold with relief valve, check valve, pressure-compensated flow control valve, and solenoid valve and with provisions for lowering lift manually if power fails. b. Equip reservoir, valve manifold, and pressure line with oil-line filters. 2. Cylinders: Equip lift with not less than two heavy-duty, high pressure, hydraulic, ram type cylinders. Rams shall be manufacturer's standard, either direct-displacement plunger or rod- and piston type with positive internal stops. Cylinder rods shall be INN chrome plated and polished. a. Rate of Descent Protection: Pressure compensated flow control or hydraulic ar velocity fuse to limit down speed for each cylinder. LOADING DOCK EQUIPMENT 111300-9 66 1. Available Manufacturers: a. Advance Lifts, Inc. b. Autoquip Corporation. C. Beacon Industries, Inc. d. Bishamon Industries Corporation. e. Blue Giant Equipment Corporation; Subsidiary of TBM Holdings, Inc. Kelley Company, Inc.; a United Dominion Company. g. Pentalift Equipment Corporation. It. Presto Lifts, Inc.; Subsidiary of TBM Holdings, Inc. `j i. Rol -Lift Corporation; Subsidiary of TBM Holdings, Inc. j. Vestil Manufacturing. B. Quality Standard: MH 29.1, "Safety Requirements for Industrial Scissors Lifts." C. Hydraulic Operating System: Self- contained, electric, hydraulic power unit for raising and lowering lift; of size, type, and operation needed for capacity of lift indicated; controlled from a remotely located push -button station. 1. Power Unit: Consisting of continuous -duty motor, high- pressure gear pump, valve 6 manifold, oil -line filters, and oil reservoir. a. Equip manifold with relief valve, check valve, pressure-compensated flow control valve, and solenoid valve and with provisions for lowering lift manually if power fails. b. Equip reservoir, valve manifold, and pressure line with oil-line filters. 2. Cylinders: Equip lift with not less than two heavy-duty, high pressure, hydraulic, ram type cylinders. Rams shall be manufacturer's standard, either direct-displacement plunger or rod- and piston type with positive internal stops. Cylinder rods shall be INN chrome plated and polished. a. Rate of Descent Protection: Pressure compensated flow control or hydraulic ar velocity fuse to limit down speed for each cylinder. LOADING DOCK EQUIPMENT 111300-9 66 3. Remote - Control Station: Multibutton control station of the constant - pressure type with UP and DOWN push buttons. Controller shall consist of magnetic motor starter with 3- pole adjustable overloads and 24 -V control transformer with 4 -A, fused secondary prewired to terminal strips and enclosed in NEMA ICS 6, Type 12 box. a. Upper - Travel -Limit Switch: Equip unit with manufacturer's standard, adjustable, upper - travel -limit switch. D. Construction: Fabricate lift from structural -steel shapes rigidly welded and reinforced for maximum strength, safety, and stability. Design assembly to withstand deformation during both operating and stored phases of service. Provide mounting brackets and removable lifting eyes for ease of installation. 1. Platform: Fabricate platform from heavy steel plate with beveled toe guards on all four sides to comply with requirements of MH 29.1. 2. Hinged Bridge: Hinged, throw -over bridge bolted to full- length, heavy -duty, piano-type hinge welded to toe guard at end of platform. Provide bridge complete with heavy -duty lifting chains. Chamfer edge of bridge to minimize obstructing wheels of material - handling vehicles. 3. Scissors Mechanism: Fabricate leg members from heavy, steel - formed tube or plate members to provide maximum strength and rigidity. 4. Bearings: Pivot points with permanently lubricated antifriction bushings or sealed ball - bearings for minimum maintenance. 5. Removable Handrails: Equip lift with handrails on two sides of platform with a single, removable chain across each end. Handrails shall be 42 inches (1067 min) high with midrail and 4 -inch- (102 -mm -) high kick plate at bottom. Mount rail sockets flush with platform surface. 6. Maintenance Leg: Removable, safety maintenance leg or hinged, safety maintenance bars. 7. Toe Protection: Along entire unprotected side of lifts; painted yellow with black stripes to comply with ANSI Z535.1. 2.8 FOAM - PAD DOCK SEALS A. General: Dock seals consisting of fabric- covered foam pads designed to compress 4 to 5 inches (100 to 125 mm) under pressure of truck body to form an airtight seal at jambs and head of loading dock openings; of type, size, and construction indicated. 1. Available Manufacturers: a. air Locke Dock Seal; Division of O 'Neal Tarpaulin Co. b. Beacon Industries, Inc. c. Chalfant Dock Equipment. d. Chase Doors. e. DLM, Inc. f. Fairborn USA Inc. g. Flexon, Inc. h. Hugger Dock Equipment Company. i. Kelley Company, Inc.; a United Dominion Company. j. McGuire, W. B. Co., Inc.; Division of Overhead Door Corporation. LOADING DOCK EQUIPMENT 111300 -10 B. Adjustable Head Pad: Manufacturer's standard hardware and tension spring or counterweight mechanism for adjusting height of pad. C. Construction: Consisting of single- or double -ply, coated, fabric - covered, urethane -foam core with supporting frame. Fabricate jamb and head pads of same depth and sized for opening width. 1. Pressure- Treated Wood Support Frame: Factory painted, with steel mounting hardware. 2. Steel Support Frame: Steel channel frame of manufacturer's standard weight, shape, and finish, with steel mounting hardware. 3. Cover Fabric: Vinyl- coated nylon or polyester with minimum total weight of 22 ozJsq. yd. (746 g/sq. m). 4. Cover Fabric: Neoprene - coated nylon with minimum total weight of 16 oz./sq. yd. (543 g/sq. m). 5. Cover Fabric: Hypalon-coated nylon with minimum total weight of 16 ozJsq. yd. (543 g/sq. m). 6. Guide Strips: 4 -inch- (102 -mm -) wide, coated, nylon guide strips on jamb pads. 7. Pleated Protectors: Protectors on face of jamb pads of overlapping layers of coated fabric • attached to base fabric. 8. k. Pentalift Equipment Corporation. 1. Pioneer Loading Dock Equipment. m. Rite -Hite Corporation. n. Rotary Products Inc. o. Serco; a United Dominion Company. p. Super Seal Mfg. Ltd. q. Vestil Manufacturing. 2.9 TRANSPARENT -STRIP DOOR CURTAINS A. General: Door curtains consisting of overlapping strips suspended from top of opening to form a sealed door curtain. Provide strips of length required to suit opening height and with sufficient number in unit to close opening width with overlap indicated. 1. Available Manufacturers: a. American Floor Products Company, Inc. b. Chalfant Dock Equipment. c. Chase Doors. d. Flexon, Inc. e. Hugger Dock Equipment Company. f. Pawling Corporation. g. Rotary Products Inc. h. Super Seal Mfg. Ltd. i. Verilon Products Company. LOADING DOCK EQUIPMENT 111300 -11 B. Strip Material: Curved, clear, transparent, extruded PVC. Fabricate strips for manufacturer's standard method of attachment to overhead mounting system indicated. 1. Standard Grade: Designed to withstand temperature range of 0 to plus 150 deg F (minus 18 to plus 66 deg C). 2. Low- Temperature Grade: USDA accepted, designed to withstand temperature range of minus 30 to plus 150 deg F (minus 34 to plus 66 deg C). C. Header Mounting: Consisting of an angle bolted or welded to opening lintel; equip angle with permanently attached mounting pins and a steel -angle or -plate retaining strip attached to angle with wing nuts. D. Wall Surface Mounting: Consisting of a steel plate bolted to side of lintel; equip plate with permanently attached, threaded, mounting pins and steel -angle or -plate retaining strip attached to plate with wing nuts. E. Wall Surface Mounting: Consisting of steel pipe attached to side of lintel by manufacturer's standard winged -U -type suspension brackets. F. Wall Surface Mounting: Consisting of a rigid, vinyl wall- mounting unit bolted to side of lintel above opening; equip unit with a similarly formed, rigid, vinyl retainer attached to unit with wing nuts. PART 3 - EXECUTION 3.1 INSTALLATION A. Examine roughing -in for electrical systems for loading dock equipment to verify actual locations of connections before equipment installation. B. Examine walls and floors of pits for suitable conditions where recessed loading dock equipment is to be installed. Pits shall be plumb and square and properly sloped for drainage from back to front of loading dock. C. Set curb angles in concrete edges of dock - leveler recessed pits with tops flush with loading platform. Fit exposed connections together to form hairline joints. D. Place self - forming pan system for recessed dock levelers in proper relation to loading platform before pouring concrete. E. General: Install loading dock equipment, including motors, pumps, control stations, wiring, safety devices, and accessories as required for a complete installation. 1. Rough -in electrical connections according to requirements specified in Division 26. F. Dock Bumpers: Attach dock bumpers to face of loading dock in a manner that complies with requirements indicated for spacing, arrangement, and position relative to top of platform and anchorage. LOADING DOCK EQUIPMENT 111300 -12 r ad 1. Welded Attachment: Plug -weld anchor holes in contact with steel inserts and fillet weld at other locations. 2. Bolted Attachment: Attach dock bumpers to preset anchor bolts embedded in concrete or to cast -in -place inserts or threaded studs welded to embedded -steel plates or angles. If 1 W preset anchor bolts, cast -in -place inserts, or threaded studs welded to embedded -steel plates or angles are not provided, attach dock bumpers by drilling and anchoring with expansion anchors and bolts. Ur 3. Screw Attachment: Attach dock bumpers to wood construction with lag bolts as indicated. ly G. Recessed Dock Levelers: Attach dock levelers securely to loading dock platform, flush with adjacent loading dock surfaces and square to recessed pit. iW H. Edge-of-Dock Levelers: Attach dock levelers to loading dock platform in a manner that complies with requirements indicated for arrangement and position relative to top of platform. 1. Weld anchor holes in contact with continuous embedded loading dock edge channel. l6i Weld or bolt bumper blocks to loading dock face. I. Truck Restraints: Attach truck restraints in a manner that complies with requL._._..:s for W arrangement and height required for device to engage vehicle rear- impact guard. Interconnect control panel and signals with dock leveler. 6 1. Wall- Mounted Units: Weld truck restraints to steel curb angle or edge channel embedded in loading dock edge. 2. Wall- Mounted Units: Anchor truck restraints to loading dock face with expansion 6 anchors and bolts. 3. Driveway- Mounted Units: Anchor truck restraints to driveway with expansion anchors and bolts. 4. Pit Mounted Units: Anchor truck restraints to concrete pit with expansion anchors and bolts. J. Dock Lifts: Attach dock lifts securely to loading platform or floor of recessed pit surface of im driveway. K. Dock Seals: Attach dock -seal support frames securely to building structure in proper relation to bi openings, dock bumpers, and dock levelers to ensure compression of dock seals when trucks are positioned against dock bumpers. L. Dock Shelters: Attach dock shelters securely to building structure in proper relation to openings, dock bumpers, and dock levelers to ensure an effective seal of dock shelter curtains with sides and top of truck body when trucks are positioned against dock bumpers. M. Transparent -Strip Door Curtains: Attach door-curtain mounting system to lintel with screw anchors or toggle bolts. Mount curtain strips to achieve overlap indicated. N. Adjust loading dock equipment for proper, safe, efficient operation. O. Test dock levelers and lifts for vertical travel within operating range indicated. V to LOADING DOCK EQUIPMENT 111300-13 is 3.2 DEMONSTRATION A. Engage a factory- authorized service representative to train Owner's maintenance personnel to adjust, operate, and maintain loading dock equipment. Refer to Division 01 Section Demonstration and Training." 1. END OF SECTION 111300 LOADING DOCK EQUIPMENT 111300 -14 tv SECTION 118226 WASTE COMPACTORS AND W PART 1- GENERAL 6, 1.1 SUMMARY A. This Section includes waste compactors. 4 1.2 SUBMITTALS 10 A. Product Data: Include rated capacities, operating characteristics, furnished specialties, and accessories. h+ B. Maintenance data. 1.3 QUALITY ASSURANCE A. Electrical Components, Devices, and Accessories: Listed and labeled as defined in NFPA 70, Article 100, by a testing agency acceptable to authorities having jurisdiction. B. Waste Compactor Standards: Comply with ANSI 2245.2 and with NFPA 82. W C. Waste Bin and Hopper Standard: Comply with ANSI 2245.30. b 1.4 MAINTENANCE SERVICE A. Initial Maintenance Service: Beginning at Substantial Completion, provide 12 months' full iW maintenance by skilled employees of waste compactor Installer. 1. Schedule regular surveillance and preventive maintenance visits at seven -day intervals for three months and at one -month intervals for nine months. 2. Repair or replace wom or defective components; and lubricate, clean, and adjust equipment as required for proper equipment operation. Use replacement parts and maintenance supplies that were used in the manufacture and installation of the original Y.' equipment. i PART2- PRODUCTS tw 2.1 WASTE COMPACTORS A. Waste Compactors: Manufacturer's standard self-contained horizontal packaged units with components, options, and accessories needed to comply with requirements and provide h+ complete functional systems. in WASTE COMPACTORS AND DESTRUCTORS 118226-1 W 1. Available Products: Subject to compliance with requirements, products that may be incorporated into the Work include, but are not limited to, the following: 2. Products: Subject to compliance with requirements, provide the following: 2.2 FABRICATION PART 3 - EXECUTION 3.1 INSTALLATION a. K -PAC Equipment, Division of Krause Corporation; 3. Minimum WASTEC Rating Base Size: 30 cu yd. A. Fabricate bins, hoppers, chutes, compaction chambers, unit bodies, and similar components of steel plate with welded joints. B. Fabricate equipment with replaceable parts at points of normal wear. C. Provide electrical devices, controls, and materials of type and quality recommended by NEMA for applications indicated. See Division 26 Sections for power characteristics and service to equipment, including disconnect switches. A. Set waste compactors level, plumb, properly aligned, and securely in place. Anchor as required for secure operation. B. Complete field assembly with joining methods recommended in writing by manufacturer. 3.2 DEMONSTRATION A. Engage a factory- authorized service representative to train Owner's maintenance personnel to adjust, operate, and maintain waste compactors. Refer to Division 01 Section "Demonstration and Training." END OF SECTION 118226 WASTE COMPACTORS AND DESTRUCTORS 118226 - 2 SECTION 328400 — LANDSCAPE IRRIGATION PART 1 GENERAL 1.1 SUMMARY A. Section includes: 1.Installation of Automatic Landscape Irrigation Systems for the entire project as defined by North St., East St., Minider Blvd., and Southcenter Parkway and all planting areas within the project boundaries. B. Contractor's Scope: 1. The intent is for the Contractor to fiunish all labor, materials, tools, and equipment required for a complete and operable automatic irrigation system to include: a. Two (2) complete Underground Landscape Automatic Irrigation systems to provide adequate irrigation of all new planting shown on the plans and described in specifications, complete and ready for operation. b. Furnish all material such as pipe, valves, fittings, heads, automatic control equipment and all related appurtenances c. Labor necessary for trenching, plumbing, backfill, electrical adjustment, mechanical connections, and other items required for a satisfactorily operating system. d. All required permits and coordination of Municipal Inspections e. Whether mentioned or not, the intent is that the Contractor furnish a complete and operable system as indicated on the drawings. C. Related Sections: 1. Section 02900 — Landscape D. Landscape Architect's direction/ Municipal direction: The contractor shall coordinate sequential inspection of irrigation system layout and testing with Landscape Architect and representatives of the City of Tukwila E. Plans and details: Plans and details are diagrammatic; standard trade practices to be employed to insure economy of trenching and sleeving. Exact location of lines and heads may be determined by Contractor to provide best possible water coverage. Manufacturer's recommended head spacing shall be exceeded only with permission of Owner's Representative. Piping shown under paving parallel and adjacent to planted area is intended to be placed in planted area. Due to the scale of drawings, it is not possible to indicate all offsets, fittings, sleeves, etc. which may be required. The Contractor shall carefully investigate the structural and finished conditions affecting all of his work and plan accordingly. Drawings are generally diagrammatic and indicative of the work to be installed. The work shall be installed in such a manner as to avoid conflicts between irrigation system, planting and architectural features. All local, municipal, and State laws, rules, and regulations governing or relating to any of this work are hereby incorporated into and made part of these specifications and their provisions shall be carried out by the Contractor. Anything contained in these specifications shall not be construed to conflict with above mentioned rules, regulations, or requirements. Where conflict occurs, rules, regulations, or requirements of the governing code shall be adhered to. However, when these Specifications and/or drawings call for or describe materials, workmanship, or construction of a better quality, higher standard, or larger size, these specifications and/or drawings shall take precedence over the requirements of said rules, regulations, and codes. Work and materials shall be in accordance with the plans, details, and these specifications, as well as any applicable State regulations, and other applicable LANDSCAPE IRRIGATION 328400 -1 state or local laws. Nothing in the Contract Documents is to be construed to permit work not conforming to these codes. 1.2 SUBMITTALS A. Product Data: Submit manufacture's technical data and installation instructions for underground sprinkler system. A. Record Drawings: Owner's Representative will furnish Contractor with one set of prints, showing all irrigation work required under this Contract, for the purpose of having the Contractor record on these prints, all changes made during actual installation of the system. Immediately upon installation of any piping, valves, wiring, sprinkler heads, etc., in locations other than shown on the original drawings, Contractor shall clearly indicate such changes on the drawings. All sleeves, piping beneath pavers, penetrations of the slabs, and mainline isolation valves shall be dimensioned. This set of drawings is to be submitted to the Owner's Representative upon acceptance of work. The Contractor shall maintain a current record of all pipe and equipment placement and shall record any variations approved by the Owner's Representative. Upon completion of the system and prior to release of fmal payment, the Contractor shall provide the Owner with a neat and legible "As Built" plan of the completed system (reproducible vellum or mylar only). Any pipe not installed in accordance with the plans as originally contracted, shall be sufficiently dimensioned to a permanent structure for location after burial. As -built records shall be updated DAILY. 1.3 QUALITY ASSURANCE A. Qualifications of Workers 1. Provide at least one person who shall be present at all times during execution of this portion of work, who shall be thoroughly familiar with the type of materials being installed and the proper materials and methods for their installation, and who shall direct all work performed under this Section. This person shall have a minimum of five years experience in irrigation installation. 2. Staff shall be of sufficient size to be able to furnish required materials, deliver, and install all materials as shown on plans. 13. Protection of property 1. Take normal precautions for the protection of the public, workers and property. Structures outside of the limits of work or designated to remain in place are to be protected by the Contractor during the progress of the work. Any structure damaged in any manner is to be repaired or restored to its original condition as directed by the General Contractor and at no cost to the Owner. 2. Control runoff and channel directly into an approved drainage area on -site (locations approved by Owner). No water shall drain onto or across walks, curbs, or paved areas. Install anti-drain check valves at all heads where drainage occurs as part of this work. 3. Dispose of waste material off -site. 4. Landscape: Trees, shrubs, grass or other growth designated to remain in place, or outside of the limits of work, are to be protected during the accomplishment of the work, and are not to be damaged in any manner. Such growth damaged by the Contractor is to be repaired as directed at no cost to the Owner. Embankments, cut slopes, ditches, or other surfaces LANDSCAPE IRRIGATION 328400 -2 0 disturbed by the Contractor are to be regarded to the original shape, at no additional cost to fir the Owner. C. Quality Assurance Wr 1. Manufacturer Qualifications: Provide underground irrigation system as a complete unit produced by acceptable manufacturer, including, but not limited to heads, valves, controls, and accessories. hm 2. Irrigation work to be by a single firm specializing in irrigation installation. D. Warranty 1. It shall be the Contractors responsibility to insure and guarantee complete coverage of the areas shown on drawings. This guarantee includes satisfactory operation of the entire system free from defects for a period of one year from date of acceptance. Acceptance requires that the Contractor agree to repair or replace any defects occurring within the warranty period. E. Product delivery and storage 1. Take precaution to properly handle and store material to prevent damage to structures and material. PART2 PRODUCTS 6 2.1 COMPONENTS A. General: 1. All irrigation components for Southcenter Square and Kohl's shall meet or exceed City of Tukwila standards and as specified. 2. Whenever any material is specified by nametnumber, such specifications are for the purpose Irl of facilitating a description of materials and establishing quality, and shall be deemed and constructed to be followed by the words "or approved equal." No substitutions will be permitted which have not been submitted for prior approval to Owner's fY.l Representative. All materials shall be new, without flaws or defects and shall be the best of their class and kind. Furnish sufficient description literature and/or samples for any material submitted as "equal" substitutes. im 3. Workmanship: All materials and equipment shall be installed in a neat and professional manner. The Owner or Owner's Representative reserves the right to direct removal and replacement of any items, which are in their opinion, do not present an orderly and neat or Wr professional appearance. Such removal and replacement shall be done, when directed in writing, at the Contractor's expense without any added cost to the Owner. B. Electrical components shall be UL listed, and installation conform to the National Electrical Code. C. Plumbing component installation shall conform to the National Plumbing Code. D. Pipe: Sizes and types are to conform to the drawings and specifications. No pipe sizes smaller than indicated shall be permitted, larger than indicated shall be allowed with approval of the V Owners representative. All damaged or defective pipe shall be removed from the site. E. Plastic Pipe: Rigid unplasticized PVC Schedule 40 and class 200 extruded from virgin parent am material of size specified on drawings. Pipe shall be marked with the manufacturer's name, class of pipe, NSF seal and date of manufacturing run. Pipe shall bear no evidence of interior or exterior extrusion marks. Pipe walls shall be uniform, smooth and glossy. Pipe may be pre- kw LANDSCAPE IRRIGATION 328400 -13 in belled or with individual solvent -weld couplings. Pipe shall conform to U.S. Product Standard PS 22 -70, ASTM D2241, ASTM D 1784, D3139, and D1869. Fittings shall be schedule 40 weight, full -size. Fittings, cement and thinner shall be of the brand (s) recommended by the manufacturer of the pipe. PVC pipe shall be Simpson Red - Diamond or approved equal. F. Head Risers: Schedule 80 plastic nipples and Rainbird Swing joints with proprietary fittings as detailed. G. Sleeving: Schedule 40 PVC as shown or SDR 35 PVC for sleeves 6" or larger for straight run pipe only. No tees, elbows or other similar components shall be installed under paving. H. Pipe Fittings: Schedule 40 molded fittings manufactured of same or compatible material as pipe and suitable for solvent weld, slip joint ring seal, or screwed connection. Slip fittings to be socket tapered to fit dry and able to be inserted half way into socket. No plastic saddles/flange fittings allowed. I. Point of Connection Assembly: 1. Kohl's: a. Master valve: Irritrol 700 series Ultraflow, 2" size, solenoid operated diaphragm, globe type, normally closed. b. Automatic zone valves: Irritrol 700 series Ultraflow plastic, size per valve key c. Shut Off valve: Brass gate valve d. Quick Coupler: Rainbird 33DLRC with corresponding valve key and swivel hose ell. e. Backflow preventer: Wilkins 2" model 950XLT with openable weatherproof cover f. Check valves: King Brothers or approved equal. g. Pressure regulating valves: Wilkins model 500YSBR brass with wye strainer, 2" size. h. Manual Drain Valve: Brass three- quarter inch (3/4 ") angle valve. 2. Southcenter Square: a. Master valve: Irritrol 700 series Ultraflow, 2" size, solenoid operated diaphragm, globe type, normally closed. b. Automatic zone valves: Irritrol 700 series Ultraflow plastic, size per valve key c. Shut Off valve: Brass gate valve d. Quick Coupler: Rainbird 33DLRC with corresponding valve key and swivel hose ell. e. Backflow preventer: Wilkins 2" model 950XLT with openable weatherproof cover f. Check valves: King Brothers or approved equal. g. Pressure regulating valves: Wilkins model 500YSBR brass with wye strainer, 2" size. h. Manual Drain Valve: Brass three- quarter inch (3/4 ") angle valve. J Zone Valves: 1. Kohl's: Automatic zone valves: Irritrol 700 series Ultraflow plastic, size per valve key in standard Carson Vault 2. Southcenter Square: Automatic zone valves: Irritrol 700 series Ultraflow plastic, size per valve key in standard Carson Vault K. Valve and Meter Boxes: 1. Kohl's LANDSCAPE IRRIGATION 328400 -4 r tr im W AW W W Im bw 6 7 W 6 lW 6 6 6 hr a. Overspray Sensor: Rainbird PCS screens b. Water Meter: 1 Irrigation deduct meter c. Double Check Valve assembly d. Master valve: Carson jumbo valve box e. Control valves: Carson standard valve boxes f. Automatic Control valves: I rotrol 700 Series, size per valve key g. Quick Coupler•. Rainbird 33LRC 2. Southcenter Square h. Overspray Sensor: Rainbird PCS screens i. Water Meter. 1 1 /z" Irrigation deduct meter j. Double Check Valve assembly k. Master valve: Carson jumbo valve box 1. Control valves: Carson standard valve boxes m. Automatic Control valves: Irrotrol 700 Series, size per valve key n. Quick Coupler: Rainbird 331-RC L. Sprinkler Heads: Manufacturer's standard unit designed to provide uniform coverage over entire area of spray, shown on drawings at available water pressure: Fixed spray sprinkler heads: Size and type as noted on plans. Body shall be heavy -duty ultra- violet resistant plastic construction with stainless steel retraction spring. All sprinklers will have ratcheting riser feature for easy adjustment. ALL SPRINKLERS WILL BE BOTTOM INLET ONLY. Built in Seal- A -Matic check valve to reduce low head drainage and erosion. Pressure regulator is independent of nozzle flow. 1. Trees: Rainbird stream bubbler 2. Planting beds: Rainbird 1800 SAM spray 3. Movable Planters: Micro spray and drip type Rainbird, Netifrm, Agrifim, Antelco or equal) Supplier: Berkey Supply 15500 Woodinville- Redmond Road, Bldg. C -100 Woodinville, WA 98072 Phone: (425) 487 -3310 M. Automatic Control System 1. Install wall unit in control roorn/on -site as shown on plans. Controllers shall not be installed within 5' -0" of any electrical equipment with magnetic relays or motors. 2. Wire No. 14 single strand copper designed for 24-50 volts, UL approved Type U.F. (Underground feeder white Red -valve impulse, Third color- run thru boxes to farthest valve as a spare wire) #14 awgluf white for c....._...., #14 awg/uf red for leads, #14 awgtuf yellow for a spare extending between each controller (with extra length coil). Each controller to have its own common. Electrical Splices/tape: 3M -DBY, Direct Bury Splice Kit. 3. Kohl's Controller: Irrotrol Smart Dial Model SD1200 -EXT, wall mount 12 station 4. Southcenter Square Controller. Rainbird Model ESP -36MC N. Rain Sensor 1. "Hunter Mini Click" to be installed on the inside of roof parapet wall of Kohl's building. See Kohl's Mechanical Consultants Plans to det,_' best possible location. Part 3 EXECUTION 3.1 EXAMINATION LANDSCAPE IRRIGATION 328400 -13 la A. Prior to starting work, carefully inspect installed work of other trades and verify that such work is complete to the point where work of this section may properly commence. Notify the Landscape Architect in writing of conditions detrimental to the proper and timely completion of the work. B. Do not begin installation until all unsatisfactory conditions are resolve. Beginning work constitutes acceptance of site conditions and responsibility for defective installations caused by prior observable conditions. 3.2 INSTALLATION A. General 1. Unless otherwise indicated, comply with requirements of Uniform Plumbing and Electrical Code, City of Seattle Municipal Code, and Washington State L & I. All electrical material shall by UL listed. 2. Any penetrations of structures by the irrigation system shall be approved in regard to location and method of weather proofing by Owner and Landscape Architect prior to initiating work. 3. All material shall be installed in accordance with manufacturer's recommendations. Notify landscape architect prior to bidding in the event of conflict between the manufacturer's recommendations and the plans, details, notes, or site features. 4. Verification: Before proceeding, verify all locations and dimensions and report to the Owner's Representative any deviation or conflicts between drawings, specifications, and site conditions. Extra work arising from failure to do so shall be at the Contractor's expense. Prior to construction, verify static pressure downstream of the new water meter and inform the Owner's Representative of actual pressure reading. B. Above Ground Parts 1. All above ground parts of this work shall be installed so that they stand no less than 30 inches above finish grade and will not be a trip hazard. 2. All sprinklers shall be pop-up style with spring retraction and installed flush with fmish soil grade (not top of mulch). 3. Adjust heads to minimize spray outside of planters. Absolutely no water shall spray or drain onto, or across; sidewalks, stairs, or steps. Program controllers for multiple starts to prevent run -off. C. Trenching and backfill 1. Locate point of connections, valves and pipe run locations with flags or stakes for inspection and approval by Landscape Architect prior to trenching. 2. Excavate trenches straight and true with bottom uniformly sloped to low points. 3. Components to be installed: main at minimum of 24" below finish grade, sub main at a minimum of 18" below finish grade, lateral pipe shall be installed at a minimum depth of 12" below finish grade. 4. Backfill: Backfilling shall be done when pipes are not in an expanded condition due to heat or pressure. Cooling of the pipe can be accomplished by operating system for a short time before backfilling, or by backfilling in the early part of the morning before heat of the day. Backfill shall contain no lumps or rocks larger than one -half inch (1/2 "). Do not backfill with frozen or muddy material. Backfill trenches and remove spoils before the end of each workday. 5. Backfill in sleeving trenches (i.e., under all hardscapes) shall be mechanically compacted in two (2) lifts to a dry density equal to 95% of adjacent undisturbed soil. Backfill will conform to adjacent grades without dips, sunken areas, humps, or other surface LANDSCAPE IRRIGATION 328400 -6 irregularities. Contractor shall fill and compact excavations so that they are flush with surrounding grades and will not settle. 6. If settlement occurs and subsequent adjustments in pipe, valves, sprinkler heads, lawn or planting, or other construction are necessary, the Contractor shall make all required adjustments without cost to the Owner. 7. Compaction: Use hand- operated, plate -type, vibratory, or other suitable hand tampers in areas not accessible to larger rollers or compactors. Compact initial backfill material surrounding pipes and conduits to ninety percent (90 %) maximum density. For pipes, conduits, and sleeves under roads or slabs, compact backfill as specified herein for other utilities under roads or slabs. D. Pipes and fittings 1. Install in a manner so as to provide for expansion and contraction as recommended by manufacturer. Cut plastic pipe to ensure a square cut. Remove all burrs at cut ends prior to installation. Solvent -weld or slip seal all plastic joints. Only solvent recommended by pipe manufacturer shall be used. Install all plastic pipe and fittings as shown and instructed by pipe manufacturer. Contractor shall assume full responsibility for correct installation. 2. Cut pipe ends 90 degrees to the pipe length and remove cutting burrs; use approved deburring tool. Wipe PVC pipe ends clean. Primer shall be applied to both fitting and pipe end. Apply a light coat of cement on the inside of the fitting and a heavier coat on the outside of the pipe. 3. Joints: All plastic to metal joints shall be made with plastic Schedule 80 male adapters. Care should be taken at solvent joints not to use an excess amount of solvent. Allow PVC joints to set at least twenty-four (24) hours before pressure is applied to system. Use pre- primer at joints. 4. Insert PVC pipe into the fitting and give a quarter turn to seat the cement. Wipe excess cement from the outside of the PVC pipe. Allow welded joints to cure for a minimum of 15 minutes prior to moving. No backfilling will be permitted other than at the center of the pipe lengths until the pressure test is complete. 5. Routing of PVC lines is diagrammatic. Where possible install lines and valves adjacent and parallel to hardscapes and in planting areas. 6. Pipe Sleeves: Provide pipe sleeves double the diameter of the interior irrigation pipe(s). Cover sleeves with a minimum of eighteen inches (16 ") of earth. 7. Dielectric Protection: Use dielectric fittings at connection where pipes of dissimilar metal are joined. 8. No tees or ells shall be installed under paved areas. No PVC pipe shall be installed above the finish grade unless otherwise noted. 9. No back filling will be permitted other than at the centers of the pipe lengths until the pressure test is complete. LANDSCAPE IRRIGATION 328400-13 E. Irrigation Heads 1. Install all heads as detailed on drawings, adjusting location as necessary to achieve maximum coverage as intended. Heads adjacent to walks, walls, curbs, or other paved areas, shall be set three inches (3 ") from edge of paving. Locate sprinlders in planting beds a maximum of six inches (6 ") from bed edge, in the bed. Turf heads shall be set in the turf. Balance and adjust all nozzles after entire system is operable. Set heads perpendicular to finish grade unless otherwise indicated. 2. Adjustment: All nozzles on stationary sprinklers or spray heads shall be tightened after installation. All sprinklers having an adjusting screw, adjusting stem, or adjusting friction collars shall be adjusted on a lateral line of circuit as required for proper arc, coverage, radius, diameter, and/or gallon -age discharge. 3. Install head flush with finish grade and "fine tune" system to minimize over spray on adjacent pavement. All swing joint assemblies shall be constructed as detailed. All necessary nipples and risers shall be lengths as required to adjust head to proper finish grade. F. Automatic values I . Automatic valves shall be installed in standard valve boxes, per the specifications. Flush supply lines before installing automatic valves. Use valve box extensions to ensure that box extends completely below bottom of valve. Install with 6" cover. 2. Solvent weld joints shall be given at least 15 minutes set -up time before moving or handling. Pipe shall be partially center - loaded to prevent arching or slipping. No water shall be permitted in pipe until a period of at least 10 hours has elapsed for the solvent weld to set and cure. Back filling shall be done when the pipe is not in an expanded condition due to heat or pressure. Cooling of the pipe can be accomplished by operating the system for a short period of time before back filling or by back filling in the early part of the morning before the heat of the day. 3. Before pressure testing, solvent weld joints shall be given at least 24 hours cure time. 4. Triple swing joints shall be assembled with two wraps of "teflon" type tape at each connection (or approved equal). When assembled, joint shall be watertight but capable of being adjusted up or down. 5. Great care shall be taken to ensure that the inside of the pipe is absolutely clean. Any pipe ends not being worked must be protected and not left open. Cleaning or cutting burrs is mandatory. G. Point of connection assemblies: Install in location per plans and with prior approval of the Owner. Minor adjustments of location may be required for technical purposes at no additional cost to the Contract. Install per code. Provide 6" of washed gravel at the bottom of the valve box. Do not contaminate gravel. H. CONTROLLER 1. Install controller in Connect to controller as directed by the Owner, in accordance with manufacturer's directions. Coordinate location of control wire conduit with other trades. Provide all electrical hook -ups as required for safe operation of the system in accordance with all governing codes and regulations. 2. Controllers shall not be installed within 5'0" of any electrical equipment with magnetic relays or motors. 3. It is the Landscape Contractor's responsibility to determine water application rates and timer cycling. A written chart on cycling and timing shall be sent to: Kohl's Store Planning, Attn: John Henderson, N56 W 17000 Ridgewood Dr., Menomonee Falls, WI 53051. LANDSCAPE IRRIGATION 328400-8 4. Install rain sensor "Hunter Mini Click" on inside of roof parapet wall. See Kohl's mechanical consultant plans for to detemrine best possible location. I. Control wires 1. Control wires are to be taped together at 10 foot intervals; then this bundle is to be taped to the bottom of the supply main at 10 foot intervals with at least three wraps of electrical tape. 2. All slices must be encapsulated in an approved device per code. All splices must be contained in a plastic valve box wherein a valve is installed. No splices are permitted between the controller and the valves. 3. There must be a separate "hot" lead for each automatic valve. Each controller shall have its own independent common wire. Auxiliary wires shall be installed as noted on the plans. 4. Install auxiliary wires to pass through each intermediate valve box and loop at least 24 inches of the wire in a coil as it passes through that intermediate box. 5. Provide adequately sized copper wire for this project. The control wires shall be colored as follows: Neutral (common) wire:white, #14-1 aws Hot wire: red, #14-I aws Auxiliary wire: other color, #14-1 aws 7. All wires located within building shall be enclosed in PVC conduit anchored to wall, reviewed and approved by the Landscape Architect prior to installation. 8. Install all electrical Control Wire and Conduit as shown on drawings and /or specified. There shall be no splices of lead wire between valve and relays. 9. Connections at controller. Each existing and new control valve is connected to one station of the controller and shall have wire sizes as shown or specified. 10. Underground splices shall be made with vinyl insulated connectors and sealed in epoxy resin. All splices must be contained in plastic valve box where a valve is installed. Allow expansion coils long enough so valve bonnet may be removed and placed outside the box for maintenance purposes. Provide separate hot lead for each automatic valve. Each controller shall have it's own common. 11. Extra wiring: Run EIGHT (8) spare wires to existing controllers along entire len of new main line loop through each valve box for Southcenter Square, and FO spare wires at Kohl's. Identify each spare at the controller. Loop a twenty-four inch (24 ") coil of spare wire inside each valve box. 12. Tape wire bundle at ten foot (10') intervals. Do not tape wire harness to water pipe. Provide an eighteen -inch (18 ") harness loop at all sleeve ends and direction changes. 13. Install in sleeves under pavement areas. J. Pipe Sleeves: To be located as shown on plans. K. Wa11 and floor penetrations: All penetrations thru built elements shall be per approved details as specified by the waterproof consultant and reviewed and approve by the Prime consultant and owner. L Observation and approval: The contractor shall notify the Landscape Architect for the following inspections: 1. Pressure Test 2. Coverage Test prior to planting 3. Performance Test after planting M. FLUSHING AND TESTING 1. Flushing. After all new irrigation piping and risers are in place and connected, all necessary division work has been completed and prior to installation of irrigation heads, all control valves shall be opened and a full head of water used to flush out the system completely. Repeat process until the last head on the circuit is flushed. LANDSCAPE IRRIGATION 328400 -13 2. Testing: Request no tests until confident work will pass. Request that the Owner's Representative is in attendance at each test. Give a minimum of one (1) week prior to notice. 3. Pressure test After flushing is complete, pressure test mainline one hundred twenty pounds per square inch (120 psi). System will pass test when it maintains less than five percent (5 %) drop in a thirty (30) minute time period in the presence of the Owner's Representative. Notify Owner's Representative forty -eight hours (48 hr) prior to burial of lateral lines so a visual inspection may be done. Mainline Pressure testing procedure: a. Leave all system joints, connections, etc. exposed until after completion and acceptance of the pressure test. b. Mainline shall be subjected to a static pressure test of 120 psi. To be valid all tests must be performed under the direction and supervision of the Owner's Representative. Control valves to have isolation valves open, flow control knob in operating position. c. Attach test compressor with pressure gauge to head of mainline. d. Attach gate valve to opposite end of mainline. e. Open gate valve at end of mainline until all air is removed from mainline. f. Close gate valve and install pressure gauge, then reopen valve. g. Apply 120 psi to mainline, test is for thirty minutes. Maximum allowable drop is 5 psi in thirty minutes. h. Mainline must be tested complete in one full section, testing partial section no accepted. Any subsequent breach of integrity will require a re-test. 4. Coverage: Contractor, in the presence of Owner's Representative, shall perform a water coverage test to determine whether water coverage and operation of the system is adequate for planting. If system is determined by Owner's Representative to be inadequate due to Contractor's poor workmanship or materials, it shall be replaced or repaired at Contractor's expense and test repeated until accepted. Dry spots or areas without sufficient overlap will not be acceptable. Excessive overspray on adjacent pavements, buildings, play areas, or parking areas will not be acceptable. 5. Pressure Test a. After completion of installation the Contractor shall notify the Landscape Architect 24 hours prior to scheduling an inspection. All system joints, connections, etc., shall be left exposed until after the completion and acceptance of the pressure test Entire system shall be capped and pressurized to 100 psi for a period of one hour. All joints and connections shall be checked visually for leaks. All leaks, however minor, shall be repaired and corrected. b. The entire system shall be flushed prior to pressure test of main, sub main, and laterals. c. Contractor has the option to test by pressure drop method (pipe not required to be exposed). If Contractor so elects, the line shall be pressurized to 150 psi with a drop not exceeding 5 psi in 15 minutes. Perform this test with pressure testing pump that has been approved by Landscape Architect. N Perfonnance Tests 1. Upon completion of the system installation and pressure test, the Contractor shall notify the Landscape Architect 24 hours prior to scheduling an inspection during which the Contractor LANDSCAPE IRRIGATION 328400 -10 0 shall operate the system in the presence of the Landscape Architect. The system shall be 61 tested for manual, semi automatic and fully automatic operation. It is the Landscape Contractor's responsibility to determine water application rates and timer cycle. 2. After the initial performance test and after planting has been completed, the contractor shall W notify the Landscape Architect and Kohl's Store Planning (Attn: John Henderson, N56 W17000 Ridgewood Dr., Men- Falls, WI 53051) 24 hours prior to scheduling an inspection during which the Contractor shall operate the system in the presence of the Landscape Architect. The system shall be tested for manual, semi automatic and fully automatic operation. O Clean-up and protection bw 1. During irrigation work, keep pavements and building interiors clean and work area in an orderly condition. 2. Protect irri ation work and materials from damage due to landscape operations, d operations by other Contractor's, trades, and trespassers. Maintain protection uring installation and maintenance periods. Repair or replace irrigation items as directed. 3. Deactivate and drain the system prior to the onset of the freezing season and reactivate at the onset of the spring season. Accomplish each at least once during the warranty period. If construction is completed when the system is not in use, winterize after testing. Certify by letter the dates of winterization activation. Repair damage from failure to comply. rIJ 4. When using compressed air to winterize the system, do so in short cycles at no more than 40 psi air pressure. Do not allow pipe close to the compressor to get hot to the touch. P Maintenance: Maintain irrigation system in working order as when inspected and approved prior to warranty period. The irrigation system shall be checked weekly and the controller rvn times adjusted weekly during the maintenance period. Do not over water new 4. plantings. 3.3 COMPLETION A. Clean -Up 1. Remove all debris off site. Yu B. Inspection for Acceptance of Work 1. During construction and when installation is complete, the Landscape Architect will, W within 7 days upon request, make an inspection to determine acceptability. C. Final Acceptance 1. Prior to requesting the final observation it is the contractor's responsibility to assure that the work is finished and complies with all clearly stated requL _..._..2s of the plans, including plant sizes and quantities. Substantial noncompliance will result in the assessment of penalties against the Contractor, to be not less than the cost of the observation, or $500.00, W whichever is greater. Any of the following shall be considered proof of substantial non- compliance a. Installed quantity of any item is less than 95% of that specified y 2. The Contractor shall notify the Landscape architect and schedule an inspection. Any work required must be repaired and continued under maintenance until inspection and acceptance. Final inspection with acceptance will establish the start of the warranty Ys period. 3. The warranty period shall be for 1 year from the date of final acceptance. 6 LANDSCAPE IRRIGATION 328400.13 7 D. Document Submittals General: Contractor shall provide information in a 3 -ring binder consisting of: 1. List of authorized distributors and service representatives (in the area) for each item of irrigation equipment: Include names, addresses and phone numbers. 2. Guarantee/warranty certificates for all equipment used and Contractor's written Warranty for entire system one (1) year guarantee. 3. Manufacturer's maintenance sheets, replacement parts list and equipment brochures for all equipment used. All composite data sheets shall have the specified products used in the field clearly highlighted. 4. Winterization and spring start up procedures. 5. Maintenance and operation information 6. (2) copies of the approved record drawings. This print shall be added at the time of the final inspection. And in addition to the binder: 7. Two (2) complete sets of all tools, keys as required for performance of irrigation operation E. Certificate of Completion 1. Upon completion of installation the contractor shall issue a Certificate of Completion stating the project name and the following: "I, (state licensed contractor's name) hereby certify , under penalty of perjury, that the installation of landscape and irrigation for the above project is complete and conforms with the city and owner approved plans and specifications, with the exception of the following deviations )list approved deviations, and who approved them)." The certificate shall be signed by the Contractor's license holder. END OF SECTION 328400 LANDSCAPE IRRIGATION 328400 -12 SECTION 329300 - LANDSCAPE PART 1 GENERAL 1.1 SUMMARY A. Section Includes Installation of: 1. Site preparation 2. Topsoil (planting beds), Tight weight soil (movable planters), and fertilizers 3. Planting. 4. Mulching. 5. Moveable Planters 6. Tree grates B. Contractor's Scope: 1. The intent is for the Contractor to provide all labor, materials, tools, and equipment required to complete the landscape. The contractor shall comply with all applicable rules, regulations, laws, and ordinances imposed by Authorities having jurisdiction over the Southcenter Square project site. C. Related Sections: 1. Section 02910 — Landscape Irrigation D. Landscape Architect's direction: The contractor shall coordinate sequential inspection of final grading, plant review, planting layout, planting, and mulch installation for approval by the Landscape Architect 1.2 SUBMITTALS A. Plant and Material Certifications if requesting substitution. B. Topsoil, light weight soil, amendments, and fertilizers C. Staking and subsurface root anchor D. Staking and Guying material. E. Planting Schedule: Submit a proposed planting schedule to Landscape Architect for approval at prior to start of work under this Section for review and approval. F. Moveable Planters G. Tree grates H. Soil samples taken from on -site as required by Landscape Architect 1.3 QUALITY ASSURANCE A. Contractor to be a single firm specializing in landscape work. Landscape work includes, but is not limited to, removal of weeds, top soil installation, soil preparation, installation of edging, installation of irrigation system, planting of trees, shrubs, and groundcover, final grading, installation of erosion control fabric, mulching, weed control, clean -up, and regular maintenance during construction and the establishment period. 13. Verification of dimensions and quantities: LANDSCAPE 329300 -1 OR 1. Scaled dimensions are approximate. Before proceeding with any work, carefully check and verify dimensions and quantities, and immediate inform the Landscape Architect if any r discrepancy occurs between the Drawings and Specifications in actual conditions. Perform no work in any area until discrepancies have been resolved and acceptance has been given by the Landscape Architect. 2. Furnish and install work indicated on the Drawings by notes, whether or not specifically t" mentioned in the Specifications. Any items not indicated or specified, but normally required to confirm with such intent, are considered part of the work. The Landscape Architect reserves the right to make field adjustments and reasonable substitutions to insure implementation of the landscape concept in relation to field conditions. For the Kohl's parcel, all substitutions shall be requested in writing and shall be approved by the Kohl's landscape design department, 262- 703 -6865 or john.hendersonnakohls.com 3. The Drawings used as guides to installation are required to be those stamped and approved by the City of Tukwilla. The Contractor is responsible to verify with the Landscape Architect or Kohl's, that they are the most current documents. C. Qualification of workers: 1. Provide at least one person who shall be present at all times during execution of this portion of the work, who shall be thoroughly familiar with the type of materials being ho installed and the proper materials and methods for their installation, and who shall direct all work performed under this Section. This person shall have a minimum of five years experience in supervising a project of this scope. 2. Staff shall be of sufficient size to be able to furnish required materials, deliver plants and install all materials as shown on plans. f 3. No part of this work shall be performed or installed in any location or manner, which may r. endanger the health, safety, or welfare of the public now, or in the future. Construction means, methods, techniques, sequencing, etc., are the sole responsibility of the Contractor. D. Source Quality Control I` 1. Trees, Shrubs, and Plants a. Provide trees, shrubs, and plants of quantity, size, genus, species, and variety shown and scheduled for landscape work and complying with recommendations and requirements of ANSI Z60.1 "American Standard for Nursery Stock". Provide healthy, vigorous stock, grown in recognized nursery in accordance with good horticultural practice and free of disease, insects, eggs, larvae, and defects such as knots, sun scald, injuries, abrasions, or k+ disfigurement. b. Label at least one tree and one shrub of each variety with a securely attached waterproof tag bearing legible designation of botanical and common name. r, c. Where formal arrangements or consecutive order of trees or shrubs are shown, select stock for uniform height and spread, and label with number to assure symmetry in planting. d. Inspection: The Landscape Architect may inspect trees and shrubs either at place of growth or at site before planting, for compliance with requirements for genus, species, variety, size, and quality. Architect retains right to further inspect trees and shrubs for size and condition of balls and root systems, insects, injuries and latent defects, and to reject unsatisfactory or defective material at any time during progress of work. Remove rejected trees or shrubs :,.,.,,,,,:lately from project site. E. Protection of property: 1. Prior to construction, the Contractor shall request utility locating and proceed with caution to prevent damage to any and all utilities. �r 2. Provide normal precautions for the protection of the public, workers and property. Structures are to be protected by the Contractor during the progress of the work. Any structure PLANTS 329300 -2 bft 0 damaged in any manner is to be repaired or restored to its original condition as directed by the General Contractor and at no cost to the Owner. 3. Plants: Trees, shrubs, grass or other growth are to be protected during the accomplishment of the work, and are not to be damaged in any manner. Such growth damaged by the Contractor is to be repaired as directed at no cost to the Owner. Embankments, cut slopes, Ilrl ditches, or other surfaces disturbed by the Contractor are to be re- graded to the original shape, at no additional cost to the Owner. 4. During landscape work, keep pavements clean and work area in an orderly condition. F. Guarantee 1. Guarantee Work listed in this Section for one year from date of Final Acceptance. 2. Theft, vandalism, and death due to lack of reasonable care are excluded from this warranty. G. Product delivery, storage and handling: 1. Packaged Materials: Deliver packaged materials in containers showing weight, analysis, and Yr name of manufacturer. Protect materials from deterioration during delivery, and while stored at site. 2. Provide freshly dug plants. Do not prune prior to delivery unless otherwise approved by Architect. Do not bend or bind -tie trees or shrubs in such marmer as to damage bark, break branches, or destroy natural shape. Provide protective covering during delivery. Do not handle individual plants by truck, limbs, or foliage but only by box, ball, or other container. 3. Deliver plants after preparations for planting have been completed and then plant immediately after layout has been approved. If planting is delayed more than 6 hours after delivery, set trees and shrubs in shade, protect from weather and mechanical damage, and keep roots moist by covering with mulch, burlap or other acceptable means of retaining moisture. 4. Do not remove container -grown stock from containers until planting time. H. Job Site Conditions: 1. Utilities: Determine location of underground utilities and perform work in a manner which will avoid possible damage. Hand excavate as required. Maintain grade stakes set by others Yr until removal is mutually agreed upon by parties concerned. Existing utility lines to be removed which may not be shown on the drawings are presumed to be present within the site. Contractor shall not proceed with such utility lines removal without Landscape Architect's approval. Notify Architect of any such utility lines. 2. Excavation: When conditions detrimental to plant growth are encountered, such as rubble fill, adverse drainage conditions, or obstruction, notify Architect before planting. 3. Verify that the site conditions conforms to drawings and details prior to commencing work in this section. hrunediately report discrepancies or variances between existing conditions and drawings. If the Contractor begins work specified herein without notification to the Landscape Architect, the Contractor thereby acknowledges acceptance of the site "As -Is: and shall perform the work shown on the drawings and specified herein in accordance with the accepted base bid. 4. The contractor agrees that he/she shall assume sole and complete responsibility for job site Yr conditions during the course of construction of this project, including safety of all persons and property; that this requirement shall apply continuously and not be limited to normal working hours; and that the contractor shall defend, indemnify, and hold the Owner and L Landscape Architect harmless from any and all liability, real or alleged, in connection with the performance of work on this project, excepting for liability arising from the sole negligence of the Owner or Landscape Architect. im I. Sequencing and scheduling: 1. All substitutions of material shall be reviewed and approved by the Landscape Architect and Kohl's landscape department (John Henderson (262) 703 -6865 or email at h LANDSCAPE 329300 -3 a john.henderson@kohls.com) 2. Notify the Landscape Architect for all inspections and prior to starting work allowing at least 48 hours notice) 3. Proceed with and complete landscape work as rapidly as portions of site become available. 4. Install plant materials during the normal planting season. No planting shall take place during freezing weather or when ground is frozen or muddy. J. Maintenance: I . Begin maintenance after each planting is installed and continue until Final Acceptance. 2. Maintenance of new planting shall consist of watering, cultivating, weeding, mulching, re- staking, tightening and repairing of guys, resetting plants to proper grades or upright position, restoration of the planting saucer, and furnishing and applying such sprays and invigorants as are necessary to keep the plantings free of insects and disease and in thriving condition. 3. Protect planting areas and plants at all time against damage of all kinds for duration of maintenance period. Maintenance includes temporary protection fence, barriers and signs as required to protection. If any plants become damaged or injured, treat or replace as directed by Architect at no additional cost to Owner. K. Special Warranty Project: 1. Warranty trees and shrubs through specified maintenance period, and until final acceptance. 2. Warranty plantings for a period of one year after date of substantial completion, against defects including death and unsatisfactory growth, except for defects resulting from neglect by Owner, abuse or damage by others, or unusual phenomena or incidents which are beyond Landscape Installer's control. 3. Remove and replace trees, shrubs, or other plants found to be dead or in unhealthy condition during warranty period. Make replacements during growth season following end of warranty period. Replace trees and shrubs which are in doubtful condition at end period for a full growing season. 4. Another warranty inspection will be conducted at end of extended warranty period, if any, to determine acceptance or rejection. Only one replacement (per tree, shrub or plant) will be required at end of warranty period, except for losses or replacements due to failure to comply with specified requirements. PART 2 PRODUCTS 2.1 COMPONENTS: A. Top soil mix 1. 3 way mix topsoil with compost, sandy loam, and manure as blended by Cedar Grove Topsoil or equal. Planting mix is to be free of clay. 2. Top soil mix for raised planters to contain the following amendments in the top 8" of topsoil(Quantities are minimum per 1000sq ft): a. [3] cubic yards of nitrolized compost. Compost shall have a'A inch maximum particle size, a ph of 6.5 or higher, shall be cured for 60 days or more after composting, shall meet all EPA guidelines, and shall be weed and pathogen free. b. [10] lbs. of agricultural gypsum c. [26] lbs. of 16 -16 -16 fertilizer 3. The burden of proof of soil amendment installation rests with the contractor. Soil tests may be required at the Contractor's expense in order to confirm the amendment installation. B. Light weight soil mix for movable planters PLANTS 329300 -4 a 1. Light weight soil: General The light weight soil installation bulk density saturated weight shall not exceed 75 pounds per cubic foot and consist of the following soil components: rti Components by Proportion Mix Components Percentage by Volume W Sandy Loam 33% Compost 33% Pumice 33% C. Light Weight Soil Amendments: 1. Yard Waste Compost A minimum of 90% of the material by weight shall pass a 1/2" screen. Material passing the 1/2" screen shall meet the following criteria: r—...: Passing Sieve Designation W 85-100 9.51 nun (3/8 50-90 2.38 nun (No. 8) 040 500 microns (No. 35) 2. Sandy Loam 3. Pumice D. Light Weight Soil Fertilizers 1. Controlled Release Fertilizer: Osmocote 17 -6-12 plus minors for all plants 2. Dolomite Lime (fine screen) for lawns E. Pre- emergent herbicide V F. Mulch: 1. Mulch shall be processed hardwood bark mulch or approved equal. 2. P... ,.,...dent herbicide formulated for 6 month weed control W G. Anti- Dessicant: Wilt -Prof, by Nursery Specialty Product, Inc., 202 East 47th Street, New York, NY 10017, or approved equal. W H. Dolomite Lime: Agricultural grade mineral soil conditioner containing 35% minimum magnesium carbonate and 49% minimum calcium carbonate, 300 passing No. 65 sieve. Kaiser Dolomite 65 AG or approved equal. W I. Chemicals: All registered chemicals used on this project shall be handles and applied in accordance with all applicable laws, rules and regulations. J. Plant Fertilizer: Standard commercial grade controlled release fertilizer: Osmocote 17 -6 -12 plus minors. Furnish in standard unopened containers with weight, name of plant nutrients and W manufacturer's guaranteed statement of analysis clearly marked, in accordance with state and federal laws. K. Root Barriers tr 1. All Street Tree and all trees within 4' -0" of hatdscape As manufactured by NDS Shawtown Industries #SM -18 6 L. Plant Materials: 1. Pricing: Contractor is responsible for verifying all quantities shown on plans and plant list before pricing the work. The spacing of plants as shown on the plant list shall take W LANDSCAPE 329300 -5 Is precedence over plant quantities as determined by graphic symbols shown on plans. Any differences shall be brought to the attention of the landscape architect for clarification. Prepare bids based on plant size, not container size. Plants shall meet or exceed the minimum size at planting requirements noted on the plans, regardless of the container. No cost adjustments will be allowed for use of larger container plants. Measurements shall be made with the plant in a natural, unsupported position. 2. Quality: Provide trees, shrubs, and other plants of size, genus, species, and variety shown and scheduled for landscape work and complying with recommendations and requirements of ANSI Z60.1 "American Standard for Nursery Stock." Plants delivered to the site that are yellow, sparse, burned, or barren will be rejected. Plant pots shall have soil to within 1 inch of the rim and the plants shall be fully rooted in the container. Plant material with cracked or broken root-balls shall be removed from the site. All plants shall be high quality and with a securely attached ID tag, have normal growth, and should be free from disease, insects, or insect eggs. 3. Size: Plants specified as "gallons" or "box" on the plans shall conform to the ANSI 260.1 for sizes with equivalent numbers ( #1, #5, #15, #24, etc,) as if specified as such on the plans. Thus a plan labeled as "5 Gallons" size on the plans must be equivalent to a 115 container size plant as described in the American Standard for Nursery Stock. 4. Trees: a. Trees shall not have been topped. b. Provide trees of height and caliper scheduled or shown and with branching configuration recommended by ANSI Z60.1 for type and species required. Provide single stein trees except where special forms are shown or listed. Tree calipers shall be measured 6 inches above the rootball and tree heights shall be measure fromtop of rootball to top of highest branch. c. Provide balled and burlapped (B &B) trees. Container grown trees will be acceptable in lieu of balled and burlapped subject to specified limitations of ANSI Z60.1 for container stock. 5. Shrubs: a. Provide shrubs of the height shown or listed and with not less than minimum number canes required by ANSI Z60.1 for type and height of shrub required. b. Provide balled and burlapped (B &B) shrubs. Container grown will be acceptable in lieu of balled and burlapped subject to specified limitations for container grown. 6. Ground cover: Provide plants established and well rooted in removable containers with not less than minimum number and length of runners required by ANSI Z60.1 for the pot size shown or listed. M. Movable Planters - 1. North and South Building Entries - (8) Seacrest series: SR- 383824 38" x 38" square x 24" ht Supplier: Planter Technologies 30681 Huntwood Avenue, Hayward, CA 94544 1260 San Luis Obispo St. Hayward, CA 94544 (800) 542-2282 www.plantertechnologv.com 2. Pavillions- (6) 9'L x 3' w x 3' ht. custom fabricated fiberglass, mat black Supplier. Planter Technologies 30681 Huntwood Avenue, Hayward, CA 94544 1260 San Luis Obispo St. PLANTS 329300 -6 a Hayward, CA 94544 (800) 542 -2282 b+ www.t)lantertechnoloay.com N. Tree Grates: Manufacturer: Urban accessories iW P.O. Box 310 20004144th Ave. NE Woodinville, WA 98072 Phone (425) 487 0488 2. Steel tree grates and frames: (33) total required ITEM DESCRIPTION Cataoloe hr 4' x 6' (full tree grates) Chinook series 2000 Chinook Tx 6' Rect. Cast -in -place steel frames Standard grate frame Type S, rectangle W O. Miscell,...: Landscape Materials: 1. Staking: Type I: Above -Ground Staking and Guying Provide (1) 3/4" diameter steel reinforcing rod, two-strand 9 gauge galvanized steel wires, 5/16" x 5" zinc coated turnbuckle, bi and 1/2" diameter hose tree ring. 2. Specimen anchoring "duck bill" earth anchors, stainless steel cable, turnbuckle tensioners 3. Subsurface Tree Anchor: Trees and large shrubs in planters- provide Trex braces, cable stay �y and fasteners, and PVC "air tubes" 3.1 EXAMINATION 6 A. Prior to starting work, carefully inspect installed work of other trades and verify that such work is complete to the point where work of this section may properly commence. Notify the Landscape Architect in writing of conditions detrimental to the proper and timely completion of the work. B. Do not begin installation until all unsatisfactory conditions are resolve. Beginning work hd constitutes acceptance of site conditions and responsibility for defective installations caused by prior observable conditions. W„j C. Verify site preparation. The sub grade shall be 24" below finish grade in all planting areas, except for lawn where it is to be a minimum of 8" below finish grade. 6 D. Contractor shall give written notice to the landscape architect of conflict in any part of plans, notes or specifications and request clarification prior to installation. 3.2 INSTALLATION im General: 1. Wall and floor penetrations: All penetrations thru built elements shall be per approved details as specified by the waterproof consultant and reviewed and approve by the Prime 6 consultant and owner. 2. Unplanned areas: If any areas which appear to need landscape installation, but are not shown as landscaped on the plans, notify the landscape architect immediately. tr 3. Approval by City: Prior to starting installation, the contractor shall confirm that the construction set of plans are signed or stamped for approval by the city. Notify the landscape architect if a city approval stamp or signature is not visible. im 4. Current Plans: The contractor shall contact the landscape architect by phone 48 hours prior to starting work and verify that the plans in the contractor's possession are the most current plans available and are the approved plan set for use in construction. Yr LANDSCAPE 329300 -7 Is A. Erosion Control 1. See grading plans for slopes locations and gradients. 2. The Contractor shall install erosion control mat in turf areas where the slope equals or exceeds 3:1 (3 feet of horizontal distance for every foot of vertical rise). The erosion control mat shall be trenched in on the uphill edge, staked at 24 inch intervals along the edges and staked at 48 inch intervals throughout the interior area using a triangular pattern. Adjacent panels mat shall overlap by 6 inch long steel wire staples. 3. The Contractor shall install jute mesh fabric on soil surfaces in non -turf areas where the slope exceeds 3:1 (3 feet of horizontal distance for every foot of vertical rise). Jute shall be installed under soil cover (mulch or rock). The jute mesh weave shall not have openings larger than 1' in size. The jute mesh shall be staked at 24 inch intervals along all edges, and shall be staked at 48 inch intervals throughout the interior area using a triangular pattern. Adjacent panels of just mesh shall overlap by 6 inches. Stakes shall be standard 6 inch long steel wire staples. 4. Notify the landscape architect prior to work if any area o n this site is found to have a slope exceeding 2:1. B. Installation of at grade Planting Beds. I. All sub grades shall be 24" below finish grade height in all areas prior to installation of topsoil and amendments except as noted. 2. Lawn areas shall have a minimum of 8" over free draining, compacted rough grade. 3. Loosen sub -grade of planting bed areas to a minimum depth of 8 inches using a culti- mulcher or similar equipment. Remove stones measuring over 2 inches in any dimension. Remove sticks, stones, rubbish, pernicious weeds, and other extraneous matter. 4. Apply and till in amendments consisting of the following elements per1000 /square feet area : a. 3 cubic yards of nitrolized compost (1/2" maximum particle size, 60 days minimum composting time, weed and pathogen free, meet EPA guidelines) b. 10 lbs. agricultural gypsum and c. 26 lbs. of 16 -16 -16 fertilizer 5. Apply topsoil to a depth of 24" (8" for lawn) in 6" lifts and till thoroughly into the sub grade to a depth of 8 ". 5. Lightly compact and smoothly topsoil to meet finish grade elevations. Verify that all beds slope away from building and hardscape and/or to approved catchment devices at minimum of 2 %, provide positive drainage with no standing water allowed. C. Installation of Movable Planters: 1. Verify approved location, alignment, and orientation of planter 2. Verify utilities (irrigation and lighting) are installed to the planters 3. Place planters in final location 4. Install necessary filtration and drainage and route utilities thru planters D. Preparation of movable planters: 1. Verify that all waterproofing and drainage is completed prior to soil installation. 2. Install light weight soil mix in 6" lifts and compact to within 3" from top of planter. 3 Flood irrigate all planters, allow to drain, and re- compact to within 95% to eliminate all voids, settlement, and surface incgularities and grade to within 2" below finish grade. 4 Topdress with Osmocote fertilizer at a rate of 101bs/ 100sf prior to planting E. Preparation of Raised Planters 1. Verify that all waterproofing, drainage, insulation, and hardscape sub base is completed prior to soil installation. 2. Planting soil mix should be free of clay and is to be composed of topsoil and additional PLANTS 329300 - amendments as described above and backfilled to a depth of 24." 3. Moisten planter areas, allow to drain, and re- compact to within 95% to eliminate all 6 voids, settlement, and surface irregularities and grade to within 2" below finish grade. 4. Topdress with Osmocote fertilizer at a rate of 101bs/100sf prior to planting WJ F. Preparation for planting: 1. Excavate planting pits and loosen hard subsoil in bottom of excavation. Make excavations at least half as wide as the ball diameter and depth. 2. Dispose of subsoil removed from planting excavations. Do not mix with planting soil or use as backfill. Road base material shall not be present in the top 24 inches of soil. 3. Place topsoil backfill to depth. The top 8 inches of soil shall be free of rocks, concrete, and foreign materials larger than 2 inches in diameter. If topsoil has been removed or not present, install 8 inches of lightly compacted topsoil. If topsoil filters down to the subsoil, additional topsoil shall be applied until a stable 8 inch deep layer is maintained. The top 8 inches of topsoil shall be machine tilled to aerate the soil and alleviate surface compaction. 4. Fill excavations pits 2/3 full of water and allow water to drain out completely. Apply fertilizer prior to planting. Y+ 5. Rough grading shall be completed prior to the start of planting any given area of the project site. Planting areas shall slope 2% minimum away from building foundations and footings. Positive drainage shall be provided in all planting areas. No standing water shall be permitted. A maximum grade difference of inch shall be allowed between sidewalks or curbs and the finish surface in planters. G. Planting: 1. Planting Trees and Shrubs: a. Trees shall be planted 4' -0" or more from hardscapes, such as sidewalks, foundations, curbs, patios, etc. Where this is not possible, a 10 foot long by 18 inch deep root barrier sheet shall be installed along the edge of the harsdcape, centered on the tree trunk. Root barrier to be Shawtown Industries #SM -18 b. Trees shall not be planted within 4' -0" of buried utility lines, relocate trees slightly, if 61 not possible, notify landscape architect. c. A vertical cl of 114 inches is required above all disabled access parking spaces, a vertical clearance of 80 inches is required above walkways. Trim trees to remove all 6 limbs within these areas for ADA compliance. d. Set balled and burlapped (B&B) stock on layer of compacted planting topsoil plumb and in center of pit or trench with top of ball at same elevation as adjacent finished landscape grades. Remove burlap from sides of balls or containers. When set, place additional backfill around base and sides of ball, and work each layer to settle backfill and eliminate voids and air pockets. Water thoroughly. e. Install staking or guying of trees as directed by Landscape Architect. Mulch pits, trenches, and planted areas. Provide a 3" thickness of mulch at a un rate of 6 yards per 1000 sq. ft., and work into top of backfill and finish level with adjacent finish grades. y g. Apply a p...—: gent pesticide to all shntb /groundcover areas prior to installing mulch. h. If deciduous trees or shrubs are moved when in full leaf, spray with anti -desiccant at nursery before moving and spray again 2 weeks after planting. r,. i. Prune, thin out, and shape trees and shrubs in accordance with standard horticultural practice. Prune trees to retain required height and spread. Unless otherwise directed by Architect, do not cut tree leaders, and remove only injured or dead branches from flowering trees, if any. Prune shrubs to retain natural character. h j. Remove and replace excessively pruned or misformed stock resulting from improper pruning. k. Drill a drain hole at each tree location, drain hole shall be no less than 12" in diameter LANDSCAPE 329300 -9 a and shall be a minimum of 48" deep. Backfill drain hole with sand (install if necessary for positive drainage of plants). 2. Planting Ground Cover: a. Space ground cover plants per Planting Schedule. b. Dig holes Large enough to allow for spreading of roots and backfill with planting soil. Work soil around roots to eliminate air pockets. Water thoroughly after planting, taking care not to cover crowns of plants with wet soils. c. Mulch areas between ground cover plants and over required erosion mat at 2" in depth. 3. Planting Vines: a. Space vines per Planting Schedule. b. Dig holes large enough to allow for spreading of roots and backfill with planting soil. Work soil around roots to eliminate air pockets. Water thoroughly after planting, taking care not to cover crowns of plants with wet soils. c. Mulch areas between vines and over required erosion mat at 2 inches in depth. d. Attach vines to an armature, building or arbor 4. Planting Turf: a. Turf areas shall be bermed or sloped as required to provide positive drainage to the perimeter, or to drain inlets. b. Turf shall be installed flush with the top of surrounding curbs and walks so as to prevent water from puddling at the turf edges, import top soil if necessary to comply with this requirement. c. All sod turf shall be rolled with a weighted roller after installation. 5. Finish Grade: a. Final grades shall be smooth and even, providing an attractive appearance. Concentrated flows of water shall not drain over walks. Contact landscape architect if this appears unavoidable. Landscape materials shall not block or interfere with the free flow of drainage water. 6. Mulching: a. Apply pre emergent herbicide per manufacture recommendations to all plant areas except lawn. b. Apply bark to a continuous depth of three inches and rake smooth and to top of adjacent paving areas. I3. Maintenance: 1. Maintenance is to be provided throughout construction until final acceptance. 2. Landscape maintenance shall include, at a minimum, weekly mowing of grass, removal of weeds at no more than 10 day intervals, control of pests or diseases, weeldy irrigation controller adjustments, weekly replacement of any dead or dying plants, hedges shall be trimmed every other week, and weekly removal of litter from planters. Trees shall be pruned if requested and as required for healthy growth. Tighten and repair stake and guy supports and reset trees and shrubs to proper grades or vertical position. 3. The contractor shall take all reasonable precautions required to protect plants throughout the maintenance period from abnormal temperatures and conditions. 3.3 COMPLETION: A. Clean -Up I . Remove all debris off site and leave site in an attractive condition. B. Inspection for Acceptance of Work 1. During construction and when installation is complete, the Landscape Architect will, PLANTS 329300 -10 within 7 days upon request, make an inspection to determine acceptability. is C. Final Acceptance 1. Prior to requesting the final observation it is the contractor's responsibility to assure that the work is finished and complies with all clearly stated requirements of the plans, to including plant sizes and quantities. Substantial noncompliance will result in the assessment of penalties against the Contractor, to be not less than the cost of the observation, or $500.00, whichever is greater. Any of the following shall be considered proof of substantial non- compliance a. Installed quantity of any item is less than 95% of that specified. b. More than 3% of any plant variety are undersize. c. More than 3% of any plant variety are dead or dying. Dying is defined as wilting or loss of more than 30% leaves (deciduous leaf drop accepted). 2. The Contractor shall notify the Landscape architect and schedule an inspection. Any work required must be repaired and continued under maintenance until inspection and acceptance. Final inspection with acceptance will establish the start of the warranty period. 3. The warranty period shall be for I year from the date of final acceptance. D. Certificate of Completion 1. Upon completion of installation the contractor shall issue a Certificate of Completion stating the project name and the following: "I, (state licensed contractor's name) hereby certify under penalty of perjury, that the installation of landscape and irrigation for the above project is complete and conforms with the city and owner approved plans and specifications, with the exception of the following deviations )list approved deviations, and who approved them)." The certificate shall be signed by the Contractor's license holder. Ir 6 a Is a Y a END OF SECHON 329300 is LANDSCAPE 329300 -11 It Reid iddleton December 6, 2006 File No. 262006.005/01901 Mr. Bob Benedicto, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review — First Submittal Southcenter Square, Building S (D06 -384) Dear Mr. Benedicto: We reviewed the proposed project for compliance with the structura] provisions of the 2003 International Building Code (IBC) as amended and adopted by the state of Washington and the city of Tukwila. The permit applicant should address the comments below. Note that the "WSxx" code references are to Washington State Amendments of the applicable code. Responses to the review comments below should be made in an itemized letter form. We recommend the permit applicant have the structural engineer respond and resubmit two sets of the revised structural drawings and one copy of the supplemental structural calculations. All information should be submitted directly to Reid Middleton, Inc. Geotechnical 1. Special inspections by the geotechnical engineer should be provided as recommended in the geotechnical report by Geotech Consultants, dated January 5, 2005. See IBC Sections 1704.7 and 1802. The following is a summary: Architectural a. Site excavation and grading. b. Placement of structural fill and soil compaction. c. Verification of soil - bearing capacity. Washington d. Placement and compaction of foundation and retaining wall backfill. Oregon Alaska 1. Portions of the structural design have been deferred by the structural engineer for submittal to the city of Tukwila until after issuance of the initial building permit. See IBC Section 106.3.4.2. The following deferred submittals are identified: a. Design drawings for open -web steel joists and girders. Engineers Planners Surveyors Reid Middleton, Inc. 728 134th Street SW Suite 200 Everett, WA 98204 Ph: 425 741 -3800 Fax: 425 741 -3900 Mr. Bob Benedicto, Building Official City of Tukwila December 6, 2006 File No. 262006.005/01901 Page 2 2. The structural engineer is relying on the architectural drawings to include details regarding the attachment of the brick veneer to the building as indicated in details G -1.3 and K -1.3 on Sheet S_S1.3 of the structural drawings. The architectural drawings do not appear to include any details with respect to the attachment of the brick veneer to the structure. Please coordinate with the structural engineer and submit drawings showing these connections and substantiating data that indicated the connections have the capacity to resist out - of -plan wind and seismic forces as indicated in Sections 1609.6.2.2 and 1621.1 of the 2003 IBC respectively. Structural General b. Design drawings for awnings (i.e., exterior elevations). c. Design drawings for the trellis (i.e., Sheet A2.7). d. Design drawings for the landscape pavilion (i.e., Sheet A2.8). e. Design drawings for the monument sign (i.e., Sheet A2.11). 1. Structural special inspections by qualified special inspectors should be provided. See IBC Sections 1704 and 1707. The following is a summary: a. Concrete placement at concrete construction, including precast (tilt -up) reinforced concrete walls: Continuous, see also Section 1704.4. b. Reinforcement at concrete construction: Periodic, see also Section 1704.4. c. Reinforcement at, and installation of, precast (tilt -up) reinforced concrete walls: Periodic, see also Section 1704.4. d. Anchor bolts/rods at concrete foundation: Continuous, see also Sections 1704.4 and 1707.1. e. Installation of concrete and masonry expansion and adhesive anchors, where applicable: Continuous, see also Section 1704.13. f. Masonry construction, including mortar, reinforcement and structural connections: Periodic, see also Section 1704.5.2. g. Grout placement at masonry construction: Continuous, see also Section 1704.5.2. h. Fabrication and erection of structural steel: Periodic, see also Section 1704.3. i. Structural welding of structural steel for single -pass fillet welds (maximum 5/16 -inch) and roof deck welds: Periodic, see also Section 1704.3. Reid iddleton Mr. Bob Benedicto, Building Official City of Tukwila December 6, 2006 File No. 262006.005/01901 Page 3 Foundation No comments. Vertical No comments. Lateral j. Structural welding of structural steel, other than single -pass fillet welds (maximum 5/16 -inch) and roof deck welds, where applicable: Continuous, see also Section 1704.3. k. High - strength bolting of structural steel other than slip - critical: Periodic, see also Section 1704.3. 1. High - strength bolting of structural steel, slip - critical, where applicable: Continuous, see also IBC Section 1704.3, Section M5.4 of the AISC Specification (AISC -LRFD or AISC -ASD), and RCSC Section 9.3. m. Erection of open -web steel joists and girders. Periodic, see also Section 1704.3. 2. The architectural drawings contain a design for a trellis at the northwest corner of the building (Sheet A2.7) and a landscape pavilion east of the building (Sheet A2.8). The structural drawings, however, do not appear to contain a design for the structures. Please comment. Note that deferred submittal of the design drawings is noted in the architectural comments above. 3. Sheet S -S 1.0 under Hollow Masonry refers to the unit strength method of hollow masonry per 2000 IBC Section 2105.2.2.1. The 2003 IBC is enforced for the City of Tukwila. The reference should be updated to reference Section 2105.2.2.1 of the 2003 IBC. Please revise and resubmit. 4. Details J and P on Sheet S -S2.3 appear to indicate a slotted bolted connection for the beam to panel connection. Section 2205.5.2.2 of the 2003 IBC and Section C7 of AISC 341 -02 indicate that in order to prevent excessive deformations under earthquake motions, the bolted joints should be limited to standard holes or short- slotted holes with the direction of the slot perpendicular to the line of force. The drawings should be revised and resubmitted to show these the details with standard or short- slotted holes perpendicular to the line of force. Note that Detail P is referenced on Sheet S_S2.1 at a drag strut and a chord force is specified at Note #7 at Sheet S_S2.1 for the joist girder where Detail J is referenced. Reid iddleton Mr. Bob Benedicto, Building Official City of Tukwila December 6, 2006 File No. 262006.005/01901 Page 4 5. Details G -1.3 and K -1.3 on Sheet S -S1.3 of the structural drawings indicate the architectural drawings will include details regarding the attachment of the brick veneer to the building. The architectural drawings do not appear to include any details with respect to the attachment of the brick veneer to the structure. This note has been included in the comments to be addressed by the Architect shown above. Please comment. 6. Please provide substantiating data that shows the connection in Section B /S -S2.3 has the capacity to resist out -of -plane forces indicated in Section 1616.6 of the 2003 IBC and Section 9.5.2.6.3.2 of ASCE 7 -02. The calculations do not appear to include consideration of this connection. 7. Sheet S -S2.4 shows "Upper Side Wall" elevations and connections. The calculations do not appear to include the design of the flat strap bracing, nor the strap's connection to the 16 gauge plate. Please provide substantiating data that indicates the proposed flat strap and the strap's connection have the capacity to transfer the design shear forces, as well as dimension the flat strap bracing and indicate what the overturning forces are so as to allow the joist manufacture to account for them. 8. Sheet S -S2.2 and Detail P -2.6 on Sheet S -S2.6 of the drawings indicate the tower columns are attached to angles below the roof deck. The calculations do not appear to include analysis of this connection. Please provide substantiating data that shows the proposed connection has the capacity to the resist the design loading per Section 1616.6 of the 2003 IBC and Section 9.5.2.6.4.1 of ASCE 7 -02. 9. The Tower Side Elevation on Sheet S -S2.5 and Details K -2.6 and L -2.6 on Sheet S -S2.6 appear to indicate an ordinary braced frame in the upper portion above Level #2. Please provide substantiating data that indicate Section 2205.2.2 of the 2003 IBC and Section 14 of AISC 341 -02 have been satisfied with respect to the bracing member and the connections. 10. Pages T -7 and T -11 of the calculations appear to indicate the Tower's lateral - force- resisting system is a moment - resisting frame (or an inverted pendulum) except there are apparently no details of the moment - resisting joints to verify this. Per Section 1616.6 of the 2003 IBC and Table 9.5.2.2 of ASCE 7 -02, the Response Modification (R) Coefficient for ordinary steel moment frames is less than 5, which is used in the calculation package for the main building. Per Section 9.5.2.2.2.1 of ASCE, the R factor for the building shall not exceed the Reid iddleton • Mr. Bob Benedicto, Building Official City of Tukwila December 6, 2006 File No. 262006.005/01901 Page 5 lowest R coefficient in the direction considered. Hence unless a lateral- force- resisting system with an R factor of 5 or greater is used for the Tower, the calculations may need to be revised using the lower R value. One option to keep the proposed R factor of 5 is to provide ordinary braced frames on at least two sides of the Tower. Please comment and revise the drawings and calculations accordingly. 11. The calculations received on November 27, 2006 determine the shear forces on the roof diaphragm. Side seam spacing of 12 inches east of Grid 1 and 18 inches east of Grid 8 are determined on pages AL -1 and AL -2 of the calculations. The lower roof diaphragm fastening schedule, however (Sheet S_S2.1) specifies a spacing of 18 inches and 24 inches at these locations. The schedule should be revised. 12. The calculations received on November 27, 2006 appear to assume three -sided fillet welds for the connections of the steel plates transferring drag struts loads from girder to girder above the column at Grid C/8 (see page AL -6). Detail R/S_S2.3, however specifies a two -sided weld (5/16 -inch x 7 inches). Corrections and comments made during the review process do not relieve the permit applicant or the designers from compliance with code requirements, conditions of approval, and permit requirements; nor are the designers relieved of responsibility for a complete design in accordance with the laws of the state of Washington. This review is for general compliance with the International Building Code as it relates to the project. If you have any questions or need additional clarification, please contact us. Sincerely, Reid Middleton, Inc. Phi Brazil, P.E., S.E. Sen .r Engineer cc: Mon Wig, Wig Properties (by surface mail) Sonny Vinberg, Freiheit and Ho (by surface mail) Chuck Morris, Hudson and Associates (by surface mail) dop:\doc\26\planrevw\tukwila\06\tO 19r 1.doc \prb emu. d. r" Al Findlay, P.E. Design Engineer Reid iddleton Reid iddleton November 22, 2006 File No. 262006.005/01602 Mr. Bob Benedicto, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review — Final Submittal Southcenter Square, Building E (D06 -384) Dear Mr. Benedicto: We reviewed the proposed project for compliance with the structural provisions of the 2003 International Building Code (IBC) as amended and adopted by the state of Washington and the city of Tukwila. The permit applicant has responded successfully to our comments. Individual revised sheets were submitted in response to our initial plan review and inserted into the original drawing set. The other sets of drawings should be reconciled in preparation for permit issuance. These revised sheets are. A2.9, A2.10, E.A5.0- E.A5.5, E.A.6.0, E.A.8.0- E.A.8.2, E1 -E3, E.S.1.0, E.S.1.1, E.S.1.3, E.S.1.4, E.S.2.1, E.S.2.3 and E.S.2.4. Portions of the structural design have been deferred by the structural engineer for submittal to the city of Tukwila until after issuance of the initial building permit. The applicant should recognize that the city of Tukwila may require the issuance of additional permits. The following deferred submittals are identified: 1. Design drawings for open -web steel joists and girders. 2. Design drawings for awnings (i.e., exterior elevations). 3. Design drawings for canopies (i.e., exterior elevations, Sheet E- A4.1). Special inspections by the geotechnical engineer should be provided as recommended in the geotechnical report by Geotech Consultants, dated January 5, 2005. The following is a summary: 1. Site excavation and grading. 2. Monitoring of movements of adjacent structures. 3. Preload/surcharge program at building area. 4. Monitoring of settlement of preload/surcharge fill. 5. Placement of structural fill and soil compaction. 6. Verification of soil - bearing capacity. 7. Placement and compaction of foundation and retaining wall backfill. Washington Oregon Alaska Engineers Planners Surveyors Reid Middleton, Inc. 728134th Street SW Suite 200 Everett, WA 98204 Ph: 425 741 -3800 Fax: 425 741 -3900 Mr. Bob Benedicto, Building Official City of Tukwila November 22, 2006 File No. 262006.005/01602 Page 2 I P Structural special inspections by qualified special inspectors should be provided. The following is a summary: 1. Concrete placement at concrete construction, including precast (tilt -up) reinforced concrete walls: Continuous. 2. Reinforcement at concrete construction: Periodic. 3. Adhesive installation of concrete reinforcement: Continuous. 4. Reinforcement at, and installation of, precast (tilt -up) reinforced concrete walls: Periodic. 5. Anchor bolts /rods at concrete foundation: Continuous. 6. Installation of concrete and masonry expansion and adhesive anchors, where applicable Continuous. 7. Masonry construction, including mortar, reinforcement and structural connections: Periodic. 8. Grout placement at masonry construction: Continuous. 9. Fabrication and erection of structural steel: Periodic. 10. Structural welding of structural steel for single -pass fillet welds (maximum 5/16 -inch) and roof deck welds: Periodic. 11. Structural welding of structural steel, other than single -pass fillet welds (maximum 5/16 -inch) and roof deck welds, where applicable: Continuous. 12. High - strength bolting of structural steel other than slip - critical: Periodic. 13. High - strength bolting of structural steel, slip - critical, where applicable: Continuous. 14. Erection of open -web steel joists and girders: Periodic. Enclosed are one set of the revised drawings, one set of the revised structural sheets, structural calculations, geotechnical report, and correspondence from the architect, geotechnical engineer and structural engineer for your records. If you have any questions or need additional clarification, please contact us. Sincerely, Reiff Middleton, Inc lip Brazil, ' E., S.E. Senior Engineer Enclosures cc: Mon Wig, Wig Properties by surface mail) Sonny Vinberg, Freiheit and Ho (by surface mail) Chuck Morris, Hudson and Associates (by surface mail) dop:\ doc \26 \planrevw \tukwila \06 \t016r2. doc \prb Reid iddleton 10900 NE 33 PLACE SUITE 202 BELLEVUE, WA 98004 P:425.827.2100 F:425.828.6899 November 17, 2006 Reld Middleton, Inc. 728134th Street SW Everett, WA 98204 ATTN: Mr. Philip Brazil, PE, SE Re: Building Permit Plan Review — First Submittal Southcenter Square, Building E (D06 -384) Dear Mr. Brazil, We are responding to Plans Review comments noted in your letter to Mr. Bob Benedicto, Building Official with the City of Tukwila, dated November 13, 2006. Below are our responses. We have attached responses, separately, from the Geotechnical Engineer and Structural Engineer. Geotechnical Please see attached response letter from Geotech Consultants, Inc., dated November 15, 2006, responding to items #1 and #2. Architectural 1. Design drawings for sub -items la., 1b., and lc. will be deferred submittals and will be submitted per the City of Tukwila's requirements and IBC Section 106.3.4.2. 2. Please see attached letter response, dated November 15, 2006 Geotech Consultants, Inc. addressing request for verification and validation of geotechnical report for Building E. 3. Supplemental Architectural Drawings, Sheets A2.9, A2.10, E A5.0, E A5.1, E_A5.2, E_A5.3, E_A5.4, E A5.5, E A6.0, E A8.0, E_A8.1, andE_A8.2, have been revised and clouded with revision triangle #3. We have provided those in support of the Structural Engineer's responses to items #7 through #19. 4. Electrical Sheets E -1, E -2, E -3, and energy calculations per Washington State Energy Code have been included responding to the attached City of Tukwila's Building Division Review Memo, dated October 30, 2006, requesting supplemental Energy Calculations for the Exterior Lighting and compliance to the Washington State Energy Code Chapter 15. Structural FREIHEIT & HO ARCHITECTS, INC., P.S. Please see attached calculations responding to items #1 through #19. Structural Drawings, Sheets E S1.0, E S1.1, E S1.3, E S1.4, E S2.1, E S2.3, E S2.4 have additionally been submitted in support of their responses. If you have any additional questions, or comments, please advise as soon as possible. Soothca,ta Plan Review Reepove_E Bldg 11- 17- 06.doc 000424 Building Permit Plan Review — F)SSubmittal Southcenter Square, Building E (D06 -384) Response to Building Permit Plan Review — First Submittal Comments November 17, 2006 Page 2 of 2 Sincerely, FREIHEIJ &$O ARCHITECTS, INC., P.S. Arthur S. Chang, AIA Principal Southcenter Flans Revicw Rupoic E Bldg 1I- 17-06.doc \ ' GEOTECH CONSULTANTS, INC. Wig Properties 4811 — 134th Place Southeast Bellevue, Washington 98008 Attention: M.K. Wig Subject: Response to Geotechntcal Item 2 of November 13, 2006 Letter from Reid Middleton Proposed Building E — Southcenter Square 17200 Southcenter Parkway Tukwila, Washington References: Geotechnical Engineering Study, Proposed Shopping Center, Southcenter Parkway and Mink ler Boulevard, Tukwila, Washington; Geotech Consultants, Inc.; January 5, 2005. Dear Mr. Wig: We have been provided with a copy of the November 13, 2006 Permit Plan Review Letter prepared by Reid Middleton for this proposed building. Item 2 of the Geotechnical section questions whether or not the above - referenced geotechnical report is applicable to Building E, which is being constructed on the eastem edge of the property. The January 5, 2005 Geotechnical Engineering Study that our firm prepared was intended to apply to all buildings that would be constructed on the property, including Building E. The geotechnical design and preparation considerations contained in that report are applicable to the foundations, floor slabs and earthwork for Building E. The foundations for this building will be placed on at least 2 feet of compacted structural fill following removal of the extra few feet of existing fill necessary to reach the design finish floor elevation. Preloading of this building pad is not necessary If there are any questions, or if we can be of further service, please contact us. - ..,.ttespectfully submitted, GEOTECH CONSULTANTS, INC. MRM: jyb Marc R. McGinnis, P.E. 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CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206 - 324 -6160 • Fax 206- 324 -6248 rhudson @hudsonengineers.com \, ecliots5 L ( kcJ, ES1r3> k J'\ A ( � t %;-1R4) st4°'- ,13rr�ck 'Y s I - T� es /4% if.VLN. .t Tit i eICp'% FA' W`�.♦ :it i rte. t-TM L, ". ? f GIhaPT�--Q. co ; �C S3o 2 4ScE 5 -c32 'r � 4oZ • ,oe Sc> _M I G _ SHEET NO. %La4- 10 OF CALCULATED BY DATE 0-15 ^O(p Reid iddleton November 13, 2006 File No. 262006.005/01601 Mr. Bob Benedicto, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review — First Submittal Southcenter Square, Building E (D06 -384) Dear Mr. Benedicto: We reviewed the proposed project for compliance with the structural provisions of the 2003 International Building Code (IBC) as amended and adopted by the state of Washington and the city of Tukwila. The permit applicant should address the comments below. Note that the "WSxx" code references are to Washington State Amendments of the applicable code. Responses to the review comments below should be made in an itemized letter form. We recommend the permit applicant have the architect, geotechnical engineer and structural engineer respond and resubmit two sets of the revised structural drawings and one copy of the supplemental structural calculations. All information should be submitted directly to Reid Middleton, Inc. Geotechnical RECEIVED NOV 15 2006 DEVELO�P 1. Special inspections by the geotechnical engineer should be provided as recommended in the geotechnical report by Geotech Consultants, dated January 5, 2005. See IBC Sections 1704.7 and 1802. The following is a summary: a. Site excavation and grading. b. Monitoring of movements of adjacent structures. Washington c. Preload/surcharge program at building area. Oregon d. Monitoring of settlement of preload/surcharge fill. Alaska e. Placement of structural fill and soil compaction. f. Verification of soil - bearing capacity. g. Placement and compaction of foundation and retaining wall backfill. 2. The structural engineer is relying on recommendations from Geotech Consultants, Inc. in their report, dated January 5, 2005 (JN 04318) for a proposed retail center at the northeast corner of Southcenter Parkway and Engineers Planners Surveyors Reid Middleton, Inc. 728134th Street SW Suite 200 Everett, WA 98204 Ph: 425 741 - 3800 Fax: 425 741 -3900 Mr. Bob Benedicto, Building Official City of Tukwila November 13, 2006 File No. 262006.005/01601 Page 2 Architectural Structural General Minkler Boulevard. According to the architectural drawings, however, Building E will be located over 1,000 feet east of the intersection of the streets. It is uncertain whether the report by Geotech Consultants is intended for Building E. The geotechnical engineer should submit a letter verifying that the recommendations of their report are valid for Building E. Note that the vicinity map referenced on page 1 of the report was not made available to us. 1. Portions of the structural design have been deferred by the structural engineer for submittal to the city of Tukwila until after issuance of the initial building permit. See IBC Section 106.3.4.2. The following deferred submittals are identified: a. Design drawings for open -web steel joists and girders. b. Design drawings for awnings (i.e., exterior elevations). c. Design drawings for canopies (i.e., exterior elevations, Sheet E- A4.1). 2. The structural engineer is relying on recommendations from Geotech Consultants, Inc. in their report, dated January 5, 2005 (JN 04318) for a proposed retail center at the northeast corner of Southcenter Parkway and Minkler Boulevard. According to the site plan (Sheet A2.0), however, Building E will be located over 1,000 feet east of the intersection of the streets. It is uncertain whether the report by Geotech Consultants is intended for Building E. We are requesting a letter from them verifying that the recommendations of their report are valid for Building E. Refer to the geotechnical comments above. 1. Structural special inspections by qualified special inspectors should be provided. See IBC Sections 1704 and 1707. The following is a summary: a. Concrete placement at concrete construction, including precast (tilt -up) reinforced concrete walls: Continuous, see also Section 1704.4. b. Reinforcement at concrete construction: Periodic, see also Section 1704.4. c. Adhesive installation of concrete reinforcement: Continuous, see also Section 1704.13 (i.e., Detail J/E- S1.4). d. Reinforcement at, and installation of, precast (tilt -up) reinforced concrete walls: Periodic, see also Section 1704.4. e. Anchor bolts /rods at concrete foundation: Continuous, see also Sections 1704.4 and 1707.1. Reid iddleton Mr. Bob Benedicto, Building Official City of Tukwila November 13, 2006 File No. 262006.005/01601 Page 3 f. Installation of concrete and masonry expansion and adhesive anchors, where applicable: Continuous, see also Section 1704.13. g. Masonry construction, including mortar, reinforcement and structural connections: Periodic, see also Section 1704.5.2. h. Grout placement at masonry construction: Continuous, see also Section 1704.5.2. i. Fabrication and erection of structural steel: Periodic, see also Section 1704.3. j. Structural welding of structural steel for single -pass fillet welds (maximum 5/16 -inch) and roof deck welds: Periodic, see also Section 1704.3. k. Structural welding of structural steel, other than single -pass fillet welds (maximum 5/16 -inch) and roof deck welds, where applicable: Continuous, see also Section 1704.3. 1. High - strength bolting of structural steel other than slip - critical: Periodic, see also Section 1704.3. m. High - strength bolting of structural steel, slip - critical, where applicable: Continuous, see also IBC Section 1704.3, Section M5.4 of the AISC Specification (AISC -LRFD or AISC -ASD), and RCSC Section 9.3. n. Erection of open -web steel joists and girders: Periodic, see also Section 1704.3. 2. The section of the structural notes on special inspections, Sheet S1.0, should be revised by specifying additional special inspections (i.e., masonry construction, grout placement at masonry construction, fabrication/erection of structural steel, high - strength bolting of structural steel and erection of steel joists /girders). Note that the types of special inspections are required to be included in the quality assurance plan. See IBC Section 1705.2(4). Refer to Sections 1704 and 1707 and the structural comment above to determine the additional types of special inspections. 3. The frequency of each type of special inspection in the section of the structural notes on special inspections, Sheet E -S1.0, should be specified for review (i.e., periodic or continuous). Note that the frequency of each special inspection is required to be included in the quality assurance plan. See IBC Section 1705.2(4). Refer to Section 1702.1 for the definitions of continuous special inspection and periodic special inspection. Refer to Sections 1704 and 1707 and the structural comment above to determine when continuous or periodic special inspection is required for each type of special inspection. 4. The snow load design data in the section of the structural notes on live loads, Sheet E-S1.0, should be revised by also specifying the ground snow load (P flat -roof snow load (Pt), snow exposure factor (C thermal factor (CO, and snow load importance factor (I See IBC Section 1603.1.3. Reid iddleton Mr. Bob Benedicto, Building Official City of Tukwila November 13, 2006 File No. 262006.005/01601 Page 4 5. The earthquake load design data in the section of the structural notes on seismicity, Sheet E -S 1.0, should be revised by also specifying the seismic use group, mapped maximum spectral response accelerations (Ss and Si), seismic response coefficient (Cs), and analysis procedure used. See IBC Section 1603.1.5. Foundation 6. No comments. Vertical 7. Sheet E-S1.2 shows a partially enclosed structure with CMU walls from approximately Grid 4.5 to Grid 4.7 east of Grid A. No dimensions are shown on the drawings. Please clarify and resubmit for review what the plan dimensions are. 8. Sheet E -S1.4 includes Typical CMU Wall Reinforcing Notes. Note 2 appears to contradict Note 3 with respect to lap lengths. Please clarify Note 2 so as not to contradict with Note 3 and resubmit for review. 9. Section A on Sheet E -S2.4 and Plan B on Sheet E -S2.4 of the drawings show the proposed canopy connections with a note to see the architectural drawings for the plan and section dimensions. Detail 7 and Detail 12 on Sheet E -A6.0 indicate certain dimensions, but the architectural sheets do not appear to indicate dimensions with respect to the structural supports and framing members. Please clarify and resubmit for review the canopy design indicating the required dimensions for all of the structural members, including the steel support plates, and the spacing and edge distances for the expansion bolts. 10. Page 8 of the calculations shows a load case for the canopy. It is unclear how the loading (40 psf) was determined, if gravity was considered, or if wind uplift was examined in the design of the canopy. Please submit substantiating data that indicates the proposed canopy has the capacity to meet the gravity and lateral loads, including wind up lift, as indicated in Section 1605.1 of the 2003 IBC. Lateral 11. Per plan note number 6 on Sheet E- S2.1of the design drawings, the framing within 10 feet of the wall shall be designed for a net uplift of 12 psf, and for framing greater than 10 feet away, the framing shall be designed for a net uplift Reid iddleton Mr. Bob Benedicto, Building Official City of Tukwila November 13, 2006 File No. 262006.005/01601 Page 5 of 3.5 psf. The calculations do not appear to include any supporting data to indicate how this 10 foot distance was determined, or how the net uplift values were calculated. Please provide substantiating data that support this plan note. 12. Page Ll of the design calculations indicates the seismic loads to the structure. It is unclear where a similar page concerning wind loading is in the design calculations. Please provide substantiating data indicating that seismic loading, and not wind loading, controls with respect to the main force - resisting system as well as with loading to components and cladding. 13. Detail J and Detail P on Sheet E -S2.3 appear to indicate a slotted bolted connection for the beam to panel connection. Per page 2 of the design calculations, this beam is a drag element. Section 2205.5.2.2 of the 2003 IBC and Section C7 of AISC 341 -02 indicate that in order to prevent excessive deformations under earthquake motions, the bolted joints should be limited to standard holes or short- slotted holes with the direction of the slot perpendicular to the line of force. The drawings should be revised and resubmitted to show these details with standard or short- slotted holes perpendicular to the line of force. 14. Section B on Sheet E -S2.3 shows joist bridging, angles, and an embedded plate. It is unclear from the detail what the 1/4 -inch field weld is welding. The arrow is pointing between the two L3x3 angles and towards a rectangular outline that appears to be indicating bridging. Please clarify and resubmit for review what the bridging is to be if it is being used, how the vertical L3x3 angle relates to the bridging, and to what members does the 1/4 -inch fillet weld apply. 15. Section A/E -S -2.4 is unclear as to the dimensions of the connection or the required structural members. There does not appear to be any dimensions for either clevis at the end of the standard pipe, the 3/8 inch thick plates, or the minimum edge distances for the expansion bolts to the edge of the opening. Section A/E -S2.4 and Plan B/E -S2.4 do not show the additional strut indicated on Page 8 of the calculations. Please revise and resubmit the drawings showing the dimensions of the connections and showing all the structural members shown on Page 8 of the design calculations. 16. Section A/E -S 1.4 shows a CMU wall that may be 8 feet above the concrete slab. Section L/E -S.13 is similar. The design calculations do not appear to include any seismic or wind loading calculations on this wall. The proposed footing appears to be inadequate to resist lateral forces applied to the proposed CMU wall. Please provide substantiating data that shows the wall and the footing are adequate to support the design loads indicated by Section 1605.1 of the 2003 IBC. Reid iddleton Mr. Bob Benedicto, Building Official City of Tukwila November 13, 2006 File No. 262006.005/01601 Page 6 17. Detail A and Detail B in Section A on Sheet E -S 1.3 shows connections of the panels to the concrete foundation. It appears calculations for these connections are not in the design calculations. Please provide substantiating data that indicates the proposed connections have adequate capacity to resist the loadings indicated in Section 1605.1 of the 2003 IBC. 18. Connection Types A through G on Sheet E -S 1.4 show concrete panel to concrete panel connections. The design calculations do not appear to include the design of these connections. Please provide substantiating data that indicates the proposed connections have adequate capacity to resist the design loads indicated in Section 1605.1 of the 2003 IBC. 19. Sections G/E -S 1.3 and J/E-S1.4 of the design drawings indicates brick veneer attached to the concrete panel. The architectural drawings are referenced for the ties providing lateral support. The architectural drawings, however, do not appear to specify these ties. The structural drawings should be revised by specifying the ties for review. Corrections and comments made during the review process do not relieve the permit applicant or the designers from compliance with code requirements, conditions of approval, and permit requirements; nor are the designers relieved of responsibility for a complete design in accordance with the laws of the state of Washington. This review is for general compliance with the International Building Code as it relates to the project. If you have any questions or need additional clarification, please contact us. Sincerely, Reid Middleton, Inc. P ; ip Brazil, P.E., S.E. S for Engineer Mon Wig, Wig Properties (by surface mail) Sonny Vinberg, Freiheit and Ho (by surface mail) Chuck Morris, Hudson and Associates (by surface mail) dopAdoc\26\planrevw\tukwila\06\tO 16r 1. doc \prb cc: Al Findlay, P.E. Design Engineer Reid iddleton October 31, 2006 Leshya Wig Wig Properties, LLC -SS 4811 134 PI SE Bellevue, WA 98006 RE: CORRECTION LETTER #1 Development Permit Application Number D06 -384 Southcenter Square, Building E —17200 Southcenter Py Dear Ms. Wig: City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director This letter is to inform you of corrections that must be addressed before your development permit(s) can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Building Department. At this time the Fire, Planning, and Public Works Departments have no comments. Building Department: Ken Nelsen, at 206 431 -3677, if you have questions regarding the attached memo. Please address the attached comments in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) complete sets of revised plans, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at (206) 433 -7165. Sincerely, encl File No. D06 -384 44 arshal hnician P: Jennifer\ Correction Letters \2006 \D06 -384 Correction Ltr NI.DOC jem 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 Building Division Review Memo No further comments at this time. Date: Oct. 30, 2006 Project Name: Wig property Building "E ", permit application Application #: D06 -384 Plan Review: Ken Nelsen, Senior Plans Examiner Tukwila Building Division Ken Nelsen, Sr. Plan Examiner An initial Building Division plan review has been conducted on the subject permit application. Only one none item of concem has been noted during the architectural review. Please address the following comment with revised plans and /or other applicable documentation. 1. Documentation and/or plan details have not been provided with the permit application regarding the building exterior lighting compliance to the Washington State Energy Code. Submit a completed Energy Code compliance lighting form and revise any applicable plan sheets to reflect the maximum lighting requirements found in W.S.E.C. Chapter 15. October 13, 2006 Dave Swanson, P.E. Reid Middleton 728 - 134th Street SW, Suite 200 Everett, WA 98204 RE: Structural Review Southcenter Square — Bldg `E' — D06 -384 17200 Southcenter Py, Tukwila Dear Mr. Swanson: Please review the enclosed plans and documents for structural compliance with the 2003 International Building Code. If you should have any questions, please feel free to contact me at (206)431 -3672. Sincerely, Brenda 14oTt, Permit Coordinator encl xc: Permit File No. D06 -384 City of Tukwila Q:1Documents\Strvctural Consultant \D06 -384 - structural review.DOC Page 1 of 1 bh Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206- 431 -3670 • Fax: 206-431-3665 �1M FIRE. SAFETY. SECURITY. August 14, 2006 Bush, Roed & Hitchings, Inc. Attn: Jay Decker 2009 Minor Avenue East Seattle, WA 98102 iavd @,brhinc.com Re: Fire flow test results for South Center Sq. site. Dear Jay, The following results were obtained during the recent flow test conducted at the Southcenter Sq. site on the corner of Southcenter Blvd. and Minkler in Tukwila, WA. I. Water Supply: Well gridded underground fire mains with 12" ductile iron (DI) looped around the adjacent retail development site on Southcenter Blvd. with an interconnection to the 12" DI dead end main on Minkler. 2. Future Water Main Expansion: Minkler main to be looped around this project site to interconnect with the main on Southcenter Blvd. 3. Safety Buffer: A 10% safety factor is typically required off of the raw flow data. 4. Contact: 5. Flow Test: Test #2 Water Department: Micheal P. Cusick, P.E. Utilities Engineer Public Works Department 6300 Southcenter Blvd. Tukwila, WA 98188 -2544 Phone # (206) 433 -0179 ext. 1641 Fax # (206) 431-3665 Email mcusick @ci.tukwila.wa.us Effective point: Gauge hydrant ( #165D) located on south side of Minkler directly across the street from the SE corner of proposed site and adjacent to 358 Upland Dr. CITRECEIVED Flow hydrant Flow hydrant ( #165E) located on south side of Minkler directly OCT 1 1 2006 kl across the street from the proposed site and adjacent to 378 Upland Dr. PERMIT CENTER TVA Fire and Life Safety, Inc. • 1101 Andover Park West Suite 100 • Seattle, WA 98188 • Tel: 206 -439 -7080 • Fax: 206-439-7089 1)(10 sitel Date of test: Test performed by: Static pressure: Residual pressure: Flow (Pitot) pressure: Total flow: With 10% safety buffer: Static pressure: Residual pressure: Flow (Pitot) pressure: Total flow: Corrected Fire Flow: Pressure @ 1600 gpm: cc: File - TVA Seattle Very truly yours, TVA Fire & Life Safety, Inc r aw c David Trull, CFPS Fire Protection Consultant/Loss Control August 12, 2006 @ 7:45 am. David Trull and Steve Swarthout — TVA, City of Tukwila Public Works Department. 150 psi 122 psi 72 psi from one 21/2-inch orifice, 0.90 coef. flowing 1,453 gpm 72 psi from one 21/2-inch orifice, 0.90 coef. flowing 1,453 gpm 2,848 gpm 135 psi 107 psi 72 psi from one 21/2-inch orifice, 0.90 coef. flowing 1,453 gpm 72 psi from one 21/2-inch orifice, 0.90 coef. flowing 1,453 gpm 2,848 6,106 gpm @ 20psi. 126psi. If you have any questions or concerns, please contact me in the TVA Seattle office at (206) 439- 7080 Ext. 106 or via my cellular phone at (619) 961 -8245. Hyd # Port # D Cd P Q 1 1 2.5 0.9 72 1424 2 2.5 0.9 72 1424 2 1 2.5 0.9 0 2 2.5 0.9 0 3 1 2.5 0.9 0 2 2.5 0.9 0 Total GPMs flowed in test 2848 Location Date South side of Minkler 8/12/2006 Time 7:45 (Sketch of Hydrants Located on Back) TVA Person Conducting Test David Trull and Steve Swarthout * TVA Fire Life Safety Fire Flow Report Test Hydrant Information Legend Q Flow in GPM Cd Friction loss Coefficient D diameter of opening in inches Pp Pressure on Pitot in psi Qf Fire flow in GPM at 20psi P, Static Pressure in psi Pr Residual Pressure in psi Fire Flow @ 20psi 6,106 Fire Flow @ 10psi 6,388 Static Pressure 135 Residual Pressure 107 7000 6000 5000 • 4000 a • 3000 2000 1000 0 10 Total Fire Flow 20 30 40 50 60 70 80 90 100 PSI 8/31/2006 WOO woo 11wa3d PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D06 -384 DATE: 11 -17 -06 PROJECT NAME: SOUTHCENTER SQUARE BLDG E SITE ADDRESS: 17200 SOUTHCENTER PY Original Plan Submittal Response to Incomplete Letter # X Response to Correction Letter # 1 Revision # After Permit Issued DEPARTMENTS: Bui i ng I Ision L�SI Public Works ❑ Fire Prevention Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: Incomplete ❑ TUES/THURS ROUTJNG: Please Route , Structural Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Documents/routing sl ip.doc 2-28-02 n ❑ Permit Coordinator ❑ Planning Division DUE DATE: 11-21-06 Not Applicable ❑ Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: ❑ No further Review Required DATE: DUE DATE: 12-19-06 Approved ❑ Approved with Conditions 0 Not Approved (attach comments) ❑ Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: ACTIVITY NUMBER: D06 -384 DATE: 10 -11 -06 PROJECT NAME: WIG PROPERTIES, BUILDING E SITE ADDRESS: 17200 SOUTHCENTER PY X Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # After Permit Issued DEPART NTS• 1 ring rvision PutliS Works 1 DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS ROUT G: ' PERMIT COORD COPY`" PLAN REVIEW /ROUTING SLIP �1 Ill )o 10 -11-o Fire Prevention rz Structural ' 11,14,-0;0 Incomplete ❑ Structural Route tructural Review Required No further Review Required ❑ REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Approved ❑ Notation: Approved with Conditions ❑ DATE: REVIEWER'S INITIALS: DATE: Documents'rouling slip.doc 2 -28-02 I�W 1°4460 Planning Division Permit Coordinator C DUE DATE: 10-12-06 Not Applicable ❑ DUE DATE: 11-09-06 / Not Approved (attach comments) 1 Permit Center Use Only y CORRECTION LETTER MAILED: 10 (*1 i A Departments issued corrections: Bldg Fire ❑ Ping ❑ PW ❑ Staff Initials: Date: II -1 -04 City of Tukwila ▪ Response to Incomplete Letter # ®' Z Response to Correction Letter # 1 - Department of Communi& Development 6300 Soutbcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: jtttp: / /www.cttukwilawa.us Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Plan Check/Permit Number: Ob -" 38M Steven M. Mullet, Mayor Steve Lancaster, Director RECEIVED CITY OF TUKWII A ❑ Revision # after Permit is Issued NOV 1 7 2006 ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: ' ea"M.C.t°�A.Itt'S' Set,tcen e Project Address: V SC I c.a v � Contact Person: 1-e-311.6 . Phone Number: I f 25 /1 S — 411- y Summary of Revision: Li 3 LAL, 2f Cole- fir 6I4 E PERMIT CENTER Sheet Number(s): "Cloud" or highlight all areas of revision including date of Received at the City of Tukwila Permit Center by: 4 �{( Entered in Permits Plus on ` l (, � V 1apphcationsltonns- applications on lmelmision submittal Created: 8 -13 -2004 Revised: F625 -052. 000 " ) �: DEPARTMENT OF LABOR AND %INDUSTRIES REGISTERED AS PROVIDED j BY LAW,: CONST CONT .GENERAL REGIST # EXP,. D ATE CO1 WIGPRPL945N3'08/23/2008 FFECTIVE -.DATE ;•08/23/2006 .WIG PROPERTIES LLC -AS 4811.: 134TH PL SE , ' `BELLEVUE WA:'9800.6' F625 -052 -000 (8/97) — Detach And Display Certificate REGISTERED A& PROVIDED BY LAW AS1 CONST_ CONT`- °GENERAL" EXP. DATE "" CC01`' - WIGPRPL945N3 08/23/2008 EFFECTIVE, DATE" 08/23/2006 WIG PROPERTIES * - LLC =S 4811 134THjPL SE BELLEVUE WA ,-98006 Signature Issued by DEPARTMENT OF LABOR AND INDUSTRIES Please Remove And Sign Identification Card Before Placing In Billfold License Information License WIGPRPL945N3 Licensee Name WIG PROPERTIES LLC -SS Licensee Type CONSTRUCTION CONTRACTOR UBI 602392950 Ind. Ins. Account Id PARTNER/MEMBER Business Type LIMITED LIABILITY COMPANY Address 1 4811 134TH PL SE Address 2 City BELLEVUE County KING State WA Zip 98006 Phone 4256412044 Status ACTIVE Specialty 1 GENERAL Specialty 2 UNUSED Effective Date 8/23/2006 Expiration Date 8/23/2008 Suspend Date Separation Date Parent Company Previous License SEATADC016JH Next License Associated License Business Owner Information Name Role Effective Date Expiration Date WIG, MANMOHAN K PARTNER/MEMBER 08/23/2006 WIG, PRISCILLA P PARTNER/MEMBER 08/23/2006 Look Up a Contractor, Electrician or Plumber License Detail Page 1 of 2 Washington State Department of Labor and Industries General/Specialty Contractor A business registered as a construction contractor with L&I to perform construction work within the scope of its specialty. A General or Specialty construction Contractor must maintain a surety bond or assignment of account and carry general liability insurance. Bond Information Bond Bond Company Name Bond Account Number Effective Date Expiration Date Cancel Date Impaired Date Bond Amount Received Date TRAVELERS htt ps:// fortress. wa. gov /lni/bbip /printer.aspx ?License= WIGPRPL945N3 12/04/2006 x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x 3 • Ur s r P.C. PANEL - REINF. PER PANEL ELEVATION _VARIES GRADE --- Ri:: ARI ►I. 1 3' GROUT COVER \ `1 (MITI.) ON CONNECTIONS. RE: ARCH. FOR --� FOOTING DRAIN 1 DETAIL A OR B l'- 2'-0' COMPACTED SOILS PER • ' •'SX !' REPORT +�' �• \/ .? Jr AR ES SiA=t/. --- PE: ev . 2'-0- 12'[ �- /4x 2'-0' 0 24.0C I SLAB DOKFL 1 GROUT (TYP.) - 14 CONT. 1•_6. --#4 0 18'OC CONC. SLAB .III_ .�I�ryi• RE: PLAN j 3-/4 EA. SIDE OF FOOTING rm.:Ns CAA-% • m • '1W ,:;M2' P - • 2'-0' 10' Fs i• A706 GRADE j5 BAR e 3(et2% x 0'-334- (O EA. BAR) L 4x3xY4 x O'-6' - W/2-/5x2'-0- 0 4'GA. Y4x3x0'-10' I RE: PLAN I hx6 x 1'-6' W/3-)¢'sx6' W.H.S. 0 66GA. RE: PANEL ELEVATIONS 0 CORNER PANEL OR STEPS CONNECTION. (RE: DETAIL B). CONT. FOOTING W/4- j5 CONT. (2 TOP & 2 BOTTOM) 14"--?,, 10' 1-111' f. O • PANEL JOIN" LOCATE CONNECTION 0 EA. PANEL JOINT DETAIL A SECTION A-1.3 SCALE: 3'<' = 1'-8' HSS COL. RE: PLAN e 34x13 x 1'-1' W/4-3''0 EXPANSION BOLTS 34' GROUT SECTION D -1.3 SCALE: % = 1'-0' % —STOREFRONT RE: ARCH. / .4 CONT. 17{ 0 24'OC /i CONC. SAS .mil• • ..1i, f , ;'• ,•`•y). ,� ,'�j .'• _•f. : - . - • � • .'! J'•r •tl Y� " f '�. s � Ct,K 7. tOtTAiw - ••f- • )•� •'i :''f!. •, .. l •'•l W/6l-1Gfj C ' rye I R- PLAN .t_._ _.. ...tr.", '._: , P.E PLAN SECTION H-1.3 SCALE.: d4' = 10' P TO EMBED L a 0 EA. PANEL kTOR\ P TO LI 1i1/5 P 4x6 x W/2-r0x6' W.H.S. 06' GA. EXISTING 6.0 ' CONCRETE \ SLAB 4:U•s3�z:•� wk-dpiftwpir fl 1�-4�..�fj`rI�j01 2•42-44.444•4+4.4 - 4•414- *we+ 4%. et. over40-46 ivy �••���. !ri4�1 1 40••. PAN*_ BEYOND PANEL eVARrES MUCK SLAB PE: AROi. FOR -- FOO f !IG ORAJ I i.11 z- .1 : PLAN) ?' I i 13i« C.A.PAC F-D SCF.S PER PEPORT I I r-0' i I a'I • M; 112 �s •�1 • T KOHL'S F.F.E.=26.5 ISOLATION JOINT II R DETAIL B • QY4x3x0'-5' 0 DETAIL 8 OUTSIDE FACE OF WALL BLDG 'E' WALL PANEL RE: PLAN SLAB DOWEL RE: A-1.3 /4 0 18'OC CONC. SLAB , ',/, yv.; ve �4�i_4 44-t I.1 001 ��104'I'e, v4fr 11014.1014.1. o� 0� 4 4•i 1 Oi $f 44,4 �►� 01014'` � 4'�O 0 4�►S 4� 014'04.14'� �s'��01 ei►10i�►14►it, 4`�14�i�10I� tet+190,40 14.44/4 ,,000!4+07Paget404*4 .*4.40$44+404.1ovp OOIO� 1'-r SECTION E-1.3 SCALE: 3s' = 1'-0' /4 CONT. /4 0 18'OC SET IN EPDXY COMC SLAB Y Y I +-f�1/•! i i ♦ i ✓,ice l/ • I RE: PLAN SECTION J-1.3 seas F, %' = I RE: PLAN I rCLR COMPACTED SOILS PER REPORT SECTION K-1.3 kr' Xiz a L -- OUTSIDE FACE OF W KOHL'S ISOLATION JOINT - WALL PANEL RE: PLAN .. HSS COL_ RE: PLAN BLOCK -OUT FOR COL. /5x6'-0' 5x4'-6' 6-#5 CONC. SLAB F.F.E.=26.0' (RE: PLAN) 3'CLR ti COMPACTED SOILS PER REPORT 1— SECTION C-1.3 SCALE: 3's = 1'-0' 4' OR 8' VENEER PER ARCH. PROVIDE TIES AS NOTED. BRICK VENEER W/UES PER ARCH.® O 16'0C EA. WAY & 19 WIRE HORIZ. PANEL RE: ELEVATIONS RE: A-13 FOR BALANCE OF SECTION SLAB DOWEL 4-#5 CONT. RE: A-1.3 2-/5 IV Arg4Pdfni- i)-*Ipti:07; e ,iI"4.�.41..1 10 1010$004+0�01014.4410,001, 001010�00,11Oo4$004 $4.4 4'4 04 4++41+9444404frer4• 01004 OI4. 414+44O.OI4�001i*kI4J2M*k 101'r1i4I4•j`►�eil4•Iw4go4 41._ i IS 1 MASONRY CAP RE: ARCH. 2-14 CONT. NO MASONRY 0 Sal. SECTION 2-f4 CONT. 0 48'0C HORIZ. 8' CLJ WALL GROUT SOLO 2-/5 CONT. TOP PLAMILe ele e eV A 44 $ RE: RAN SECTION L-1.3 FOR SIZE REINFORCING SECTION G-1.3 COMPACTED SOILS PER REPORT 4 CONSTRUCTION DOCUMENT FOR SOUTHCENTER SQUARE TUKWILA, WA FOUNDATION SECTIONS FOR 'E' BUILDING KEY PLAN REVISIONS 11-0315 ASLOG OWL NOT FOR CONSTRUCTION REGISTRATION Irate VW Crt" 1 ARCHITECTS. INC.. P.S. OKIE IVIIROATE ORIMINGreore RICHARD HUDSON & ASSOCIATES, INC. CONSULTING 120NNZERS NOS sent PECK. =TX la MOOS 01161116115 ELDGENORTH SWIMS SHEET E s_i a • 8 3 j 2'-0' 2- j4 CONT. O TOP CMU WALL SOLID GROUT ALL CELLS 2-14 HORIZ. O 48'OC #5 VERT. O 24'0C 14 0 24'0C 3- j5 CONT. TOP & BOTTOM #5 O 12'OC TOP & BOTTOM SECTION A-1.4 SCALE: Ys = 1'-0' :yP >4i'L 6'reP L Monett x ' SEE PANEL E .EV. FOR REeNF. WRAP CHORD STEEL FOR LENGr-i A/.11i PVC P.i E TYPE A 2—#- s,-.. c, /3 CF Pa\E 6'-0' MAX. 1.-0' [ROOF OR FLOOR ELEV. >1 J C▪ . 2 ; 1 L I -4- - 3 • i- • • PANES ARE DIFFERENCE THCKNESS Q SW_ CONNECTION P.C. PANS_ 7ePE i 0 0 (REPL N; t.-- a 4-#5 CONT. FF S-0- . VIAir • GRADE RE: ARCH. '''-0' 14x I I O 24-0C CONCRE:1E SLAB MIN. 2-#5 CONT. SECTION B-1.4 SCALE: Y; = 1'-0' a BRICK VENEER W/TIES RE J-1.4 RE ARCH. FOR BRICK CONF1GURA1 ON Vs' JOINT (T WICAL) 3x3xV4 x 00-8' W/2-15x2'-O' O 6'GA. V4x5 x ....lIr. s 2' CHAMFER -- ASPHALT RE: ARCH\ SLOPE _ RE: ARCH -TRUCK SLAB RE: ARCH. 0 1 4-,#4 CONT. SECTION C-1.4 SCALE 3'4' = 1'-0" PANEL RE: ELEVATIONS RE: A-1.3 FOR BALANCE OF SECTION SLAB DOWEL 14 O 18'OC VERT. 2'-O' T FF.E=26.d 6-#5 HORIZ. 13 STIRRUPS 0 12'OC SECTION D-1.4 SCALE 34' 3 1'-0' 14 0 18'OC HORIZ. j4 0 18-0C VERT. 13'-6' 4- j5 CONT. RE: A-1.3 s! O I OI W4*.+W44' ♦� f ♦ oioioo oAp ♦ 04e�eioo� -3„—.,t: REFER FOOTING SCHEDULE FOR SZE & REINFORCING SECTION H-1.4 SCALE: Y4' = 1'-0- Q 14x4 x 00-6' W/2-#5x2'-0' O 4'GA. L 2x2x1,4 x 0' -4 PANEL CONT. O SiM. SECTION V4x4 x W /2-j5x2'-O' O 4'GA. (RE: PUN) 3'CLR 2•_0' COMPACTED SOILS PER REPORT E V4x4 x 0'-5' NO MASONRY OR VENEER O SM. SECTION STOREFRONT RE: ARCH. r re 32'oC OXY 4' INTO NEL 2-14 HORIZ. 14 O 32'OC EPDXY 4- INTO STRIP FOOTING BRICK VENEER W/nES O 16'0C EA. WAY & 19 HIRE HORIZ. xv,i44.0 ♦� ♦o 4•4* ,e4`04.frogitt4Ay EQ. EQ. 5- j5 VERT. EA. FACE W//4 HORIZ. 0 6'OC ALT. FACE W/135' HOOKS EA. END PLAN E-1.4 SCALE: Y4' = 1'-0' L 3x3xV4 x 00-6' w/2-#5IQ'-O' O 4'GA- L 3x3xV4x (. -6" W/2- j5x2'-O' O 4'GA. ICI PANEL 2'-0' } RE: PLAN FOR SIZE y EQUAL EQUAL PANEL RE: ELEVATIONS RE: A-1.3 FOR BALANCE OF SECTION SLAB DOWEL RE: H-1.4 FOR RONF. 4- j5 CONT. �RE: A-1.3 •414 A edil 46 �� tic- ; s t Jr SECTION J-1.4 SCALE: )i' = 1'-0' BENT Q V.x4 x 0 -6' • \ Q TYPICAL CMU WALL REINFORCING NOTES 1) L Y NITS N PIING 2) PROVIDE BLOCK LAP BY OVERLAPPING ONE-HALF BLOCK LENGTH. LAP N I't N TEEL B I TER 4) PROVIDE CLEAN -OUTS IF HEIGHT OF GROUT POUR EXCEEDS 5'-0'. 4-#5 VERT. EA. FACE W//4 HORIZ. 0 12'0C ALT. FACE PLAN F-1.4 SCALE: %' = 1'-0' F.F.E. 26.0' (RE PLAN) 3'CLR 2'-0' COMPACTED SOILS PER REPORT PANEL RE: ELEVATION FOR REINF. VARIES S DEWALK RE: ARCH. 2'-0' COMPACTED SOILS PER REPORT rpD`oi0-,A4 I Q V4x4 x 0'-8' W/2-#5 x O (GA. TYPICAL L 2x2xb x W/2-1x1'-6' 0 6'GA. (DO NOT BEND BARS) Q 4xV. x 0'-6' JOINT EMBED I ST'UC£ t STOREFRONT RE: ARCH. #4 CONE 14 0 18'OC SET IN EPDXY CONC. SLAB SECTION K-1.4 SCALE: i+ = 1'-0' W JOINT (TYPICAL-) PKx4x0'-8' W/2-411'0x8' W.H.S. 2a_e-r WALE TYPE B CONNECTION TYPE C CONNECTION TYPED CONNECTION TYPE E CONNECTION TYPE F CONNECTION TYPE G CONNECTION I RE: PLAN I CONT. FOOTING W/4-15 CONT. (2 TOP & 2 BOTTOM) —fl Q V4x6 x 0'-8' / W/2-EX x O 4'GA. f{! F C. PANE. I -!5 CONT. TYPICAL STEP FOOTING s • (LONOTUDINAL) S.Yr (TRANSVERSE) E.W.(EACH TRAY) BOTTOM REAF IS 3' CLEAR TOP RELi3 IS 2' CLEAR LE TRANSVERSE PEINF TO TOP OF BOTTOM ROW & BOTTOM: OF TOP REiNF f EXTEND BAR — FOR LAP f JOINT LOCATION RE MN PLAN #4 EA. 90E / r- CONCRETE SLAB RE: P:114 CONSTRUCTION JOINT (C.J.) JOINT LOCATION RE: FOLIATION PLAN 3 .0 T3►/T TYPICAL FOOTING REINFORCEMENT PLACEMENT SHRINKAGE JOINT (S.J.) SAi1N JOINT VERT. BAR HORIZ. BAR # CLR I" OR i'L' MAX. � REVEAL REVEAL CUMELEACE llhi< TYPICAL DOUBLE MAT REBAR PLACEMENT • VERT BAR NORM BAR EQUAL EQUAL REVEAL CiaSELEACE LRVE TYPICAL SINGLE MAT REBAR PLACEMENT 14 0 • 11L (alb) MAIM ma (208) 324-WM RICHARD HUDSON & ASSOCIATES, INC. CONLTRR(G Buds 1106 IZ'TW AL s12It IS 8tA1'Ii & IFASEINGIKW 16122 CONSTRUCTION DOCUMENT FOR SOUTHCENTER SQUARE TUKWILA, WA SECTIONS FOR 'El BUILDING wpm Noilm REVISIONS BUMS MAT SiBETTN.: 104606 BAR MDR IIODFT'JITTON : 162506 IENANT REMAINS :110306 COWMEN WAG013L 'NOT FOR CONSTRUCTION' REGISTRATION FREIHEIT & HO ARCHITECTS INC., P.S. Iararamaluilig !1111•6 WOOS 11401 INS SEDGE SECTIONS SHEET Cag►w IOW R.1eR Sift Jkliaia Inc.PS r a 1 .......... • RE: 0-1.3 <RE: PLAN> OBE °LAN] 1'-6' _ C RE- PANEL 38 FOR REINF. F--1.4 SLAB DOWEL O 24-0C TYP. 010'-0-1 (RE:• PLAN) • • (RE: PLAN) RE: F-1.3 I TYPICAL - RE: A-1.3 TYPICAL MITER CORNER <1E: PLAN> [RE:. PLAN] 1 -6 ! MITER CORNER SLAB DOWEL 0 24"0C TYP. OI0'-0'I RE: F-1.3 TYPICAL 0 (RE: PLAN) RE: A-1.3 TYPICAL • •.+ •� -i I'• a + iI •I 2'-0' RE: 0-1.3 - ROOF LINE ' \ -- 2-#6 CHORD S � • • TYPICAL 0 GRID(? A 14x3'-6' DIAG. 0 ALL CORNERS 2-15 HORIZ. EA. FACE F-1.4 1 � FU,OPENING r f(012'& -. HORIZ. ALT. FACE 4-15 VERT.--1 EA. FACE 7Y" THICK 1• EMBED P-2.3 RE: K-1.3 - 1 • •` RE: 0_ 1 _3 \ 1• EA. WAY { -6 --- —0 -- --0 --- 4- #5 0 18.0C #4x3•-6' DIAG. 0 ALL CORNERS 2-#5 HORIZ. EA. FACE FUTURE OPENING #4'0 HORIZ. ALT. FACE A .- 1I I J —� I#7 WfltooK Trj_II EA. END I I I -i 4-#5 VERT. EA. FACE 7Ys' THICK PANEL ELEVATIONS ON GRID I 1 1_42"-r i-- ROOF LINE 2-#6STEEL CHORD f #5 0 18'OC EA. WAY 2-#5 HORIZ. EA. FACE #4 0 6'0C HORIZ. , 1 1 #7 HORIZ. CENTER 5-#5 VERT. EA. FACE 8Y4- THICK EMBEDS RE: A-2.3 3-#6 CHORD STEEL 8Y4 THICK PANEL ELEVATIONS ON GRID 0 RE: PLAN> [RE: PLANj 1'-6 4— C RE: PANE FOR REM?. SLAB DOWEL 0 24'0C TYP. O • (RE: PLAN) r` RE: '•�+CAL 1} — 2-16 CHORD STEEL TYPICAL 0 GRID® — --I} — —$ --a 04 0 16'CC HOR°Z. U s r. l 6rTrcK PANEL ELEVA ONS ON GRID A II 7 CO r EMBEDS RE: B-2.3 { — (-- 1 -- —9 RE: PANG.® FOR REINF. Cc) 115 0 18'0C :A. WAY PANEL ELEMENT BEYOND TYPICAL RE: PANEL 5° FOR REINF. -B- — -a- — -9- -- - EMBED ff E-2.3 B� 2-#5 HORIZ. -- CENTERED I. 2-#5 VERT. EA. FACE 7Y' THICK 3-#6 CHORD STEEL 8Y' THICK 2'-0- 2-15 HORIZ. EA. FACE OPEN 0-1.4 `-3-#5 HORIZ. i EA. FACE & #3 SBRUPS FUTURE OPDl 10 — I111111I1 4-#6 CHORD STEEL SLOT FOR BRACE 2-15 HORIZ. EA. FACE 3-0 HORIZ. EA. FACE & 13 STROPS OPEN 8Y4 THICK ---0----0---e---o-- RE: PANEL FOR REINF. 2-#5x6'-0' 0 EMBED EMBED E-2.3 #4x3'-6' DIAG. 0 ALL CORNERS 2-05 HORIZ. EA. FACE FUTURE OPENING #4 0 12.0C /HORIZ. ALT. FACE 1 1 ENDO°K I I I I 4-#5 VERT. EA. FACE 7Y4 THICK 4-#6 CHORD STEEL 8Y' THICK 4 --0— —0— —0— —0— —e._ RE: PANEL< FOR REINF. —___.d--0 M: D E-2.3 2-#5 HORIZ. EA. FACE OPEN �3-15 HORIZ.�- EA. FACE 8c _ #3 STIRUPS FUTURE OPEN?* \ ! — _a. — -0- A O El 11I111I1 7Y,' THICK 4-16 CHORD STEEL 8Y4 THICK -0- — -s- — -0- — - -- 1 0 18'OC EA. WAY -I- — 0 18.0C EA. WAY F SIM. 2-#5x6'-O' 0 EMBED EMBED RE: K-2.3 E-2.3 -1- 1--11- a-1- -1- 4 4-14 4-#6 CHORD STEEL. I 83s' THICK A ir-cy -1 ,--::----1-:---: 634' Mg( Sir TI-Ox A RE: PANE. FOR REEF. E II -4745. 634 TKO( A RE: PANEL FOR REINF. RE: PANEL FOR REINF. I! 1-1-4 .1— 14 I- I4 T 14 •4- 44 4-1-1 6Y4 THICK 3-#6 CHORD STEEL 3-0 HORIZ. EA. FACE & 13 STIRUPS OPEN 8Y4 THICK 2'— J 14x3'-6' DIAG. 0 ALL CORNERS 2-#5 HORIZ EA. FACE OPEN #4 0 12'OC NORM ALT. FACE #7 VI/HOCK I I EA. END 4-#5 VERT. EA. FACE 8)14" THICK PANa FOR RENE. 4 RE: PANEL® FOR REINF. BY4" THICK 3-16 CHORD STEEL SLOT FOR BRACE — 3-#5 HORIL EA. FACE & 13 SBRUPS OPEN 8X' THICK MITER PANEL 1" FOR REINF. MITER r CORNER 2-16 CHORD STEEL 3-#5 NORM EA. FACE de 13 ST1RUPS sr THICK NEI_ TYPICAL WALL BAR RUN THROUGH FUTURE OPENING. TYPICAL WALL REINFORCING: #5 0 11r0O HOW. #5 0 18.0C HORIL ALL PANELS ARE VIEWED FROM INSIDE LOOKING OUT. 1 CODE COMPLIANCE 1 ( ---Cii-y Of T t' •••-• \ TUJILDPIG 1141;1;011 — 8— tO- 2-0 CENTER 0 TOP 2-P VERT. EA. FACE SLAB DOWEL RE: A-1.3 TYPICAL EA. WAY — PANEL ELEVATIONS ON GRID pi° -1-A RE: PANEL® FOR RONF. 0 RICHARD HUDSON & ASSOCIATES. INC. CONSULTING NIGRO= ION Mt AMR. SUM to t • • • CONSTRUCTION DOCUMENT FOR SOUTHCENTER SQUARE TUKWILA, WA PANEL ELEVATIONS FOR 'E' BUILDING KEYPLAN 'FM FOR CONSTRUCTION' REGISTRATIMI FREIHEIT & HO ARCHITECTS. INC., P.S. PRIMP NO: PANT OM volumsivie =SU GM 100IE Mae ENDGESOUTHFOIRIDATIONFIAN ,E SHEET <RE. PL-N> [RE: PLAN] 1.-5 e 11-O• SLAB DOWEL 0 24.0C TYP. ,Io'-oL • (RE: PLAN) f RE: A-1.3 TYPICAL <RE: PLAN> 2-16 CHORD STEEL MITER CORNER 2'-0` 7Yi THICK PANEL ELEVATION it II MITER 2-# CHORD CORNER STEEL MITER <RE: PLAN> ir CORN!-R #5 0 18.0 0 [RE:, PLAN] 2-#5 HORIZ. —\ CENTER 011-0 5-#5 VERT. CENTERED 0Io'-o'I (RE: PLAN) /- 2-#6 CHORD STEEL RE: A-1.3, TYPICAL EA. WAY 1- --1— - 1 1_42.-0* 7Y4' THICK PANEL ELEVATION MITER CORNER Qt E: PLAN> e [RE:PLAN] 11-6'1 #4 CORNER 3-115 VERT. BARS EA. FACE E - 2-#5 HORIZ. CENTER 5--#5 VERT. CENTERED Of (RE: PLAN) RE: A-1.3 TYPICAL HORIZ. CENTEP z < 0 0 3-#5 VERT. EA. FACE A 3-#5 VERT. EA. FACE L PANEL EL Al IONS 0 2-16 CHORD STEEL e iiI II ,95 0 18' ' HOW. CTR 'fi • I --- --a -- 7-15 VERT. CENTERED 2-#6 CHORD STEEL 2-16 CHORD STEEL I! #5 0 18'0C [RE: PLAN] I 1'-6 1 211 RE: PANEL® I FCR REINF. I 1 2-#5 HORIZ. CENTER HORIZ. CENTER SLAB DOWEL I ® 24.0C TYP. I� e1o'-o'I e (RE: PLAN) 7• RE: A-1.3 TYPICAL RE: _K-2.3 RE: K-2.3 RE: PANEL FOR REINF. U.N.O. 1 - --I 1_1,,1.1_14,__1.4.4_ 1- -1 --I-1-I 4--1 '- Li � I 7)4 THICK RE: F-1.3 PANEL ELEVATIONS ON GRID 4 • 7Y' MICK RE: PANEL® FOR REINF. U.N.O. RE: K-2.3 8' 1-LI. ---I-t -I-- - --1 ! a- :wi t RE_ F71.3_. 2.-04J 7r THICK RE: PANEL® FOR REINF. U.N.O. 4 I -I .--1--- I_1-I-1-1-L 1-1 !- H _1-- RE: F-1.3;' 7Ys' THICK 0 1 _RE: 0-1.3 �- MITER CORNER 6-#5 VERT. CENTER <RE: PLAN> [RE: PLAN] C RE: PANEL0-..... FOR REINF. 6-#5 VERT. CENTERED elo'-o`t. (RE: PLAN) /- RE: A-1.3 TYPICAL 2-#6 CHORD STEEL 2'-O' 7Y,' THICK PANEL ELEVATION 2-#6 CHORD STEEL f° [RE PLAN] du [RE: r �/4HORcEN1ERlaw 1 I �— 1-- ---0_ 11 — 1 i 0Z 04 �,, rr 04- Ir az V w z I I i I 41 i D 1E: PANEL® 'OR RENF. D 1u -o _. '^ CENT;±• /5 / \ -�-- - /! I I .,.014 -1 . - ! I N. I I I ., 4-1S VERT. CENTER (RE: PLAN) • 1 { 2'-0'RE: -� 2'-D- 7 TYPICAL1.3 • 7Z THICK PANEL ELEVATION • ALL CONCRETE PANELS ARE VIEWED FROM INSIDE LOOKING OUTWARD. (7) 2-#6 CHORD STEEL RE: Q-1.3 7- RE: Q-1.3 e VW.; PLANS is .: MITER 1- I I 1---I I I I I I -- I CORNER [RE: PLAN] 1.-6.1 'k� C tE: PANEL 0 'OR REINS. C 1_ a- � ®18.� I I I l t I HQRI CENTER I inv \ I ' Zi 'I PS HORZ i-#5 VER% � ENTER •+� 7 I I0'-0'1 jRF: PLAN) I N. a.y Yy J�' s ■ �l� Ot RE: F-1.3 RE: A-1.3 RE: F-1.3 _"."-- 2.-0" 2'-0- (38 ) TYPICAL 7Y4' THICK C MITER CORNER PANEL ELEVATION ON GRID t I TYPICAL ELAMAP.) 7Y4' TMCK MITER CORNER 0 GRIDS G & 7, A & 7. A & 6.5 ARCHITECTURAL PANEL ELEVATIONS (A.P.) CODE CO.LED rOR DE MPL i.NCE 1 City Of TUICga-- PO DING_ rl iSI .. . Tn. (208) 324-8180 TAT C10e) xu-exa RICHARD HUDSON CONSULTING ASSOCIATES,, INC.p� W 1ING ENGINEERS 1806 LZ1 A1101 R SCTTY 18 SItJ1T1L*. LISIMIGTIX 90122 i CONSTRUCTION DOCUMENT FOR SOUTHCENTER SQUARE TUKWILA, WA PANEL ELEVATIONS FOR BUILDING KEY PLAN REVISIONS BW.01Nc POUT STI t : 10-10406 BAR 1040R MODIFlGT1oN : 1S?S06 T KANTREV19016 : 11•6,406 'NOT FOR ooNsTRUCTtoee REGISTRATION FREIHEIT & HO ARCHITECTS, INC., P.S. 61r hammaw soma ra• 111110'�iw I Yr 7 STEP I A-2.3 [26'-2) ) TIP. GRID © N-2.3 WING WALL PARAPET <31'-O- <31'-0 40•-111b' 8-2.3 OF 6'-0" MECH. ZONE 40'-2)i" 8-2.3 [25'-4i¢'�--+ DP. GRID el 4 ROWS OF' - BRIDGING 126K 280/160 z 40G MATCH UNE STEP DARAPET O ®- 24'+ '4 JOST) '3 AST; ♦ • G-2.3 d/ o� a/ I 4 ROWS 011 BRIDGING triy 0 z 0 a N-2.3 f' WING WALL/ L i 4x4xYs x • J £-24 I- L# Is I %ce/ 7/ / 1 O (15 • I r3 tt- Or/ 0/ o/ a/ 0/ 0/ a/ G-2.3 186'-4" 40'-2J ' 6'-O" MECH. fi ZONE a/ 8-2.3 [23'-811)_ TIP. GRID ae 0/ 4 ROWS OF BRIDGING 40G /26K 280/160 0 0 a 40G Ago RAU 6� a a/ O O 24'-6 '}--' T11P. GRIN 5 WELDS PER SHEET %s1'% \ ROOF DIAPHRAGM! FASTENING SCHEDULE MARK SIDE LAP WICCTIC*45 4ELDS RR 9W CAPAOTY At�' •[2 DG • 24.00 5 490 f/ FT OG • 36.0C 5 '28 #pT ?DX& 1) WEL&S WE'o PUBOILE MELDS. 2) DG = OELTA-G2P 90E SEAM C eaccri014. red 0/ r3 6� a ,cy red a V 6 j0RTU 126K 280/160 400 a/ 0/ 0/ a/ o-/ 8-2.4 [23'-83f1.l TIP. GR D I I I 23" 24'-9" 16'-r 2/-3' 19'-1" aqr [22'-101¢' TIP. GRID ♦ 4 ROWS OF BRIDGING a� o/ a/ a/ 0/ I126K 280/160 C, n F-2.3 0/ a/ a/ 0.4/ a� t, 0 H-23 • RTU TIP. GRID 04/ a/ osy RD I(22•'.pyt�} 14K 280/160 o/ a 00/ RD 22•-0J'}/l 26K 280/160 HATCH 7'-O"> 4 ROWS OF BRIDGING DECK TO L W O/ \6'0C 0 GRID 0 STEP PARAPET p L 34{LLN) BETWEEN EVERY OTHER JOIST 0 GRID CQ I [21'-10')--/ I [2•-to }. [21•-B' i STEP PARAPET fEXP. BOLTS TO WALL TYPICAL STEEL CANOPY FRAMING PLAN REFER TO AROITECT FIR D11EItiSIO S • • J )6&-2251- BUILDING 'E' NORTH "MU ROOF FRAMING PLAN SCALE: J• = 1--0- NOTES 1) ELEVATIOt'S SHOWN THUS: (j ARE TO BOTTOM OF DECK ABOVE REFERENCE DATUM. 2) ELEVATIONS 94O1111 THUS [) ARE TO TOP OF BEAM ABOVE REFERENCE DA! ' f. 3) E1t-VAT'ONS SHOWN liajS < > ARE TO TOP OF � ELEELEVATIONS.ABO'JE REFERENCE DARN.n -'$ 4) ATTACHETAL DECK (1Wx22GA. T PE W) As PER ROOF DI AS-L.1AG%. FASTEN ' SGIEDLAE. A5) REFER s SEC/IC*4 L-2.3 FOR OPENING IN DECK GREATER THAN 18._ 6) LOADS 25 PSF 94041. 17 PSF D.L.,ADDI TONAL LOAD OF 0.6 KOS IIEO& ZONE AS SKIM NET L�LiF► FRAMING UTH 110'-0' OF MALL DE9GN FOR :2 PSF. (.6 ot411) FRAMING GREATER THAN 10f-0' FROIII WALL DE904 FCR 6.5 PSF. 7) JOIST SHALL BE t - r s' FOR •► TlOR & -T LOADS AS DOTED 14 COJSNATION WITH 09K CEA3' LOAD ONLY. JOIST STALL BE OESGINED FOR 3.5 KIPS C OR T TOP CHORD FOR SEISIZC LOAD. THIS LOAD 9tALL BE CAMEO 1F O GH TOP OF JOIST WIDER. RENiie CODE CO ZCE .?lI� ;iL•� I \itkx 8) ORDER • GRID ° SHALL BE DE9GNED FOR 40 WS.:ThS011 OR CONPRES90N MI TOP CHORD. LOADS 114E LIWACTORD. 9) PrIJ4E1. AT CANOPY RE ARCH.. tv • • TR 326-61410 PA' (206) 324-e246 RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEBR3 1006 1ZIII AVM 9081 is SWIM VISBINCIal 96I22 CONSTRUCTION DOCUMENT FOR SOUTHCENTER SQUARE TUKWILA, WA NORTH ROOF FRAMING PLAN FOR BUILDING REVISIONS DMIG POW SL TTAL :141046 BAN NNOR MODFICAIKN : 182546 TWATRL11LiiOHS :114606 4 OOORMATION 16DGDLPT. : 11.1O46 : 11-1 .01 NOT FOR CONSTRUCTION REGISTRATION FREIHEIT & HO ARCHITECTS, INC., P.S. MINIM DATE PROJECT NO: PANTFAE ORAiw161IVIE SEDGE NORM ROOF RAN SHEET E 5-2.1 C•ryIdt2006FwiriI!bPeci••:%.le.P3 6 - MATCH LINE STEP �] PARAPET 11 O N ? STEP I w PAgAPE 8.4 .r TYP. 4 A-2.3 ---•— �d STEP PARAPET tt eI STEP <31.-0'. -- -1 N--2.3 4- ?6•_2-r W `c- � Af_t _ 1 8-x18GA. STUD SHED ROOF z / tb'CC IS -N-2.3 1 as E 4x4x) R• p C) z 0 0 CZ a taAr WINO WALL 8•-0' 0 z 0 U Q J 26K 280/1601 C-2. [25 -4)4 TYP. GRID 4 C-2.3 N n 0 a I- 4H-2-3 I -I `---4 ROWS OFI I BRIDGING / m. GRID N z 1[25.-41¢'j--� IT IP. GRID® 1_ 1 a/ I I I O% 440/ O/ o� i —-.---.. I —� I I 1- I26K 2—`I 40G r4� co/ f— 4G-2.3 z h v 4 ROWS OFI 8YZ THICK 7Y4- THICK BRIDGING PANEL I PANEL I[24'-6J ITw. GRID FABRIC AWNING RE: ARCH. FABRIC AINN:NG RE: ARCH. E-2.3• 6'-0- MECH. ZONE o I I 4 a/ o/ • NC nId i 0 126K 280/16J 40 1H-2.3 o/ 4 O/ N44 ROWS OF I 18RIDONG I O I 1 7'-6'> 0.4 Ina 40•-2K A E-2.3 MECH. ZONE 8-23 4O'-21f' D-2.4 a/ a O/ a/ a/ a/ o-/ V O. I 126K 280/16d 36G I- Cl z h E-2.3 I 6'-0 I MECH. • ZONE 4 ROWS OF BRAG I 8-2`411� 4O'-21� [22'-1OJ TYP. GRID O/ ley I— I I• %'./ \6-� (DECK TO O GRID D L 3)4x2 (LLH) BETWEEN EVERY OTHER JOIST O GRID © I [21'-10-}J / Roo O/ I26K 280/161 Roo 1w4/ J-2.3 x ao 4 ROWS OF BRIDGING 3 E-2.3 MECH. ! ZONE <27•-6'> 41'-4' '_i- [21'-10-} TYP. GRID 1 A-2.3 N B-2.3 /T18K 280/160 A_Rocf- P 2.3 3 HATCH 2 ROWS OF BRIDGING I I FABRIC AWNING RE: ARCH. 2T-3 Poa (2.-3'1-1\ 230•-2' w • A-2.3 0% BUILDING 'E' SOUTH 'NU ROOF FRAMING PLAN SCALE: r NOTES: 1) REFEP TO 9'EET E S-2.1 FOR NOTES AND ROCF R s si CODE CO; :.mac 1)063F-F • TU. (200 324-8116 FaX doe; 324-824I RICHARD HUDSON & ASSOC/CMS, INC. CONSULTRIFG ENGINEERS teas I2FH MUM. SCOT IQ SWIM trams ~lean 1 !FRE1H ISTI& HO CONSTRUCTION DOCUMENT FOR SOUTHCENTER SQUARE TUKWILA, WA SOUTH ROOF FRAMING PLAN FOR 'E' BUILDING KEY PLAN A PEWITAL : 104046 BAR WPM IDOI IC IC0 : 462506 NOT FOR CONSTRUCTION' REGISTRATION owirj , 11Q: 140110 O1011111G ■fE 10 SL?Jy BLDG E &*JTH ROOF PUN S • • 41234%;Aiwa &risa,.aa.x.>s t CORNICE — RE: ARCH. <RE: PLAN> 2-#5 �[RE: PLAN] 3'4" f OLD" Ve. t 11x4 x 1'-0" W/2-Ys •x4" W.H.S. 0 6'-0"*OC (AUGN W/ROOF TRUSSES t 1'-O" FROM TRUSS BEARING). 4' 4' L 3x2x4S x O'-8" DETAIL A DECK TO L) <DECK TO L L 3)4x2J¢xY4 LL11 BETWEEN JOIST WELD TO L W/3-3(02" WELDS .1>2. <JOIST TO L JOIST L 4x4x1i CONTINUOUS R O SPLICE P.C. PANEL SECTION A-2.3 SCALE : v4' = 1'-0" Yi k 2012 DECK JOIST JOIST GIRDER s6 • 13)¢x2) xY4 (ILK) RE: PLAN SECTION F-2.3 SCALE: 44' = JOIST OR BEAM RE: PLAN NOTE: REFER TO ARCHITECTURAL AND MECH A :CAL DRAW.GS FOR NO.. SZE AND LOCAFON OF ROOF OPEN iGS. PROVE STEEL FRAME FOR ALL OPENINGS LARGER THAN 18" MA OR i8"x18" SO. L 6x4xV4 x Cr-6" (.) r-111" 'B' & CK L 2v2w ''. EA_ SOE UNDER L AT TOP CHORD TO BOTTOM 040PD PANEL PONT RE M-2.3 (Cult T IF L IS AT TOP CHORD PANEL POINT) SECTION L-2.3 SCALE: i " = 1'-0" (i/3_<RE: PLAN> 2-/5 60[RE: PLAN] P.C. PANEL RE: A-2.3 45'0 EXP. BOLT O <DECK TO L METAL DECK BRIDGING RE: PLAN JOIST L 3x3x1e. CONTINUOUS RE: DETAIL 0 SPUCE L 3x3x4ts 0 BRIDGING (WELD TO EMBED Q) SECTION B-2.3 SCALE : Vs = 1'-0' DECK JOIST JOIST GIRDER Li Clink 14 1>11/2 TYP. C"0 BOLT 0 JOIST NEAREST TO COL. FOR ERECTION L 2x2xxt. O JOIST EA. SIDE OF COL & AS NOTED ON PLAN SECTION G-2.3 SCALE: Vs = 1'-0" L 4x WAS BEARING CUP 12x2xi'.s EL SIDE FROM BEARING CUP TO BOTTOM CHORD PANE&_ PONT TRUSS SECTION M-2.3 SCALE: #' = W'csR K-JOIST 1/2"o BOLTS 2-3/4"0 A325 BOLTS EA. GIRDER ROOF DECK V4V TYP) V. I> e 411x4 x 0' 4" STABILIZER FOR JOIST NOTE: 00 NOT WELD GIRDER BOTTOM CHORD TO STABIUZER [RE: PLAN] tito e mom x 1'-2' 0 SIM. ONLY GRID () EA. GIRDER V4V6" TO a Oft" SECTION C-2.3 SCALE : 4' = 1'-0" PRESSURE D BLOCKS TREATED WOO O DECK AS REQ'D HSS 21'1x2101x14 O MECH. CURB DECK ---� JOIST JOIST GIRDER P.C. PANEL BELOW 2x P.T. TOP Q Q y.x5 x S-0' w/4-SOSv.xiJ 'WOOD SCREWS TH*$ LEG EA. END #10 SCREW 0 4"OC CEN i• Q SUS x 3'-0' W/4-010 SCREWS T+4S LEG EA. EN) & #10 SCREWS 0 4'OC MITER GIRDER !eV4x4x01-8" STABIUZER fe (1W.) MSS COL. RE: PLAN RE: MECHANICAL DRAWINGS FOR R.T.U. LOCATIONS 1600/ MAX. MECH. UNIT r—► I --ti / -11 r-, L 4x4x4b N/BEARING L RE: M-2.3 I 2x2 EA SIDE OF WEB SECTION H - 2.3 SCALE: V4" 6'x'3GA. TOP :RAO( 4is Ve STEP IN PARAPET SECTION N-2.3 SCALE: i ' = T'-d' [RE: PLAN] CONCRETE WALL RE: ELEVATION e Mix4x1' 2" W/2-v4"0 EXP. BOLT 0 TOP & MID -HT. OF COL. NOT WELD GIRDER BOTTOM CHORD TO STABILIZER Q SECTION P-2.3 SCALE: #' = L CONT. COPE DOWN FLANGE TO CLEAR GIRDER (COPE MIN. AMOUNT) (RE: PLAN] (15 2-,v4"0 A325 BOLTS EL GIRDER 7Q v4x10 x r-IT ROOF DECK GIRDER Q V4x4 x 0'-8' STABILIZER I (w.) HSS COL. RE: PLAN SECTION D-2.3 SCALE : 4 = 1'-O" r I - PLAN J SECTION J-2.3 SCALE 3's = 1'-0' CONCRETE WALL --�� RE: ELEVATION 15x6'-a" 6" 1 •-4" 1' k Q)4x1Ox2'-0" W/6- 3'Ox6" W.H.S. O 8"GA. 4 .Y_ R Y4x4 x W/2-4 "sx6' W.H.S. O 6"GA. N DO NOT WELD GIRDER BOTTOM CHORD TO STABIUZER Q Q 36x5 x 1'-4" W/2-It'S %x3 x W//6x3'-O" DOWELS 1) Dip -W L CONT. COPE DOWN FLANGE TO CLEAR GIRDER (CGPE MIN. AMOUNT) [RE: PLAN] 2-3/4i0 A325 BOLTS EL GIRDER WT6x2O x 1'-4" Wit vix6 x 1'-1' ROOF DECK ITOWT [R? : PLAN]$ _ 2A GIRDER v41/3' (WT TO It R v4x4 x 0'-8' STABILIZER Q (TYP.) v4D SECTION E-2.3 SCALE : 4 = 1'-0" (SECTION K - 2.3 . SCALE: VC = 1'-0" • • • F' E-:•1 Fs!EOFdR R.i , CODE C0:4 pL.l _E rtn:-:vttfr / 1j `''N' (NI.,' flt.!1S.;(1,� Tsii t :) , t an. CONSTRUCTION DOCUMENT FOR SOUTHCENTER SQUARE TUKWILA, WA ROOF SECTIONS FOR 'E' BUILDING KEY FUN REVISIONS MOM PBiYW SWAM : 141606 BAR ISM MOOFICATICIA :10+1506 4 TU. (MOO 91I-11100 r a (400) 301-e¢111 RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGI3 106 tZIR AiW10>f. SLIT: 1$ Sixt't R Tl1912111ilwf 96iat TfT<i frRIMSIONS 03011:11647106 WDGDBR TIOT FOR CONSTRUCTION REGISTRATION FREDHEIT & HO ! ARCHITECTS. INC.. P.S. i soutrasaut S1>Ei Ii IRDG E ROOF SECTIONS Cgl+t206Fagot $TbWe. PS : • 4 AFTER LEVELING MC12x10.6 HSS 4x2x3` HSS 4x3x3(6 (KERF FOR P) e JATCH FRONT WALL> 6'x2OGA. STUDS 0 16.0C SHEATHING & FINISH RE: ARCH. q?•I ' •4.$4.J,IIJ A MMJ, 11fIA/J0001i 101b AM, Ms• Amm 1-1 STD PIPE W/CLEVISE 0 EA. END (REVERSE THREAD ONE END) SLOT PANEL — FOR R MC10x6.5 WACO EXP. BOLT EA. SIDE OF HSS & 0 6'-O.00. CONCRETE TRANSOM BEAM R Ysx12 x 1'—O' W/4—%'4 O P. OLTS RE: D-1.4 1'-4` L SECTION A--2.4 SCALE : 3'i = 1-0" SHED ROOF DOUBLE\s___ JOIST JOIST W/3-02 SCREWS PER STUD ROOF DECK JOIST L 4x4xY4 UNDER WALL L 4x4xY BETWEEN JOIST. COPE BOTTOM LEG 0 JOIST FOR BEARING. • RE: ARCH. L 4x4x VENEER L BEARING 4' ON VENEER EA. SIDE_ BRICK VENEER W/11ES 0 16'OC EA. WAY & 19 WIRE HOR1Z. f MITER CORNER & WELD/GRIND SMOOTH PLAN B-2.4 SCALE : 3's' = 1'-0' <RE: PLAN> [RE: PLAN) L 4x4xY x 0'-6' W/W0x6' EPDXY ANCHOR & 5-#10 SCREWS 0 EA. STUD. #10 SCREWS • 12'0C 0 SUPPORT TIP. METAL DECK JOIST RE: PLAN SECTION C-2.4 SCALE : 3/4= • LOAD RE: PLAN C12 RY4x3x0'-5' W/3-1+8 SCREWS C12x20.7 CONTINUOUS OVER DECK 4 E: PLAN> 74'x2OGA. HAT CHANNEL CONTINUOUS 0 48.0C 2- SHOT PINS APPROVED BY ENGINEER 0 48'OC 4'x18GA. STUD • 16"OC L 4x4x16GA. W/SHOT PIN 0 16'OC SECTION D-2.4 SCALE : V4 = 1'-0" 1 1. 4 CODDE CC':,. _ � •� 1E4100 A CONSTRUCTION DOCUMENT FOR SOUTHCENTER SQUARE TUKWILA, WA ROOF SECTIONS FOR 'Es BUILDING I(EYPU N REVISIONS MUM RAW SLMMTITM.: 1a1046 BAR 11IOR 11001 1CAU N : 1325O6 TEIMXT REVISIONS 1118Ce 3 DOMINATION / T `BIOG DEPE 11AD06 : 11-n41 'NOT FOR CONSTRUCTION REGISTRATION FREIHEIT & HO ARCHITECTS, INC.. P.S. CRON Mr. GATE FIVIIOWE OR#18lY*E 1111. (•OO 211-lies FM (201) 221-e201 RICHARD HUDSON at ASSOCIATES, INC. COMMIXING IINGROIRRS NOS 12IW Matt SCOW I* 1ft.1r 1![22 BLDG E ROOF SECTIONS SHEET S-2.4r C RA"(MO6& P•Mbla is.?S s • :I • i i I Qi Mai nLq-,,l.�. .f•; . •iiall,�j i, ,, e': f'ii U'i•.'ai"a:•melt Saa.`i a5ao: 'i.raeir 9y tf{j�Ctf, _ `Simms I LANDSCAPE SITE PLAN Scale: I " _= 40'-0" rowan . sine Muir otse iFNItimsea•fr-1>11 -.p 0 20 40 miumuswritiecnrminfer Awn Man La1Saud iritplQiip! wills n os caPsinvilin comicwooms.... 1311;41 si?Z1.r & W'IG !Atli= blai I. Swaim' &mina OM i` dL.kmiecl -IGIINRLE -- GENERAL NOTES: Einiiininig • M1,33110 Am token lel Sahara ra iilri�p't Myer airweibp +a audonosnlypIal rioffI 4iie l ee'a:sISisaicf'iai,'ia'f•rr'a"a'I,I,c:f-f a .ra"a'a'e"i r'e'•i e; J.,'.,•a I f L. IRRIGATION NOTES: BiaingErineM01,11 Asa I I I•ar Safi ra pill?! .A nArLdycin:b pori>se amasat,piel toritaTutm1at e I ••. c"Ii-: e'e'c'II S I I V,•, e a'I.e... a e'f'a.f'e'• LA'a'Ya a'ee'el-I S..9 a'ref_r'r:e p-L ry ..' ,L-lam 1,941e asiL naa 4 •". r...•f leas iA fc"�:gyp w ��=v,iMpIS OW tATrer�to •51•Da' .sue! 1. Verify that existing conditions are correct prior to initiating work. Notify the project superintendent of conditions that require modification in order to complete work as shown in the Construction Documents. Proceeding with work signifies acceptance of existing conditions. 2. Construction Documents (drawings aqd Specifications) are the primary guides to design intent 3. Landscape Plans, Details, and Specifications include information related to sac preparation, planting & soil placement, and landscape irrigation_ 4. All specifications and standards apply to both die Kohl's parcel and Southeenter Square parcel. 5. Sec Architectural drawings related to code compliance requirements and building design. 6. See Civil drawings for grading, drainage, utilities, and location of haidscape demerits. Verify congruency of iefurmation as related to Landscape. Architectural„ and Civil Drawings and notify consultants in the event of conflict for final resolution. LANDSCAPE NOTES: . See Landscape and irrigation Specifications 2. Landscape Plans include Planting Plan, Plat details, and Plant List 3. Landscape Plan sheets include L 1.0 with general information at 1= 40' scale. L 2.0, L-2. I, L-22, and L-23 with detailed indicating plant layout at 1' = 20► scale. See sheet L 4.0 for plant lists and tang 4_ Street trees shall be per approved City of 'la species,siaie, and spacing. 5. Landscape Buffers and plant species, size, and spacing in the buffers shall meet or exceed City of Tukwila code requirements. IRRIGATION SLEEVE NOTES: t. All sleeves shall be 6' Sr:beide 40 PVC. 2_ All sleeves shall haw a msnhnmasn of 1 r comic 3. Fxact location of aA existing utilities and sanctums. irrigation lines, and other iiiderpuond nos, whether or not iockaoe& in the Contract Documents, shall be determined by the Contiacaor_ Caidoct work. was to prevent interruption of service or damage. Contractor shall be responsible for repair Ginty utilities and related paving, surfacing. or planting damaged ire die course of wort 4_ Instill sleeves prior to installation of irrigation system. Contractor shall take special cane in coorduaatiig niggled wok avarice' trades_ Sleeve all roads, walks, walls, and other hard =face and structures_ 5. Trenches far sleeves shall be excavated to depth aid width sufficient to permit paper handling and installation of pipe. Trenches shell be stiaigla and without abrupt grade changes. beach bottoms shall be flat 6. 13ackfill in steering tenches (i.e., under all ) shall be inechasicafly oompac rd ihi tyro (2) lifts to a dry dexsity equal to 95% of adjacent micksnubed soil Badkfll will conform to adjacent grades without dips, gather' antis, lamps, or ether unlace irregularities 1. These plans shall be approved by Kohl's prior to order/installation. 2. Provide wires at ends of mainline as indicated on plan. Label all wires as they pass through each vault. 3. Stake all valve box locations for approval_ Plan is diagrammatic_ 4. Set valve boxes square to adjacent building. club, or paving. S. All pipe shown under patting adjacent and parallel to planted areas is intended to be placed in that area where possible. All pipe shall be installed in planters or sleeved. No tees or ells shall be installed under paved areas. All material to be installed on owners property. 6. All irrigation under buildings, roads, walks, parking areas or other paved surfaces shall be sleeved. Steeling may be included for future wort Minimum sleeve size 6a diameter. 7. Make any and all required adjustments to the irrigation plan to assure complete and adequate coverage with minimum overpay. No water shall drain onto or across wralks, curbs. or paved arras_ Adjust heads to minimize spay outside of planters` Absolutely no water shall spray or drain onto,, or ace sidewalks, stairs or steps. Program controllers for multiple starts to prevent na-0t[ 8. See project specifications for further information. 9. lateral line shall have 1$' of coves, and main lines 24'. 3(l' maximum cover. 10. Refer to planting plan for exact layout. intent is that all new plantings receive adequate water. 11 _ Irrigation Contractor to test static pressere, and submit written report to Owner prior to beginning wort Pressure is anticipated to be iSO PSI, per City of Tukwila Water Departnrait 12 Select arc and radius best suited to each location. Use variable arc nozzles only where standard nozzles will not doh: 13. install rain senor 'H WM Clink" on inside of roof parapet wall. See Kohl's mechanical consultant plans for to determine best possible location. 14_ Contractor shag maintain the landscape & irrigation titroughout construction and up to store grand opening date. Responsible party (Kohl's or landlord) will assume maintenance beginning on die grand opening date oldie store. Any pooch Tat item resulting from the find observation must be conected prior to die armed opening oldie gore. 15. bnigation niaintenasce shall include, at a minimum, weekly irrigation comelier 16. Soudacanar Square ma'inlirae is looped_ If loopclout be aceved, use 3' ache We 40 I I I 1--- R !IEWED FOR COC _ COMPLIANCE .I •srwinuc.t') f LW Of Te w:ta Di;1(; Dir:'15TCNr HARDSCAPEILANDSCAPE LEGEND 1) PAVING CONCRETE DECORATIVE PAVING DECORATIVE PAVING 2) PLANTING eiev SHRUBS/TREES Mmi GROUNDCOVER SEASONAL COLOR Et7I LAWN SHEET INDEX L-1.0 - SITE PLAN L-2.0 - LANDSCAPE PLAN: NW SECTION L-2. i - LANDSCAPE PLAN: NE SECTION L-2.2 - LANDSCAPE PLAN: SE SECTION L-2.3 - LANDSCAPE PLAN: SW SECTION L-3.0 - IRRIGATION PLAN: NW SECTION L3. i - IRRIGATION PLAN: NE SECTION L-3.2 - IRRIGATION PLAN: SE SECTION L-3.3 - IRRIGATION PLAN: SW SECTION L-4.0 - LANDSCAPE DETAILS L-4.1 - IRRIGATION DETAILS • • a • • • • i CONSTRUCTION DOCUMENT FOR SOUTHCENTER SQUARE TUKWILA, WA KEY PLAN REVISIONS WILDING laioPS 'NOT FOR CONSTRUCTION' • I S.D1 INTEGRATED SiTE DES c;N ca ceca t aaoCTInf;>ft =-PM sinus MO dui Um. a eau ssizs Bosses -non ru 312-s4110 ..err-s-•taco REQSTRABON •ms•sssm.mm•wpllr STOIC* •Ii FREIHEIT & HO ! P.S. :.AftsvCH2x0ITECT91,31Istimie.C.,imamtetetouewurwfasaaaew If n 0- SM 1 as p>o iaT irO ,in.•a vwi: art i0-9-2006 DR ANG>tWE Site plan I i i i i f ISD L-1.O • • • • { it::::ti':` ENTRY COURT olia : 'Edith : e tree Stewartia monadelpha(tree) Miscanthus sinensis Wisteria sinensis Pitt , F + rum t.'w.dwf Raphiolepis indica Nandina d. 'Gulf Stream' Lawn Seasonal Color Plant Mix 3 NORTH STREET PLANTING STRIP Acer rubrum'Red Sunset' in 4' x G planting pit with rubes calycinoides groundcover continuous typical &et.o e.em 0,000 07II.0,0 Cap 0i 0 0 2b (A ere S 0 07 Q).0W0Ta �n��ra,_ -.41:s.v4 W 0_0.0.0.C.0_0.0 0,i BUFFER PLANTING (Mounded) Betula 'fera tree Nandina domestica Leucothoe axillaris E imcdium nrbnim . c. Sarcococca hh. c. #zc ecems a,, ' 7 4, ��✓`1e a'o e'e o ac o c c`iO'vrt3_, �� ;yam fie 0 iec i e aS Of f a ei .., {� �•, -c c' w4 _mot I}1ATCHI INE (NW Section Sheet L-2.0) f> MATCHLINE (SW Section Sheet L-23) LANDSCAPE PLAN: NORTHWEST SECTION Scale: 1" = 20'-0" CORNER PLANTING Oink _ o biloba'Fasti . ta' (tree) Plant Mix 1 Epimedium x rubrum, Corpus stotonifera'Kelseyi' and Seasonal Color PLANTER AT BUILDING ENTRY Seasonal color in Canters Crataegus x lavallei (tree) Seasonal color with trees SERVICE AREA Acer tree Coffins kousa tree Calodedrus decurreos (tree) Sarc000cca ruscifolia Miscanthus sinensis Cornus alba Prunus I. 'Otto en' Osmanthus delavayi Patihenocissus tri. at o.s.f. of wall typ. Epimedium, Corpus stolonifera'Kelseyi' and Seasonal Color t0�, v v. C s 2:a'o:0:c3:e) :5o a-4 t,' 1 a r. •o.e.es is VC-2 ,c) T ' • : BUFFER PLANTING Betula - Birth tree Spirea japonica Berberis !.'Rose Glove' Euonvmus alata Escallonia lang.''ride of Dorian!' Epimedium rubnun (g.c.) Berberis t. 'Crimson Seasonal Color PARKING ISLAND Acer _a ' , . tree) S Cotoneaster damerii t.owfase (ere.) Aire GENERAL NOTES: 1. verify is a cosines are comets prior to imidatiag sow Notify is pojai sepai saidas ofcao600n fiat moire .rod5carioa is osier w oarrQlese sort unbars nine Cmosirrcooe DocDocasiess Peueofwg with wort *arks acceptance of exist* cottons. Ce.ro uiia. Domains (dam and speci6caooas) seine piney pads to ff Wool 3. landscape P6s. Details. sod Specification isel.de information gelded to fit preparation. ptarrug i soh pboa t e & est lsdreape 4. Alspeci6cs iossand stato salsapplytoboasieKotrspailai Sors6cnmar Square pool 3. See Aud itecs.al*amity Mani to cork a r OS= segairasests and braikbat (taiga 6. SIC Crsildisirsgs for gads&i.wiors.sad balks of e ensocets. VerEyeaipoescyofStomas' asshied $1 Lasiltcape. Mdisocasal. sad Chit Dessispaodooti*5 oo.sa4essIre es+:000o 6aratfadnaoioo. LANDSCAPE NOTES: 1. See Is#ape sad riraipio. Specification 2 I.a.6rspe Pas iatrl.aes Pissig P. Mho JaaiB mot Mgt 3. I.asdseaptPlassleets iodine 1.14reiiloaaral:6oara:n>i I'-47sale. i2fr.Lat. L-2 .sodL-13sii4etaled pass Bona figs pima layer. err I' - 3s scale. Saviors L 46 fox pint loss ad Orsini en& 4. Sees was doll bepmappasofCity drais& speciessize. and twig. S_ iaolraptt3afiasgoof pirtt 'pocks sae. aid is lie boffin don MOM aroeedCgofT.ksicode soadie seam a NIATCHLINE (NW Section Sheet L-2.0) MATCHLINE (SW Section Sheet L-2.3) fiZzei,:: jz. /1,70 oz./ ipig 1 PARK Pyres c Spirea Cotone PAVILI Pyres ca Spirea ja Cotoneal II PARKI►r Acerg Spireajaj $ Cotoneas I w I-4 ti -4 • MATCHL ALATCHL. SITE REFERENCE SHEET INDEX L-1.0 - SITE PLAN L2.0 - LANDSCAPE PLAN: NW SECTION L-2.1 - LANDSCAPE PLAN: NE SECTION L-2.2 - LANDSCAPE PLAN: SE SECTION L-2.3 - LANDSCAPE PLAN: SW SECTION L-3.0 - IRRIGATION PLAN: NW SECTION L-3.1 - IRRIGATION PLAN: NE SECTION L-3.2 - IRRIGATION PLAN: SE SECTION L-3.3 - IRRIGATION PLAN: SW SECTION L-4.0 - LANDSCAPE DETAILS L-4.1 - IRRIGATION DETAILS CONSTRUCTION DOCUMENT FOR SOUTHCENTER SQUARE TUKVVILA, WA KEY PLAN REVISIONS eillnelG PERMIT SUBIEr1IIL : togs NOT FOR CONSTRUCTION SD1 INTEGRATED Silt. Ot_ IGN ssno.ears AICII OZ3Z " n= aux. I er743 MOM lb.ea. 11 w akin wrens -es sow prig f3-sloe YAM 362-e4e1 wriii-S-aca= I ssarr<s •IISIIINICX7116 LY41+a13p %Z.uot -11MrIt Ra11r.1rsi 11Cifi'K CNN aarafiv..-- FREIHEIT & HO 1 ARCHITECTS, INC., P.S. i13:11,11FolsaelrE inn ni nal.wan f.4134233419 1 ISD RHGR, SM 10-9-2006 1 O 9-2Q06 Landscape Phan: NW Section L-2.O i N a U rn esi C 0 U w z z AiR 0 is NORTH STREET PLANTING STRIP Acer rubrum 'Red Sunset' in 4' x 6' planting pit with rubus calycinoides gioundcover continuous typical Q' m Viat®.ex ,AAA(11 m.�+,a_m_a+.al_m�m_Q: a_• m_ m.m_®s h Q�.m.Q_a:o�m. PARKING ISLAND Pyrus calleryana'Redspirc' tree Spirea japonica Cotoneaster damerii 'Lowfast' (g.c.) PAVILLION: AT GRADE PLANTERS PAVILLION: RAISED PLANTERS Pyrus calleryana'Redspire' (tree) Seasonal Color S 'ma PARKING ISLAND Acer griseum (tree) Spirea Cotoneaster damerii'Lowfast' (g.c.) ` LANDSCAPE PLAN: NORTHEAST SECTION Seale: 1" = 20'-0" 0 10 20 F. Acer rubrum'Red Sunset' in 4' x 6' planting pit with rbus calycinoides groundcover continuous typical PERIMETER BUFFER Viburnum sinus Photina glabra `�.W�'o'WtQT�fT� ' �l 7 �n �.T '._ �( occ ' — r D � � � 4 � srdt'3 z <v 4.I ffff.f/ AW't f� j!Y' • , •. . ' {jj off �'f:� Yh4t'',rlt`f#, of'± �►�`I'rl' PLANTER AT ADA ENTRY Berberis t. 'Crimson Pygmy' Viburnum tins hedge Rubus calycinoides (g.c.) Molinia caenulea Abelia grandiflora Crataegus x lavallei (tree) Building Uplights Seasonal Color in PLANTER AT BUILDING ENTRY Cupressus sempervivcns (tree) taegus x lavallei (tree) Building Uplights Viburnum sinus hedge Rubus calycinoides (g.e.) Molinia caerulea Abelia grandiflora LANDSCAPE SCREENING Betula papyrifera (tree) Acer : lmatum (tree) Vinca major Epimedium nubmm Leucothoe axillaris KOHL'S p06-w KOHL'S PLANTERS Fatsia . 'ca ST ' ' ET TREE I I Acer rubnun'Red Sunset' in ' x 6' planting pit with rebus calycinoides grouver continuous typical LANDSCAPE BUFFER Calocedrus decurrens (tree Cercidiphyllwn japonica (tree Proms laurocerasus 'Otto Luyken' -ol -1 is indiCa Euon Ceanothus Phel Cotoneaster d. Z.owfase Epimedium mubn m Rubus calycinoides Lawn Parthenocissus at O.S.F of wall, typ. GENERAL NOTES: Acer palmatum LY I I E Section Sheet L-2. I L Art.' I MATCHLINE fl'SE Section Sheet L-2.2) �y 40/ 1 \ �.Verify tat aistinicoordoof are cams Oar as ilia* oak :loofy de project acerote•deot of caftan able rapie 9ood+6azioo io ordert000saplcte oat as doe doe Consoricks Doca®eses Prvccedg6 wid wort sigaSes seceptsoe daeismgeooddooc 2 Caa*vr ion Da aroma (drawings and Speci6ca i )sue ie Fairy guides so design ran. 3. is stb ape Piss. Degas, sad SpedScaeaas Weak iolose aeon related s: sae psparaoaa pawing & ta7 &ra lm and batacc • Alspei dossa and salads r apply to boob ieKolspaledand oa S_ Sae A.dlie arai daring: robed o code oaopiaa e rapieareses and Wiltdesip 6. See Call drawings for g,ads&drawspades.atdtaboo of b e dicape donnas. Vaify ooapnoacy of idon a lion as absod so Lsdanpe. A.'.-'J. sad Cad Dasirgt aid wary oonsedbns in tie ever ef000ria for God reaofaiia . LANDSCAPE NOTES: 1. See iaadtcapeand 1r niosSp rta6as • Labare Nan slide lb aYq Pha. Plat deeds. ad Parre 3. Lwsbcape Pia sleets Wok L 1 A with gonad Warman a de sale. L 2q L-21. L-2 2. sad L2 3.16 dee.id pass :icaeo: plat layosa a 1' -'A sale See dart L 4.11 far Om feat and'dubs deal& 4. Broom sees toll be per awned Gay of Male spadrssi _ aid *wig S. Lank 'pe Boars aid Oast s pode& sow sad span lode alasdellnets ofaimed CgofTriodecedetegrise.s I -11111.11MINIEiiv..r.r iF or de2 SITE REFERENCE SHEET INDEX L-1.0 - SITE PLAN L-2.0 - LANDSCAPE PLAN: NW SECTION L-2.1 - LANDSCAPE PLAN: NE SECTION L-2.2 - LANDSCAPE PLAN: SE SECTION L-2.3 - LANDSCAPE PLAN: SW SECTION L-3.0 - IRRIGATION PLAN: NW SECTION L-3.1 - IRRIGATION PLAN: NE SECTION L-3.2 - IRRIGATION PLAN: SE SECTION L-3.3 - IRRIGATION PLAN: SW SECTION L-4.0 - LANDSCAPE DETAILS L-4.1 - IRRIGATION DE • • TAILS CONSTRUCTION DOCUMENT FOR SOUTHCENTER SQUARE TUKWILA, WA KEY PUN &1LOOSPi ISllBInT AL:accuses rIZ 'NOT FOR CONSTRUCTION' S D i � LNTf GRATED SITE DESIGN LAMM" sst�eaec iearroeC. 'OWN MOteam NI Soon.. ihembr +aa soars (2O)3S3-900 �l*L 382-e<es wtit-S-Dwo £GiSTRATK�i ST VIM'i s 14.41401;ma na aresED xn AMILI Res • IIRTMILTetriMENAAM s craarartNO �•- i Section r FREIHEIT & HO' ARCHITECTS, INC_, P_S. aacoaitura �W2O FQS5236599 Mai 5Y. RIIGR, Sal care 10-9-2006 OEa cr. , Mil OM T,w10-9-2006 E Lands,ape Plan. NE ISD L2.1 NOT FOR OONSTRUCHON I S INTEGRATED ratSITE DESIG N WOOMPS memnerMoio s Okb boom ITS (2100315-10011 31112-0460 www.I-S-3 coo. liamblbsti90825 12743 ,-. • le/04'.1! • ECIIMIS/b AWNSTIRCT FREIHEIT & HO MUM' *TIM) sr ARCHITECTS. INC-. P.S. ; =14110114ZOK IC ISILIC4/0 FAS/NZ= F.423423409 MAW. RHGR. SM corE 10-9-2006 P310.8:1•1. 110341E PAW WE 10-9-2006 OVONGWIE: Landscape plan: i SE Section L-2.2 I ISD lion Sheet L-2.0) NIA'ItIlL1NE NE Section Sheet 1,2.1 MATCIJLINE (SE Section Sheet L-2.2) I A lion Sheet 1-2.3) EA U) .3 cn X Spirea japonica Cotoneaster damerii Tor/fast' (g.c.) Magnolia grandiflora 'Edith Bogue' (tree 11 PAVILLION: RAISED PLANTERS Seasonal Color Typical Berberis 'Rose Glow' S "rea ica I j LANDSCAPE PLAN: SOUTHEAST SECTION Scale: I" = 20'-0" 0 10 20 -- I - I- i I I TRELLIS Clematis montana Panhenocissus tricuspidata and Thymus praecox, typical Veb. Egress PLANTER AT BUILDING ENTRY Cupressus sempavivens (tree) Crataegus x lavallei (tree) Building Uplights Viburnum sinus heda Rubus calycinoidcs (g.c.) Molinia caerulea Abelia grandiftora KOHL'S PARCEL SOUTHCENTER SQUARE PARCEL Seasonal Color in planters Seasonal Color in planters PERIMETER PLANTING Plant Mix 2 Cotoneaster (L'Lowfast Epimedium rubnun Rubus calycinoides t. 'Wheeler's Dwarf Arbutus undo PETCO PLANTERS Seasonal color Hex crenata Nandina domestica spp. LANDSCAPE BUFFER - Euonymus alata Prunus laurocerasus 'Otto Luyken' MINKLER BLVD. PLANTING STRIP Acer rubrum 'Red Sunset' and lawn in planting strip MINKLER BOULEVARD = Acer palmatum Acer palmatum NDSCAPE BUFFER Calocedrus decurrens Prunus laurocerasus 'Otto Lu ken' Ceanothus 'Alla Phelps' Euon us alata Plant Mix 2 Cotoneaster d. towfast Epimedium mbiwn Rubus calycinoides Acer palmatum LANDSCAPE BUFFER • = = = = 7.1 = • GENERAL NOTES: I. Verify de existing coalitions ne coned pain so intim* sorIL Notify tbe parried soperisaeoSen cf coodtioos dim reple notification is mks complae *salami is de Construction Doessnons. Prome&og wills mock signifies acceptance amassing ormition. Consnuoion Doccasseres ftlereingt and SPCO5C1•015) are the primary rides sa design WOO 3. Landscape Maas. Deeds. est Specifsations ifornation related si site preparatink pines* & sod plummet aed habope ireigerioa 4. All specification sod standiark apply to bods she &Ws panel obi Socdscenter Squee pond S. See Anliacessal denings seland to code acclaim analennsts and boding deign 4- See Cnil diseligs in seeing. &sawn onTaies. so3 koalas of hinficape dement, Verity oongramey of ii6onanain as rebind ea Lialscapc. Anlisocanal. aid Cral Maslen ad ossify coonskins in Se neat doodles for filed NOOkeibb. LANDSCAPE NOTES: I. Sec Laminar nel Inisponi Specilicarion 2. Landompe Man into& P1 Plab. rim deeds aid Sins Lig 3. Lardscape diem Wilde L I * geonal isdamarien se 447 mak- L LG. L-2.I. L-2-2. and La 3 use looloi Sass 0.*Cgillf paw West at I' 2& scale. Sec Ibsen. 4.0 fro penn knead piasingionds 4. Seen saes ilia be per approved City of Tate& speciession. and spec*. S. Iondlicape Wins Bodying species. we. mei spun • die Wins dna meet or emceed Gty of Tavola code iepamments MATCHLINE MATC111.1NE U (NE Section Sheet L- I (SE Section Sheet L4 I CODE CC) I rt— ; _ - SITE REFERENCE SHEET INDEX L- 1 .0 - SITE PLAN L-2.0 - LANDSCAPE PLAN: NW SECTION L-2.I - LANDSCAPE PLAN: NE SECTION - LANDSCAPE PLAN: SE SECTION L-2.3 - LANDSCAPE PLAN: SW SECTION L-3.0 - IRRIGATION PLAN: NW SECTION L-3.I - IRRIGATION PLAN: NE SECTION L-3.2 - IRRIGATION PLAN: SE SECTION L-3.3 - IRRIGATION PLAN: SW SECTION L-4.0 - LANDSCAPE DETAILS L-4.1 - IRRIGATION DETAILS CONSTRUCTION DOCUMENT FOR SOUTHCENTER SQUARE TUKWILA, WA KEY PLAN REvisoNs BUILDINGPERPAT MORK : 101101:16 IIIREG1STRATION • • • • CONSTRUCTION DOCUMENT FOR SOUTHCENTER SQUARE TUKWILA, WA KEY PLAN REVISIONS MOM i4iO1)6 'NOT FOR CONSTRUCTION' SD': INTEGRATED SIFE DESIGN taRmrua *some[ ItelIMIC, MUM I 43 sera Meese SS Seattle.9kfMegtea ISSIS (aoeloee-9oa UI Sze-aee .,r•:r-S-nt RATION monimmi Auk 1 :TAs,at .,.wc-rai tsars,® ayICIONWx t-�" - FREIHEIT & HO i ARCHITECTS, INC.. P.S. MINE t1O1* AM olailoi.wrt4eor3 w� F i31*IsY. RHGR, Sit O,;r~ 10-9-2006 F•afic;iu: A1134416 PAM DAN: 10-9-2006 ORIdING !WEPlana: SW Section ISD 1ATCI1LIN1 (AW Section Shed L-2.0) IATCI INE (SW Sect on Shee! L-2.3) S ©f 0 0000 •.0` jf ,• �CQ@0 • 0U' �iq • 4� ©mot a as x Buxus I 1 Ivens hed Osmanthus h.'Goshiki' Miscanthus sinensis Magno ra g. (tree) Perimeter at SCParkway Corpus kousa trees I ta Plant Mix 3 Lawn Entry Court Ma : nolia : 'Edith : I : e tree Stewardia monadelVha(tree) Miscanthus sinensis Wisteria sinensis��./ Pit 1 1 1 rum t. ivdwl I . 's indica Nandina d. 'Gulf Stream' Seasonal Color Lawn :e`e ©egg o �9O'�� a ss ire aI iI`'a`t\SC.-. t SERVICE AREA Cornus kousa tree Calodedrus decurreiis tree Sarcococca ruscifolia Miscanthus sinensis Comus alba Prunus I. 'Otto L ken' Parthenocissus tri. at o.s.f. of wall typ. Plant Mix 5 ENTRY ISLAND Acer r. 'Bowhal l' (trot) Prunus laurocerasus 'Otto Luyken' II 1 :ea semata'Preziosa' Rubus cal ' oides : c.) in robrtun Pitt ' I r rum t.'Wheeler's Viburnum davidii l 1-:.1eseMalleTree Molina caerulea Seasonal Color PLANTER AT BUILDING ENTRY Seasonal color in I lancers Crataegus x lavallei (tree) Seasonal color with trees SOUTH BUILDING eoitrli�g Corder Perimeter Planting Seasonal Color Prunus I. 'Otto Lu . en' iftewNandina d. "Golf Stream' , ��`�lm1" !--. - - '�- <c<s<•<♦<<a<iac ♦ s e•� e < ♦ 4s• <a t-.L-, _ r11 Plant Mix �-s♦e<<< <<saea♦<♦<s<e•.a<r a a v� c<� t< e• e< a<ee ♦< a♦dAe<<a QC..0_CC`.�r � i ritrR�-:�i•�'�tfS��Y^�:� _7- � �!����IFC.�g�%""t71=��l"G•1r�wJT�-`Q��• <��: c <'e<< <'<� frStF�y01;i-- _<aayc♦ <-< a<<e<<<� <♦•<�, i+'ID/IL 5 sistimm5 5 a a manirtaitirarralarr . . . " . . . ,g117. LANDSCAPE PLAN: SOUTHWEST SECTION Scale: 1" = 20'-0" • • • 0 10 20 14(dNI Minn .1.11M, MINKLER BOULEVARD a Qi Ra I 'ol I is indica : Breeze Pittos I r tobira 'Wheeler's Seasonal Color Iii MATCHLINE (NW Section Sheet L-2.0) MATCHILINE (SW Section Sheet L-2.3) :1I I ila :J : I 11f4S414Ntittrilti:t+.44;••• ♦.���♦'�♦���♦�,♦��r♦�3; ♦���♦� rare; ; i �♦� � `' "v � e• 'r r_ . :. 71 SERVICE AREA Acer I •: Imatum Corpus kousa tree Calodedius decnrrens tree Sarcococca ruscifolia Miscanthus sinensis Corns alba GENERAL NOTES: I. Vaifjr*at ensile condition a,e cooed pion to amai4S aod- Notify be m supiiimeeket eEcm3ooas>mslapin modrSation is so cos0iete awl as Ann i. be: Cosstrocoaw Documents. booming aid mock ligri6a acceptance often* coodition 2. Ceastracoc s Docemeses *twin and Specification) se de pinery vides so desrga ins= 3. Ladscape Pb.tsDetab, and Speai6caWas iodate *losantiaa sued to sire puq.d.lios. Oasis a: sod prtoeaett and 6m01ape 4. All linageai sa isttdadsapplytobaddetarspeerad Souncemer Snare pacer. 3. See Astiitectssi &wria: seised is code oosspfrasoc sapire ears and ba isardesi n 6_ Sec Cat &anon ix grebes.drartge. asides. aid W ion et bsdaape demists. `►ai[} ease seacy dsloraados as seined so isdscape^ Aselise itraL sad Cali Draw*: anal* cows dusts is de crew ofoondbae for Sol *:Selma* LANDSCAPE NOTES: L Sec Landscape ad brigades Speedadcas 2 Ladscape Piss Wilde Pristine Nan Prat desk and tzar 3. Latdicape P s den =ebtle L I 0 sii Dewed =tornados a I' = *7 scale. L 2.4k. L.2I, L-22. awl L-2.3 ssiddaub! Os slira`at pin byes a I'' Yraale See I. 4Gx Ms aid plasisidesin Sian sees disll be per apposed City ofTanis specnnice. geld spar s.Iand+ea}seElsZsssadplait species. lad. sat spaitgitdk hags *di met etcaned (Wet Innis code _____ _ • TRELLIS Clematis monlana Parthenocissus tricuspidata and Thymus praecox, typical I o -- ==-- t-y; U a SITE REFERENCE SHEET INDEX w cn F MATCI MATCI r MIN PAINb Acer griseum Spirea japoni Cotoncaster Magnolia gra PAVILLION: Pynis calleryar Spires japonief Cotoneaster da I I L-1.0 - SITE PLAN L-2.0 - LANDSCAPE PLAN: NW SECTION L-2.1 - LANDSCAPE PLAN: NE SECTION L-2.2 - LANDSCAPE PLAN: SE SECTION L-2.3 - LANDSCAPE PLAN: SW SECTION L-3.0 - IRRIGATION PLAN: NW SECflON L-3. I - IRRIGATION PLAN: NE SECTION L-3.2 - IRRIGATION PLAN: SE SECTION L-3.3 - IRRIGATION PLAN: SW SECTION L-4.0 - LANDSCAPE DETAILS L-4.1 - IRRIGATION DETAILS L-2.3 $ 1 • \ . ./a✓' _\tea H 0 MATCHLINE (NW Section Sheet L 2.0);: - . IATCHLINE (SW Section Sheet L-2.3) ' - : 1 SOUTIIC a R SQUARE IRRIGATION CONTROLLER Walt Monet in approved steel enclosure as directed J Provide 120VAC Power.-/ NORTH BUILDING -.__- - •,� «:'e---- - - r. -�- ••-- •-_ - _•_ ��- v- - ti-- - s_ =-�"-_*a4 j _ �' ''' � ^F• r-,� • %,isyJ• 1`"`+ ! `rri/:_ - yam -�/-\.;''vs'",'}a1Qa zs�s` .i ,5,,,,: ,,.- ?-� 4. • IRRIGATION PLAN: NORTHWEST SECTION Scale: I" = 20'-0" i IRRIGATION EQUIPMENT LEGEND ilawsnum 10 20 SYMBOL DEscRirrlOO P.S.t RADIUS I • • RALNBiRD 1845-SArM-PSIS 5Q-8«5CSF 13NO72LE i i 30 10' 1 e o n RAINB1RD IA00-SAM-PRS i SEPJFS NO7JIE 30 s i a II as 4 9 0 R.AI.NBIRD 11100•S:A.vt-PRS f SERIES NO72LE i0 g I O 0 a 4 4 41 RAIN -FORD 1403-S.aM-PR.S I0SLR 1ES NO1/EE 30 iff 0 0 a 4 wit 0 RALi6LRD I»-S.AM-MS I/ SERIES NOSE 30 IT • 1 ♦ • RAIN -BIRD jO:0-S,AM-PRS 15"SFRWFS NO771E 15' 1 E RALNBLZD eP('S SCREEN TO CONTROL OVTRSPRAV Ig i-1.:' 1RRJGATiOO DFEDC T WATER METER - 2 TOTAL i:k1 DOUBLE CHECK CALVE RS tEI Y AND MWTER VALVE - L43 2 TOTAL i OAI.1»M. TIC CONTROL VALVE. iRRITROi. 700 SERIFS. S11F PER VALVE E KEY REFER TO DE TAIL ss A 43E1CIC COUPLER VALVE - RAIN3:Rt) 3.3i.RC PER DETAIL ix coo: milIisR Ki 432.4, -I?FfI'ROi. SMART DIAL W OFL V/i)»- XT.RA1.1 %KNT 12 STATION (43N11101 CFR - SOETIICT`TER SQUARE - RAPNBtRD 14001L ESP-3 MC NO7 SHOWN HINTER RALN Ci IK RAIN SENSOR IONS FOR EA( H CONTROLLER; MOUNT ?ER .ARCHITECTS DIRFCTIO $ 2-1 2' G.a1I VALVE iaSOTATiON V'ALV EI i1 STANDARD CAXtSt)N VAULT SiN LAR TO CONTROL VALVE DETAIL SC HF.D .0 al PvV: ENTERAL POE - &OE AS LNIXCATTD - - 2-1 2" SCW 1; 4 IA VA LINE F - SF F. iRR3t:.a1KO% NOTE I6 ' S=:�i[7'•N•-;a.AN S+CHETXity:Ai I- itV_`S isit-'Stitlt•S0114RQ. .INDICATED NOT Se;w ..N = :4 %WS IN Of i s CONTF04 Mlits_ RED - SKIN ed.. MHIIt - ((*WNXY.r. %NJ OW - SF.W W. • i'rILAIN32D;l►�ciaT :r )P-UPSFOR itRFAREAS, AND RAMMED tv'b6'P+)P-CPSNSHRUB AM) raccN) COVER AREAS SLEE%'ING LEGEND SYSL9KX. • DESCRIPTION SCHETX.1 F e: PVC Si FFV'F. - 6' SF7F L UFSSOTHERWTSE IT)kC'ATFD ' • • SOUTHCENTER PARCEL VALVE LEGEND { • i 4 5 6 9 10 I1 12 'l. l 2- Uti' 1' 1yc- I' s6 33 49 I8 56 52 55 Aj 55 47 33 0 30 30 13 1 3.) ! 16 30 17 F Is M r I 9 1 i 21 30 r 30 30 1 13 1 .4 19 22 24 -l. I�. 1' OS- 1- 1- is 33 53 48 .5 2S 29 r j' 23 I' I s 1 • 1'24 IRRIGATION SLEEVE NOTES: 30 30 30 30 30 30 i 30 1 30 30 o i 3n 1 30 IX* 1 r IYr. lye- l r ly+ t " , . <<E j i Y� Jr, yr 1y1 IY• i IYr lYs- 1Yr l y IYr Y • 4'}'w . /•QZ,�rLr�"`_ " .6. �y,, v : -sue,- ----- - ------vcc`���� • D00-4 1 > I SE - I 13 li4' 31 30 { 26 I' 2* 30 t f 27 I i i. 63 30 I 1 OS. 61 I 30 I i 1 29 1%S' 6' 30 1 30 I OS. SS 30 II 31 t -r) So I i 32 131' 44 30 i 1 33 tic' 55 30 i i 3,4; - - 30 ;c - - s 1 ix - - 30 t_ All sleeves shall be 6' Schedule 40 PVC. 2. All sleeves shall have a mirani= of 18' cove.. 3 - E-sax location of all exsting utilities and stjiuctaces. irrigation 14a.. oral offer underground d 6tilide5. %bellies or scat i Jaded In the Comma Documents. shall be determiaal by the Contractor. Conduct not_ was to prevent ietarsptial of service err damage. Contractor shall be re. ,osisiblc for repair *law utilities aid related paving surfacing. or phni6ng damaged in die coarse of work. 4. install sleeves prior to instaltaooa of irrigation system. Contractor stall take special are ill cconfinating required work of swims trades Sleeve alt roads, tapes, walls. and other Iald surface and strocnires. 5. Trenches for sleeves shall be meted to depdi and width suffIciait to permit proper handling and instal stun of pipe. Trendies shalt be straight and without abrupt grade changes Trench bottoms shall be flat 6. Backfill in steevi to wenches (i e.. ender ate hta rapes) shall be mechanically cIsv eted in two (2) iifis to a by density equal to 95% of adjacent andistabed sod. Batton will coafam to adjacent glades widest dips` sunken areas, !troops, or other surface • KOHL'S PARCEL VALVE LEGEND *See irrigation Note 17 1 = i - i > c 1 7 c • , 0_ 1 1 IX" 32 30 2 I)- 37 3° I I3 1X• 52 30 I 3 I' 16 30 n 5 114• 18 30 i6 111• 56 30 1 7 1. - 18 30 ' 1 8 OS 31 30 i 9 tit 46 30 10 - - • i 11 - - - I 12 I - - - HARDSCAPE/LANDSCAPE LEGEND l) PAVING CONCRETE DECORATIVE PAVING DECORATIVE PAVING 2) PLANTING SHRUBS/TREES GROUNDCOVER SEASONAL COLOR LAWN • 4• 1 r t�' �y�' �y�' �1' S" /," y."r�!r 1,►.0 i r 3r�... , .+ 3s• +C � �. GENERAL NOTES : or: R c!, Q PA 4~n'Q�-`1 Q ye; A��1 R. f'iiR /ti'r c',iT+ �O'd' TO r, f! ,� �_'�+i ce` .. 1! /`• . 71r :. ". _ w - 3 j.i' :;j e- MATCHLiNE (NW Section Sheet L-2.0) MATCHLINE (SW Section Sheet L-23) M MATCHLIN MATCHLIN 1. Verify that existing conditions are correct prior to initiating work. Notify the project superintendent of conditions that require modification r , - in order to complete work as shown in the Construction- �`' r ' . p ; �~•�c compl Doctunettts. Proceeding with work signifies acceptance of existing conditions. •.C`D..�: 2. Construction Documents (drawings and Specifications) are the primary guides to design intent. 3. Landscape Plans, Details, and Specifications include information related to site preparation, planting - soil placement. iandscapeirrigation. 4. All specifications and standards apply to both the Kohl's parcel and Southcenter Square parcel. 5. See Architectural drawings related to code compliance requirements aid building design. 6. See Civil drawings for grading. drainage, utilities, and location of handscape elements- Veri6r congruency tiau as related to Landscape, Architectural, and Civil Drawings and notify consultants in the event of conflict for final resolution. IRRIGATION NOTES: 1. These plans shall be approved by Kohl's prior to orderlinsiallation. 2. Provide wires at ends of mainline as indicated on plan.. Label all wires as they pass through each vault. 3. Stake all valve box locations for approvaL Plan is diagranlnatic. 4. Set valve boxes square to adjacent budding. curb, or paving - 5. Alt pipe shown under paving adjacent and parallel to planted areas is intended to be placed in that area where possible. All pipe shall be installed in plaatus or deemed No tees or ells shall be installed under paved arras. All material to be installed on maim pry. 6. AU irrigation under builder roads, walks, parting seas or other pared =faoes shall be sleeved Sleeting may be included for future wok. hftra nten sleeve size 6' diameter_ 7. Make any and all required adjustments to the irrigation plan to as,�e complete and adequate coverage with minimum overtpray. No masa shall drain onto or across walks, cubs, or paved areas. Adjust heads to minimize spray outside of planters. Absolutely no water shall spray or drain onto, or aaoss sidewalks, stairs or steps. Program controllers for multiple starts to prevent run-off. 8. See project specifiratiants for farha anfonrnadoIL 9. Lateral line shall have I S' of cover. and stain lines 2•1'. 30►' mailman cover. 10. Refer to planing plan far ulnae bloat. titan is that all new plantings remit 11. irrigation Contractor to test static presume. and submit written report to Oaaa prior to beginning work_ Pressure is anticipated to be 150 PSL per City of Tukwila Wades; 12. Select arc and radius be suited to each location. Use variable arc nozzles only where standard nozzles will not do. 13. Install rain sensor Mama Wrei Click' on inside of roof pupa walL See Kohl's mechanical consultant plans for so deem best possible location. 14. Contractor shall maintain the landscape & irrigation throughout construed= andep to store grand opening date. Respoesllnle party (Kohl's or Wand) win assume maintenance beginning on the grand opening date of die Awe Any psych Piss items raniting from the final observation mast be eonee*e d prior to die grand opening of the store. 1S_ kngatiat maintenance shall include, at a minimum, um, weelkty iaigasioa controller adjustments. 16. Smile:ewer Square misfile is looped. if loop carstot be achieved, use 3'schedde 40 17. Zone 30 not inctucled in contract • it SITE REFERENCE SHEET INDEX • ft--�:ti ,`-f 1 L-1.0 - SITE PLAN L-2.0 - LANDSCAPE PLAN: NW SECTION L-2.1- LANDSCAPE PLAN: NE SECTION L-2.2 - LANDSCAPE PLAN: SE SECTION L-2.3 - LANDSCAPE PLAN: SW SECTION L-3.0 - IRRIGATION PLAN: NW SECTION L-3.1 - IRRIGATION PLAN: NE SECTION L-3.2 - IRRIGATION PLAN: SE SECTION L-3.3 - IRRIGATION PLAN: SW SECTION L-4.0 - LANDSCAPE DETAILS L-4.1 - IRRIGATION DETAILS 1 CONSTRUCTION DOCUMENT FOR SOUTHCENTER SQUARE TUKWILA, WA KEY PLAN REVISIONS RUM 11TStiI34111TA:1010103 1 NOT FOR CONSTRUCTION IN:EGRA:EP DESIGN woman .aoa:saaOc s;aiana` caws 1220 220 u:ase >Q a..rZs. is's,pss sews tao)a -9aa sot 302-44I sr. mar Lvi r,f •ensure laT,sVCD W- Tot cs.r22..11/110 .,- IFRE1HEIT & HO 1 ARCHITECTS, INC., P.S. I onstaarsane sinus mtwe.>r.wm ' P 1 • RUGR. SDI 10-9-2006hums t 10-9-2006 litigation Kw NW Swims L-3.O fl 1 KOHL'S PARCEL BOUNDARY KOHL'S re; 1 c1.O,t0 et. •I Mi r'.D�(9't'f� �'[C n , eva,i'vet•: rA'i-Te e, . o''Rvit1` cro iS t •,1 t?ir *' - P0(0-92K KOHL'S PARCEL VALVE LEGEND *See Irrigation Note 17 •II w NI :7: L a. 1.:G 1 I)- 42 30 2 i34' 37 30 F 3 Ili 52 30 4 16 30 I 5 �I'' 1. 4$ 30 1 6 IX' 56 30 7 ri4• 48 30 S Ii% 31 - 30 9 fore 46 30 10 11 - - 1: - - - HARDSCAPE/LANDSCAPE LEGEND I) PAVING CONCRETE DECORATIVE PAVING DECORATIVE PAVING 2) PLANTING SHRUBS/TREES �__ GROUNDCOVER SEASONAL COLOR LAWN rifirc &I*. nitroe, AiR 1=� Place Sauthcentej Square main line in plant bed on the south side of Noals Street, see note 5. Main lines shall not be shared or interconnected. - 1r • • -r _'I„ - i.- ;` .aa Y� _ `` _ _ _. /_- ._ . ! • -3- - -Arta ��� LO If2~ a•4 ~ • aC • ' !._ I. • .t .a� a <� .-T •-_• -� - 7. - Y_ Pig [3t4t;'��'�``rf: ' -auzi�_� s I Z'•fy}•.s:;tip ��Y •. A� \ Ql(�`..V� = ���• �i i✓i.i±�,. _ .��=•.�,i ��� �,a', :4%�r• 3:'i�aAlS.ca�:s.•...� • eel L-23) N . O ri J a O U to z c MATCHLINE (SE Section Sheet L-22 V o • • •Ag, IRRIGATION PLAN: NORTHEAST SECTION Seale: I" = 20'-0" IRRIGATION EQUIPMENT LEGEND O 10 20 i SYMBOL :r DESCRIPTION PSI RADIUS • RA1NBiRD t is6-SAM-PRS 50•B c r 5 (ST-B NOZZLE 30 la 1 s o to RAINBIRD 11100-SAM-PRS r SEWS NO771.E 30 S e o o q 41 0 RAINBIRD =3 -SA.M-PRS 5 SERIES NO7.'II.E 30 S. n e to q 9 0 RAABIR1) ISISSAM.PRS In SERIFS NO711.1:. ;9 ICI o o trot C 9 e R DZIRD I S.%M-PRS IZ SERIES NOZZLE 30 IT 1 • • 1 J • RALNB)RD 1SRO-SAM-PRS IF SERIES %OZ71.E I 30 IS I • USE RAt%B1RD PCSS SCREENS TO CONTROL OVERSP? St Q r1 t-a IRRIGATION D'<.1)CCT WATER MEIER - 2 TOTAL ® DOUBLE CHECK VALVE ASSEMBLY AND MASTER CALF-. - L4.3 2 TOTAi. 1 •• V At,TOiIL%TlCCONTROL VALVE. IRRIfROL MOSERIFS.St7RPER VALVE KEY REFER TOD€TAILlax ► A QLUC)Z CiOLPLER VALVE - R IN'SRRD 33LRC PER DET.tel'L u 1 DK CON/ROLLER-KOHL'S - IatRlTRM. SMART DIAL MODf1. SD121»EXT. WAIL W $.'rT 12 STATION �S CCON mot It.?- S()(ThCF2TFR SQUARE -RAaN3aRrt}00FLtSY•3!CiC1 1 NOT SHOWN tit "N IFR RAN Ci.111 RAN SE\` OR :ONE FOR EACH CONTROusati MOCNT PER l?KinTFCi`S Dr: F.0 IO% 0 1 r GATE .. •Li.t 4ISOLATION VALVE) SfALNDARDCARSON CALLT SMEAR TO CONTROL VALVE DETAIL. i SCTlFLk 1.F Sal :C LATERAL PI?F. - sax AS INDICATED _- I SC7 tDLIE b; NEW% LINE - SFE IRRiGADON NOTE 16 SEE cL IT:V-1%6 ?IAN i • 5t 1f5'U I F s; WC Si FEZE - 6' SUE' NI Mc OT IFRwiSE INDICATED Nell SFiOnN ! a :4 .(;' S TYPE E 7 CONTROL WIRE RED S)GN-CL.. %NEE - COMMON. YELLOW O = SPARE. USE Ri7BZRD : "i -S W-?RS 4' POP-t PS Ft* TIRE AREAS. AND gADEnD get 6' POP-LYS Lv SHRUB ANDC..ttx NDCA%ER CMM SLEEVING LEGEND MAOL I)FSCRii71ON tra i SCHEm1.E Ir: PVC SLEET - ( SIZE 1,11.ESS OTHERWISE I`7JI['ATI:]) • I a • Agt- 4)-1 • ! I I" IX center squz re Point Of COnnection to 1.Y" irngal�p�i)educt Meter. Place all equipment in pyifl bed - see note S / \ My • -- - 7.V: %; 'ir17 7/7;* ..77.7 - ,,.� -�?,�' 1:wYtao-e01 ` ra iivecA'•-.. atTie, Ie tQT1 a • T R� N'te�FlT75'1 n SOUTHCENTER PARCEL VALVE LEGEND >• 7. .'-i I lii" 46 30 2 1• 12' 33 30 i 3 Ili." 49 30 1 1 I 4 I" IS 30 I i r S Iii' 56 30 1 6 Iy4' 3-' � 30 t 1 = di" 55 30 I I F lit' 33 30 I 1 9 1K- 34 >; 1 1 I it, 1iS- 35 36 11 Ii " 4% 30 • 12 Ili' 33 36 1 I flVALVEfl 7 3 I G I 13 ly2" 33 30 1 I I4 IX" 33 "' I 15 I" 20 30 1 1 16 l ' 44 30 1 17 1K 33 313 I 1S i" 26 30 I 19 I' 29 30 1 t a0 I" 27 30 r 21 1' 23 30 f 1" ! * 1 r 23 lJ •" 49 30 24 1" 2; 30 1 IRRIGATION SLEEVE NOTES: 7E > as. ✓ 5✓ I v c { 25 131" 31 30 1 26 I- 25 30 i . 21 Iii" 63 30 II%" 64 30 29 I S. 6'30 II° 05- 55 30 11 1 31 }� 49 I 30. I 32 }3i- u 30 33 I;% 55 30 j35 - - 30 = ;I >a - 10 ' 1 1 _ All skews s shall be 6' Schedule 40 PVC_ 2. Ali sleeves shall haw a mink 1nn1 of l 8' ono-. 3. Exact location of all exsst ng utilities and structures, irrigation Braes, and other underground talkies. ins. whether or net indicated in the Cord ran Documents. shall be determined by the Cearactur. Codact work so as as prevent interaction ofsenice or damage. Contractor shall be responsible for repair of any utilities and related paving surfacing. or platting damaged in the coarse of wort • tall sleeves prior to installation of irrigation menu Contractor shall take special care lit coordinating required work of various taxes. Skew all roads, walks, trails, ad other lard surfaoee and strncawes. S_ Trenches fir skews shall be monied to depth and width sdficierlt to permit props handiest and instaibtion of pipe. Trenches shall be straigl• and without abrupt pale datigtes. Trani bottoms shall be Oat. • Backfill it denied trendies (i.e., marks all llxdscapes) shall be mechanically compacted s two (2) lifts to a tbydaesityequal to 95% of adjaand ondbtnrbed soil. Backfill will oatfarm to *anent grates without dips, staakes areas. humps. or oilier surface ii gahrit es. • • • in order to complete work as shown iia the Construction Documents. Proceeding with work signifies acceptance of existing conditions. 2. Construction Documents (drawings and Specifications) are the primary guides to design intent. 3_ Landscape Plans, Details, and Specifications -nclude information related to site preparation, planting & soil placement, and landscapeirrigation_ 4_ All specifications and standards apply to both the Kohl's parcel and Soathoatier Square parcel. 5. See Architectural drawings related to code compliance requirements and building design. 6_ See Civil drawings for grading, drainage, utilities, and location of hardscape elements. Vaify congruency of Landscape, Architectural, and Civil Drawings and notify consultants in the event of conflict for final resol C information as related to . IRRIGATION NOTES: 1. These plans shall be approved by Kohl's prior to order: installation. 2_ Provide wires at ends of mainline as indicated on plan. Label all wires as they pass through each vault. 3. Stake all valve box locations for approval. Plan is diagrammatic. 4. Set valve boxes square to adjacent builfing. curb, or paving. 5. All pipe shown fader paving adjacent mad parallel to planted areas is intended to be placed in that area what possible. All pipe shall be installed in planters or sleeved. No tees or ells shall be installed under paved areas. All material to be installed oa owners property. 6. All irrigation Crider bai:dings. roads, walks. parking =ens or other paved surfaces shall be sleeved Sleeving may be included for future work. Minimum sleeve size 6" diameter. 7. Make any and all required adjustments to the inigtion plan to assure complete and adequate coverage with minimum oven cry No water shall drain onto or aeons walks, curbs, or paved areas. Adjust beads to minimize spray outside of planters_ Absolutely no water shall spray or drain onto, or acroz sidewalks. sails or steps. Program controllers for multiple starts to prevent rue-off- R. See project specifications for further infant:lion 9. Lateral line shall have 18' (Wawa. and main lines' r- 30' maximum cow. r. 10. Refer to plaiting plan for exact bye laden is that all new plantings remit adequate water. 11. Irrigation Contractor to test static pressure. and submit written repot* to Owner prior to beginning work Pseessare is anticipated to be 150 PSI, per City of Tukwila Water Depatinent 12. Select arc and rams best sassed to each location. Use variable arc conks only where standard soaks will not do. i3. install rain sensor'lhaatetr 3fani ClickClide on inside of roof parapet wall. See Kohl's mechanical wending plans for to determine best pastille location 14. Contractor shall midget the bndscape & itrigca throughout coastrectioa madly to store grand opening date. Rya party Welts or laadlonfj w male rnainteiance berg on the grand opening date ridge storms Any pinch fist items making finorn the final (Ibsen -axial mart be conecsed prior to the grand opening of doe store. 15. irrigation naiirsananae shall include, at a minimum, weekly irrigation controlkr 16. Southcader Swore mainlatwe is looped If loop carrot be achieved, use 3' abed* 40lardint. 17. Zone 30 not included in °antra l • GENERAL NOTES: i NORTH STREET KOHL'S PARCEL BOUNDARY (OHL'S IRRIGATION CONTROLLER Vaal Mount in approved 1 enclosure as directed. trovide I20VAC Power. • i( INNINENNEmoggioNNOINAINNIgagNINNI I lI 1 J I Kohl's Point of Connection To 1» Irrigation Deduct Meter Kohl's Point of Connection To 1-Ye irrigation Deduct Meter Master Valve assembly as detailed Run 4 spare wires from controller to this point. Loop thiough each intermediate valve box. Section Sheet L 2.1 MATCHLINE : (SE Section Sheet L-2.2) 1. Verify that existing conditions are correct prior to initiating work. Notify the project superintendent of conditions that require modificati it.; Q %R `ODE Co - •eri-i. t - I T-,k • • : utya ^_ i _- // tff ��" r do 4 .p • 4/ / f�3%//7/%/%oj�� -L . tillaliklalli I :. i- :11111Mi II- - SE ,_ _4. SITE REFERENCE SHEET INDEX L-1.0 - SITE PLAN L-2.0 - LANDSCAPE PLAN: NW SECTION L-2.1 - LANDSCAPE PLAN: NE SECTION L-2.2 - LANDSCAPE PLAN: SE SECTION L-2.3 - LANDSCAPE PLAN: SW SECTION L-3.0 - IRRIGATION PLAN: NW SECTION L-3. I - IRRIGATION PLAN: NE SECTION L-3.2 - IRRIGATION PLAN: SE SECTION L-3.3 - IRRIGATION PLAN: SW SECTION L-4.0 - LANDSCAPE DETAILS L-4.1 - IRRIGATION DETAILS 1 CONSTRUCTION DOCUMENT FOR SOUTHCENTER SQUARE TUKWILA, WA KEY PAN REVISIONS BUMP; PERIEStn$1Tfx: ttYtul�6 'NOT FOR CONSTRUCTION D INTEGRATED SITE DESIGN Ammo: o: eat ar rra,er l Ina 2w a+ese as Seattle. lreehMegtee SOUS (201030a-90411 fax 312-84e0 mi-S-rem REGISTRATION si.r_n s await ItrEiTai61 LA`4 CAfl ILACIKTIRCT aaTIVlw ao.e1arx w artNe• FRE1HE1T & HO ARCHITECTS, INC_, P.S. 91911 ror.3ose s.RE3tt ADMliv�l • P. 272103 Eastat.ras ORMA to et CATE PROJECT 93_ ORMIAG UNE ISD RHGR. SM 10-9-2006 803.446 10-9-2006 Irrigation Plan: NE Section L-3.1 g fi ion Skeet 1-2.0) ion Sheet L-2.3) M t'A • 0/3 0 U z -] �u rn z U 2 :X cn z �! ATCIILINI: (Nl• Section Sheet 1: 2.1 Section Sheet L-2.2 • MR IRRIGATION PLAN: SOUTHEAST SECTION Scale: 1" = 20'-0" IRRIGATION EQUIPMENT LEGEND -CL-L •C �. SOUTHCENTER SQUARE PARCEL O 10 20 A' SYMBOL DESCRIP ITON PSI RADIUS t j • RAISBIRD 1806-S.3_M-PRS5Q-BcrSCSr-BNOZZLE. 36 10' O 0 o i RAINBIRD r A00-STM-PRS 5 SERIFS NOT2LE V _AA 5 o o c g 9 0 lrAi-%BIRD 18119.S.5_M-Pits 8' SERIES NO2"l1E 6 6 o 4 4/ A RAINBiRD 1900-SA.Nt-PRS 175=R1FSNOME 30 10' 6 0 "' 9 e LU B1RD 1800-SAM-FRS 1r SERIES NOME 39 1r s , i • RALNDIRD 1803-SA5t-PRS I5 RivsNon).E ;0 is I'SE RAI.SB RD ?CS SCRELNS TO CONTROL OVERSPRAY ® 1-1'2 UtRIGAT1ON DEDUCT WATER METER - 2 TOTAL i ma DOUBLE CHECK VALE ASSEMBLY ANT/ MASTER VALVE. - Li 3 ? TOTAL 0 AUTOMATIC CONTROL AL%a IRRiTROI.70OSc'a'ttIS`SUE. PER VALVE KEY REFER TO DETAIL sa A ix.:CK COLPLc'R SALT - RAtNB.'RD 33LRC PER DETAIL as OK CONTROL L R-KOHL'S- IRRITRCILS3LIRT DIAL MODEL SDI .Z 0 EXT. WALLUOLNT 12 S'TATI( 135 CMTROI I £R - SetialiCTxTFR SQL -ARE - RAi%B1RD MOOft. MP -YAW I NOT S,ssrii\ HINTER RAIN ' LIK RADi SE\2 OR ONE FOR EACH CONTROLLER. SPX.?s..%T R ARCHITECTS DIRECTION ' • 1 T C ATE : 4LST t1SO(ATHON V- LLSTt L STANTfARDCASSON YALLT SMEAR TO CONTROL VALVE c DET Ali. SCit-FUTF�;nTiATFR-u-tin -mix Ash 6TED -- 1 T Sal* L 1E .: v;-1WW UNE - SEE IRRiGl1iON NOTE 16 ME _V.F..F.INGPLAN. 5( iY-T F 4,-, fit- SI FF V.Y. -6' SL'.F INLISSOTHERWISF INDICATED f NOT SHOWN ' _ :4 A96S TI ff i i CONTROL W1.2:- RID - SIGNAL. .tuft --COMMON. YFl LOW - SPARE L Riles RD Ili-SW-FRSPOP-I PS Erik RRF AREAS, ANDR.4.I.SiRD 1$)6F ?OP-L?SE i MOLD AlbGRfINI) i' VR AREAS SLEEVING LEGEND SYMBOL DESCRITI1O SCHEMA E10PVC S%.EEvT-6-SUM L T.ESSOTHERWISE INDICATED I • . • Veb. Egress SOUTHCENTER PARCEL VALVE LEGEND 2 ! 7�• 44 :o iY- 3? 1�- 49 a 1" :8 5 I;c- 56 6 l7- 1;:- 55 3G 341 3e 3$3 3C• a I%'l" 33 36 9 u - SS I1 IS - 1- 12 33 30 34 e 1 1 G i3 1y_-- 33 3► ±s 115 S3 30 1' 2) 30 I6 11" 4S 30 i7 is lK' 35 30 129 0 iI 22 23 I' 1' I- 1` 1- IK- Z3 27 23 S 49 30 24 I' 24 30 IRRIGATION SLEEVE NOTES: I > > M N a 5 O a ..- 25 154- 31 30 26 1' 3t 30 ri i 2- 63 30 i 28 1i!+" 61 30 129 1K_' 67 30 30 lei' ':- 30 31 1Y- 19 30 32 1 • 4s 30 33 IS' SS 30 34 - L 30 I 35 - . 30 1. All sleeves shall be 6' Schedaiie 40 PVC_ 2. Ail sleeves shall have a Minimum of 1>f' catty 3_ Exact location of all existut nrilities and strictures_ wrgstian lanes. and other tsidergnsi d >riImdes, wfialaes or not indicated in the Cos race Documents. shall be determined by the Contractor. Carbines work_ so as to prevent iatennption of service or damage. Contractor shall be responslbk for repair of any amities and related paving- surfacing, or planting damaged in the coarse of oak. 4. hasten sleeves prior to installation of irrigation system_ Contractor shall take spacial core at coordinating icjuned work Ovarian tracks. Skase all roads. walks, walls, and other hard =face and structures, 5. Trenches fa skews than be excavated to depth and width sufficient to permit proper handing aid installation of pie. Trenches shall be straight and without attempt graie changes. Trench bosons shall be flat. 6. Ba kfill w sleetinag trenches (ie, ender all harricapes) shall be naechaticany corrspacied in two (2) lifts to a dry density equal to 95% of adjaceat undisturbed sod. Backfill will conform to adjacent grades without dips. saukea areas. h.aps. ar otbar surface iiregula itie, • from the each MINKLER BOULEVARD KOHL'S PARCEL VALVE LEGEND *See Irrigation Note 17 i -.t C: x V FA C. I if°' 42 30 2 li" 37 , 30 3 sir, 52 30 1 t- 16 30 ' s lw- 48 ` 30 6 tic- 56 30 r 7 1: s8 30 $ the 31 30 I 9 ink 16 ff 30 l to - - - II - • - 12 - - - HARDSCAPEiLANDSCAPE LEGEND 1) PAVING CONCRETE ME DECORATIVE PAVING DECORATIVE PAVING 2) PLANTING • SHRUBSITREES GROUNDCOVER SEASONAL COLOR LAWN - _ GENERAL NOTES: 1. Verify that existing conditions are correct prior to initiating work. Notify the project superintendent of conditions that require modified CODE p� i;�t Lr Ii I I NE Section Sheet L-2.I t II II !I Run 8 spare wires from controller to this point from the north. Loop through each intermediate valve box. IEml I L F- Platt Mainline in ptan4bed on Owner's PmPFsty, see note S_ r / A. T2 / !/� )>� • -'- In order to complete work as shown in the Construction Documents. Proceeding with work signifies acceptance of existing conditions_ w 2. Construction Domeuts (drawings and Specifications) are the primary guides to design intent 3_ landscape Plans, Details, and Specifications include information related to site preparation, planting & soil placement, and landscapeirrigation. 4_ All specifications and standards apply to both the Kohl's parcel and Southeaster Square parcel. 5_ See Ardutectural drawings related to code compliance requirements and building design. 6. See Civil drawings for grading, drainage, utilities, and location of handscape elements. Verify congruency of information as related to Landscape, Architectural, and Civil Drawings and notify consultants in the event of conflict for final resolution. IRRIGATION NOTES: I. These plans shall be approved by Kohl's prior to orders mstailation. 2. Provide wires at ands of mainline as indicated on plan_ Label all wires as they pass through each vault me 3. Stake all valve box locations for approval. Plan is in_ 4. Set valve boxes square to adjacent building, curb, or paving. S. All pipe shown under paving adjacent and parallel to planted areas is intended to be placed inthat area where possible_ All pipe shall be installed in planters or sleeved No tees or ells shall be installed wader paved areas. Ali material to be installed on owners property. 6_ Ail irrigation under braidings, roads_ Wallas, parking as or other paved surfaces shall be sleeved. S1ee ing may be included for furore work_ Minve imum skisize 6- diameter_ 7_ Make any avid all required adjustments to the irrigation plan to assure complete and adequate coverage with minimumaxon; ovaspray_ No water shall drain onto or xoss walks, curbs, or paved areas. Adjust heads to minimize spray ors'side of plants s. Absolutely no water shall spray or drain onto, or across sidewalks, stairs or steps._ Plegram oontrolkn for multiple starts to pewee ran -of( 8_ See project specificatiorn for further information_ 9_ Lateral line shall haw18" of cover, and mainan le24'. 30' max cove_ 10_ Refer to planting pea for exact level loan is that all new plantings renew adequate water. 11. irrigation Contractor to test static pressure. and submit minas repot to Owner prior to beginning work_ Pi snare is anticipated to be 150 PSI, per City of Tukwila Water 12. Select arc and rations best seised so each tocsin. Use variable arc monies only moni where standard es wall not door 13. WW1 rain sensor 'Hunter Wiwi Click' on inside of rroof parapet wait See Kohrs mechanical cons.kait plans for to dktaan ae best pos location. se 14_ Contractor shall donators die Landscape & irrigation ttraug)iriat eonstmcriea and ep to store grand opening date. Responahake* le party (Kohn hard)will assone unintenance b diegrand on opdaig date of sae store~ Any pinch list news resulting from the final observation must be amused prior so die grand opening of ghee slim1 S. krirgation lasialcome shall include, at a adni nwa, weekly irrigation controller i6. re Squamainline is looped If loop canoe be achieved, use 3" schedule 40 mainline. 17 lone 30 not included in contact • SITE REFERENCE SHEET INDEX ..np FOR l-r_?•"Ti •rr�� .ram-,Ttgcs ?,,! rzi 1.7 f! l F7 ;7 i it L-1.0 - SITE PLAN L-2.0 - LANDSCAPE PLAN: NW SECTION L-2.1 - LANDSCAPE PLAN: NE SECTION L-2.2 - LANDSCAPE PLAN: SE SECTION L-2.3 - LANDSCAPE PLAN: SW SECTION L-3.0 - IRRIGATION PLAN: NW SECTION L-3.1 - IRRIGATION PLAN: NE SECTION L-3.2 - IRRIGATION PLAN: SE SECTION L-3.3 - IRRIGATION PLAN: SW SECTION L-4.0 - LANDSCAPE DETAILS L-4.1 - IRRIGATION DETAILS CONSTRUCTION DOCUMENT FOR SOUTHCENTER SQUARE TUKWILA, WA KEY PLAN REVISIONS BURBLY.; PERM1 SI1 Al IIL: I tr 'NOT FOR CONSTRUCTION INTEGRATED :1. F. DESICN 32743 a,eazat venal Toddweas earls (aospes-sOG FAX xs-e.ea wwi-S-nm REGISTRATION asata•:e *av+c+►ie aria LA ucmirs FREIHEIT & 1 f I I • HO ARCHITECTS, INC., P-S- -amo'>trawzcan swine arise, m•eau MINI Fr. DATE cTso owRT tie DOM*vim ISD RHGR.SM 10-9-2006 x.3•+6 1O-9-2006 Irrigation Plan: SE Section I I L-3.2 1 i IL SW. 1fAT(I(LINf (NW Secti.ia Sic i [: 2.0).• MATCHLINIi (SW Section Shed [: 2.3) ' n 11 :i r. I. Ii 11 :I 1I 11 I IRRIGATION PLAN: SOUTHWEST SECTION f Scale: 1" = 20'-0" IRRIGATION EQUIPMENT LEGEND Pic • .vs• / is. • QF • • -s 1 Mk All PARKING A ' A A 10 20 r SYMBOL DESCRIPTION PS3. RADIUS I 1 • RAM -BIRD 1906-S M-PRS 5Q-13 or SCST-B NOZZLE • 10' a o o RARBIRD 1102-SAM-PRS S SER1is NOZZLE 30 r ! 6 o r, q 9 0 RAM -BIRD 1890-S_3M-PRS S SERIES NOZZLE 313 Ir 1 b 16116,400 RAINBIRD 1803-SAM-PRS 1•7 SERIES NOT_I..E 30 U, i e s► o q 9 6 RAIN -WAD 110)-SAV_-PRS 12' SERIES NOZZLE 30 t2. a` 1 J• R.AINHIRn 1 ar»aSAM-PRS 15' SUMS NomE 30 15' ' USE RAIN3r'ZD PC S SCREENS TO CONTROL O%TRSPR II i © 1-12" i4RIG.;TiON DEDUCT WATER METER - 2 TOTAL ® DOUBLE CH M V AIXE ASSEMBLY AND MASTER VALVE - LA 3 2 TOTAL O ♦t AUTOMATIC CONTROL. vm..W. IRRITROi. 700 SERIFS. SUM PFR Y %I NE KEY RF}FR TO (*TAM o QL'H K (1017LFR VALVE - RAIINBRD 331.RC PER DETAIL 1u i g3` COS i ROtLER-LOHLS - ILkIIKOL SMART DIAL MODEL SD130 -EX[. WALL MOIST /2 STATION ff3S CONTROLi FR - SOl7irCitTk7t yQ!,'.iRF. - RAiNBiRD MOOR. FSP _'<4'1rC NO: SHOWN in - ER BALM (IBC RAIN SENSOR (ONE FOR EACH CONTROLLER; . c i ' i PER ARCHITECTS DIRECTION ; • 2-1-7 GATE VALVE riSOL-s TIONVALVE) Di STANDARDCARSON VAULT Sr-M.AR TO CONTROL VALVE DETAIL i Sf1IMZE 20 PVC LATERAL Pr?E - SUE AS iNDICA T ED , - _.- - 2-1 2' SC FDL I E *3 MAIN 11Nl FJF - S1R1UGAT10N 'NOTE :6 Sr CI 14 VING ?V AN SC ODD( I ":10 PVC SI FFVi: - 6' SI7.F. 4N:FSS OTHER%K;F. isD$CATFD '(7 S<IOwN I - : 4 AVIS :t7F 1. E. CONTROL WIRE RFD - SM�NAL WHITE - CO34MON. YELLOW - SPARE I ::• 0 ill. fn,G.Leau.3Vea'One.r pc, Mlle Tap: SOT rue S1019a11A19r11W14.COriJ OCr`Um" :t SLEEVING LEGEND SYMBOL DESCRIPTION SCHEME 40 fix' SLEEVE - af! SiZE LYLESS OTHERWISE INIXCATED i v7,0 Y' .-- ~- , ram - n _ /T-a �` • -•- ..,-, SOUTHCENTER PARCEL VALVE LEGEND v .ti Oen sc u� i C- c 46 30 1 33 3 14" I 49 4 I' I is 6 52 t( ins a 9 t; it 114I 33 1 lift" ins 14- r• 1: 1i;• 133 30 30 I 30 30 30 30 30 30 30 1 > G c VI . 13 F ;iti' 33 30 , 14 134' 53 30 15 I' 20 1 3o • 16 11t- all 30 F _ 1 IT l' 35 30 fIS I' 2s 30 19 I. 29 30 1 a I. 27 30 1P. 21 I. 23 30 i 22 I" s 30 23 lit' N 30 24 [' 24 30 IRRIGATION SLEEVE NOTES: > > = 67 NI0 i 2' : 15 1W1 31 30 f26 1" 28 30 I n aW 63 . 30 28 15i' 6t 130 I' 29 [is" 6? 30 30 ji4' S5 30 31 OS,' 49 30 I 32 1)1' 44 30 33 di" 55 30 I3$ - - 30 1 - - 30 I35 1Q - - 30 1. An skews shall be 6 Scfi ale 40 PVC_ 2. AR sleeves shall have a mil snusm of l8' corer. 3_ Exact location of ail existing utilities and structures, irrigation lines. and other underground uol:ties. whether or not indicated in the Contract Doriwna , shall be determined by die Contractor. Connect WO*- so as to present interruption of senice or damage. Contractor shall be mponebte for repair of any utilities and edased paving. surfacing, or planting dialoged in the course of work.. 4. Install sleeves prior to installation of irrigation MOM- Contractor shall take special case in sr:F� required wlxk of various trades. Sleeve all roads, walks, walls, and other bard 5. Troches for skews shall be excavated to depth and width seffhciart to permit proper hand* and installation of pipe. Trenches shall be straight and without abrupt grade cleans. Trench booms shall be fiat. 6_ Backfill in steering triacees (Le, under all hasdsc pes) shall be medrouically convened in two (2) lifts too dry density equal to 95% of aliment undisturbed soil. Backfill will conform to aflame grades witiaoat dips, mikes arenas, humps, or other surface irregularities. • i {�._ �-^" ^`^S .-�J. a~t .•'� • <,!y 1:• ' -a4:a4 e MINKLER BOULEVARD KOHL'S PARCEL VALVE LEGEND :Sere Irrigation Note 17 I3 1 6 j > r4 ti v G a a. - I i :S1- 42 30 1 2 135- 37 30 1 3 ISS' 52 30 1 4 1' 16 30 I 5 !ye 48 30 I 6 !35' 56 30 1 I T J: 43 30 1 1 IT IA' 31 30 3 9 :i5• 46 30 110 1 II - I 112 - - - HARDSCAPE/LANDSCAPE LEGEND 1) PAVING 2) PLANTING CONCRETE DECORATIVE PAVING DECORATIVE PAVING SHRUBS/I'REES GROUNDCOVER SEASONAL COLOR LAWN • GENERAL NOTES: } r /. I • MATCHLiNR (NW Section Sheet L-2.0) - _r •_ via. ; r tier -• ‘ F _ 4 • ^ e. _ • riot J �jj/ %7-'> .`liar���� J:/32'! J1 tea!+ !' a s a -• � 1. Verify that existing conditions are correct prior to initiating work. Notify the project superintendent of conditions that require modification in order to complete work as shown in the Construction Documents. Proceeding with work signifies acceptance of existing conditions. 2. Construction Documents (drawings and Specifications) are the primary guides to design intent. 3_ Landscape Plans, Details, and Specifications include information related to site preparation, planting & soil placement, and lanchcapeirrigation. 4. All specifications and standards apply to both the Kohl's parcel and Southcenter Square parcel. 5. See Architectural drawings related to code compliance requirements and building design. 6_ See Civil drawings for grading, drainage` utilities, and location of hardscape elements. Verify Landscape, Architectural, and Civil Drawings and notify consultants in the event of conflict congruency ti information as related to IRRIGATION NOTES: 1. These plans shall be approved by Kohl's prior to orderiinstal[atien. 2. Provide wires at ends of mainline as indicated on plan Label all wires as they pass through each saute. 3_ Stake all tale box locations for approval Plan is d;aglanunatic. 4. Set valve boxes square to adjacent building. curb, or paving. 5. All pipe shown under paying adjacent and parallel to planted areas is intended to be placed in that ma where possible. All pipe shall be installed in planters or sleewd. No tees or ells shall be installed under paged areas. All material to be installed on OWIlerS property. 6. All irrigation wader buildings, roads, walks, parking areas or other paved surfaces shall be sleeved. Skewing may be included for figure wart Minimum sleeve size 6' 7. Make any aid all required its to the irrigation plan to azure complete and adequate coverage with minimum overspray_ No water shall drain onto or across walks, curbs, or paved areas. Adjust heads to minimize spray outside of planters. Absolutely no water shall spray or drain onto, or across sidewalks, stairs or steps. Program controllers for nwkiple sin to pawl* runoff. 8. See project specifications for further iaforrnat ai 9- Lateral line shall have 18' of cover, and main lines 24'. 30' r naxalimm cover. 10. Refer to planting plan for text layout Toes* is that all new plantings too iv adequate oxen` I I. Irrigation Contractor so test static presser,and submit written report to Gouda prior to begiNaing week_ Pru:sssre is anticipated to be 150 PSI. per City of Tukwia Water 12_ Select arc and gam best sailed to each location Use variable an, nozzles only where standard moazles will not do 13. bt•all rain Saner llanter Mani Click' on inside of roof parapet wall. See Kohl's mechanical consukant plans for so determine best possible location. It Contractor shall rya the laiadscape & irrigation throughout conssruction anti up to store grand opening data- Responsible party Weld's or hoard) will assume ma-* begiaoing on the grand *peeing date Odle mote_ Any punch list items rem** kern the foal obsess:ad= new be corrected prior to the grand opening of die store. 15. Irrigation eamnoe shall include, at a minimum, weekly irrigation controller 16� Soutocaner Square ioaiaiinee is looped. if loop carnet be achieved,rase 3'sciedale 40 inaioisic 17. Zone 30 cot included in contract SITE REFERENCE SHEET INDEX 0 a 0 C0 0 L CO Z. CONSTRUCTION DOCUMENT FOR SOUTHCENTER SQUARE TUKWILA, WA KEY PAN REVISIONS B *DCtGPBu rSUBIKI M.:1tt10106 i NOT FOR CONSTRUCTION I S D, i • ' INTEGRATED Sri: . &�SICS tci �jlnt.. =''-Sin tE OM:O `aoYr a hank aldor� L-1.0 - SITE PLAN L-2.0 - LANDSCAPE PLAN: NW SECTION L-2.1 - LANDSCAPE PLAN: NE SECTION L-2.2 - LANDSCAPE PLAN: SE SECTION L-2.3 - LANDSCAPE PLAN: SW SECTION L-3.0 - IRRIGATION PLAN: NW SECTION L-3.1- IRRIGATION PLAN: NE SECTION L-3.2 - IRRIGATION PLAN: SE SECTION L-3.3 - IRRIGATION PLAN: SW SECTION L-4.0 - LANDSCAPE DETAILS L-4. I - IRRIGATION DETAILS le Lisp aura a+ea.. >s o..ac% SWIM t for *o• /At sex-ereo ...1a-noon REGISTRATION , varsity.; iAG6r!>QY LA CA1 • a0v0NDIC.ren8 csa w i.s •- I FREIHEIT & HO ARCHITECTS, INC., P.S. I iIyee slats PAIS130240 marksman MANN IDUE 1p il° IP[dlT Qi'E ORAPIhGVNE- • • • • LSD RRGR SM l0-9-2006003446 10-9-2006 Irrigation Rao SW Section t L-3.3 I 1 • 4 I IT. OF SCAFFOLD- BRANCHES 2 x lOP OF STAKE 23'Y" CONC. CURB STREET 12" SOIL BLEND Compacted bkind of topsoil and existing soil a 5' dim for street/park tn1 STREET TREE PLANTING HVIIE N▪ MI BACKF l.1. arify plant pit and kfnll with topsoil Scale: NTS ROOTBALL Remove container or bud* prior to planting. Plant a p of netball Hush to finish grade and cover with 2' Depth of mule BRACE CABLE STAY Continuous from anchor to anchor mu root balm Installed with wmbuctle at center. CABLE ANCHOR Eye bok anchor embedded in concrete planter with epoxy. Ip TREE IN PLANTER )N) Scale: NTS 7i 1'. h?. AMMIEMINIMIIM MI "Y" TREE SCAFI:OI.D BRANCI1 HEIGHT ABOVE (TRADE S' MINIMUM = DIAMETER OF ROOTBAI.I. DECIDUOUS TREE TREE STAKING (2) P.t. nont. 2' diameter stakes embeilvd 3' in existing soil with P3 "Charnlock" tie tics attached to stakes. ROOTBALL ;enxne container or burlap prior to planting. Plant top of root ball flush to finish grade and cover with " depth of mukh. ROOT BARRIER Cont. at perimeter of cutb and sidewalk at 24" depth. Root banner shall be a ribbed polypropylene'RF-3650" Manf tby Shawtown_ V O or 6" CURB MIN. 3t6" 1L Cast in place concrete DECIDUOUS TREE (Specimen) AIR TUBE 4' Diameter perforated pee pipe with rater wrap capon top and extended to drainage at bottom of philter. PLANTER sat top . eeeoeete PLANTER SOIL Compacted Continuous outer row at "x" feet on center. Y "x" feet setback from edge of planting bed with triangular spacing inside bed. typ. Edge of planting bed or pavement X =recommended spacing ig e e e %escape detail on f� j��/��� 1 drawing i� a =Actual plant locations ( '\ GROUNDCOVER SPACING DIAGRAM l Scale: NTS O WAI.L. PIER OR 1RELUS VINE Install r de,eb nsakla lightly compact aai level prior :o pianxiag. Pinit fish to finish trade with no foliate covered by cnakh and with moduli co.aca with :....'kb._ STAKI G Stake attached to wet or tsars for tendril type vacs SOII. BACKER" A'; VINE PLANTING .._1 17 Sole: i` TS NOTE: 1 irornaEthan dcpds Arictded topsoil Tat game pla arg! or lets oath, t soil ipimaers► Plant quantities based on actual areas and specified spacing take precedence over quantities indicated in the plant list • • to • { .Q.t a gr andzceta 10 Arbutus u:.cdo t3s 35 Bouts semlerenyr_c BerberiR tEu^. erg.. 61 Berbniia than/wag-is 'Crimson Py wwc' Cr 26 Cea ec h:a Wiz Pheips- 36 Conn Ftapt rea 1� Census aZa Ea 56 Exortynos alata 131' 5t E"callntalanglrjersie'Mica Omani' Dona:d Ecc:Barra Ha 104 Hydrangea serreea'Preaiota' La 45 Leue et)x a sadism NdG !r/ Nandau donne iza' a!ffa east' • tea \ardusa bmahcstwt'1'.artiu Dwarf (it 12 tam s?Hticcdeter aci Ofse• S Cemant7-.ac lhetercphz Box if'roebtti i MT►xat+cnh Masi Pies'sap nhca •>9 Prowpurrm tebsra Wheeler, dwarf 64 Aisapiuoi"rn indi a'Pay Breese' rS inn owes rscab6a 132!Sr a wewa 4 Winnows dss7da OnumeablGrate He 16 Ifrshier,3wnseripe s werzi :be ii ‘tecarwkiz4 s4nerms Mc 12 t4st.= caersira Vises Cure 1i Oman =mum motets- n 254 Panthecociesies ter aepiaara ws 4 wisrleriasinetra STAKE TREE '6 1 a • IIT. OF SCAFFOLD: BRAN(I II S I. a 14 • TOP OF STAKE 'V4 ICONC.CURB i STREET H $ 12' is SOIE. BLEND Compacted blend of topsoil and existing soil "Y" = TREE SCAFFOLD BRANCH IIEIGIIi ABOVE GRADE 5' MINIMUM = DIAMETER OF ROOTBALL DECIDUOUS TREE TREE STAKING (2) P.t. nom. 2' diameter stakes embedded 3' in existing soil with #3 "Chainlock' tree ties attached to stakes. GRATE ROOTBALL Remove container or burlap prior to planting. Plant top of root ball flush to finish grade and cover with 2" depth of mulch. ROOT BARRIER Con. at perimeter ofcurb and sidewalk at 24" depth. Root barrier shall be a ribbed polypropyler "RR-36S0" Manf. • f by Shawtown. BACKFILL efy plant pit and fdl with topsoil II II�III�H III SOIL I Existing sti 1 aim 2 I 4' STREET TREE PLANTING WITH GRATE Scale: NTS 6' O.S.Edgc tree weft ROOT BALL OF TREE At center of planter ANCHOR e G e e a • a I l a TREE IN PLANTER - Plan Scale: NTS e c L 4 a O O Eye bolt embedded in concrete planter AIR TUBE 4 C (4) Each tree typ. CABLE STAY With eye bolt anchor and ttrttbuckle tensioner at center typ. BRACE `Tree plastic wood root brace PLANTER Cast to place COMMIE CURB Cast in place concrete STAKE TREE WELL 4' X 6' typ. with metal grate TREE 11fl. OF TREE 1/3'Y" IIT. OF STAK "Y" 2/3'Y" TOP OF ROOT B "X" 2 x'X" 12' MIN SOIL #xn'i' 'x" n MOM Existing recontpacted 2"X" EVERGREEN TREE PLANTING 3 Scale: NTS MIAEMMi .X. 1.5x"X' 6" MEN. I 4' MEN. (7)SHRIM PLANTING Scale: NTS PLANT LIST: SOUTHCENTER SQUARE PARCEL Mot including Kohl's parcel and ROW) Code Qty_ Scientific Name DecidnousTree Agr AP ArB BP ci Ck Cl Gb rcR ant 28 Acer ginnala 3 Aces griseum 13 Aterpahnatuah 26 Acer rubrum'llo ehalr 24 Brtula Papvrikra 7 Cercidiphylhan japonicttm Cornus lacuna 8 Csataegusxlavallei 2 Girdgobiloba'Fastigiata. 10 Pyr scallervana'Rcdspire 4 Stew art is monadetpha Ev eagretnTree Cd 50 Caloaedrusdem arms Mg 6 Magnolia grandifora M E !2 Magnekagrondiftora'Edith Rogue Eve:gceen Hedge Bmj 32 Bu nas mucrophy lla japonica kIt 130 ilex crenata'lNIeri PIO 355 Prunus lau rocerasts "Otto Lunt Leif TbF 8 Tarn bazata'Farrgiata' ToE 4 Tb4a «cidtsttalzs'Emerald Garen' Shrub Ag Au BtR sec Cc Ca Gamma Geer 041 Cenmeamter damtmefl leasdhsi' 656 Crimedaw a rs me% Fvarsia Muter 1.033 Rub=:aiyeoosdes Zit Sareokuccahunimanshandhs 64 Throw runny Common Name Size Amur Maple Paperbark Maple Japanese maple Bow lull Red Maple Paper Birch Katsura Tree Koasa Dogwood tayalle Hawthorn Maidenhair Tree Redspire Pear Tali Stewartia InceraeCedar Southern magnolia Southern magnolia Japanese boxwood lapanote Holly Otto Luyle n Laurel Irish Yew American arborvitae Spacing 2'-Cal, 8-10' at planting 16' after S yrs. As shown 2'-Cal, 8-10' at planting 13' after 5 yrs. As shown 2'-Cal, 8-10' at planting 13' after 5 yrs. As shown 2-1/2'-Cal,12-14' at planting 22' after Syrs. As shown 2'-Cal, r2' at planting 18' after 5 yrs_ As shown 2'-Cal, 10-12' at planting, 20' after 5 yrs. As shown 2 "-Cal, 12' at planting 15' after 5 yrs. As show n 2'-Cal,V at planting 10' after 5 yrs. As shown 2' -Cab 8-10' at planting 13' after 5 years As shown 21/2--Cal 1r at planting 22' after 5 yrs. As shown 2'-Cal, 1T at planting 15' after 5 yrs. As shown 6' at planting, 17 after 5 yrs. As shown Specimen 14-16' at planting. 20' after S yrs. As shown 2'-Cal, 10' at planting 16' after S yrs. As shown 2-Gal 2-Gal Abeha 5-Gal Strawberry Tree 5-Gal jararsese S.Nbc I) 5-Gal &spasm* Barberry 2-Gal Cesnothus 5-Gal Winged Esaanyo :a 2-Gal 5-Gal Coos Leuosthne 2-Gal Heavenly Booboo 5-Gal HearenTy Bamboo 2-Cal Heavenly Bamboo 5-Ga! Deist ay tea els-rt 5•Gal Holly-LeafOussanthns 5-Gal New braland dm 5-Gal It heelers thr ad tobira 2-Gal Irsdia Hawthorne 5-Gal Mad Velsamom 2-Cal Murtha Craws Jr:panne-mix= Vacs Ample moos (Asks Anemone Clematis &mow My Dewberry Coeoneueter Tramecialm Salad !Farms bevy Sue am Creeping Thyme 5-Gal 2-Gal 15-Gal I Gat 1 Gat I Gal I Gat 1 Gat I Gat Yoe cr o o o roc To c o Vase o Toe To Tor As shown o As shown oc tiro c Ifr we. Code Qty. Lawn Med Plant mixes SC 1,249 Mir 41 Mize Scienfifie Name Seasonal Color- te oedetermined 241 Seasonal Odor- to be determined 460 Seasonal Color- tobe determined -x' 2X "X" Common Name Size Hardy perennials 1-Gal Diet Red -twig Ebgarooc12-Gal Hardy perennials 1-Gal Bramble I -Gal Bramble Hardy perennials Heather Blue0at Grass Japanes salver grass Switch Cuss Bramble Feather Gros 1-Gal PLANT LIST: RIGHT OF WAY II Nil 4' MIN. u "Y" TREE Ill. ABV. GRADE "X" = DIAMETER OF ROO7iIALL CONIFEROUS TREE STAKE Nom. 3' in undisturbed soil with HS'Chainlock" tree tie attached to stake. ROOT DALI. Remove container or burlap prior to planting. Plant top of root ball flush h• finished grade and cover with 2" depth of mulch. NOTE All specimen trees to be secured with guy wires and and soil anchors BACKFILL Scarify plant pit and backfill with topsoil SOIL Existing STAKE TREE PLAN VIEW SHRUB ROOTBALI. Remove burlap and plant top of Football flush to finish grade. Cover with r depth mulch. BACKFILL Scarify plant pit and backfill with topsoil SOIL Compacted bkoded topsoil and existing soil SPachig o.c. Code Qty. Scheid& Name NORTH STREET ROW StreetTne EzeTreen fledge ToE Vt Shrub 300 Viburnum tiros taws 1774sf EAST STREET ROW Sheet Tree ArR 10 Ann r album "Red %suer Ground Cover MIKILERBOLTIVARD ROW Street Tete ArR 24 Ana suborns Red Sauer Mk I Megokisa betas lawn 4403st SOUTTICENTER PARKWAY ROW Skeet Tree lawn 195A4 • C.01.1111011 Name Size sparin Kobus Magnoha 2 --CIL 10' at plantar, 14' aaer 5 yrs. 'Us/sown American arborvitae 5-Gal Lauemzigius 5-Gal English &owed Japanese liv:atna Burberry Cetoneuter Bramble 2-Gal Gat Red Sanwa Red &brie 2 PT -Cal. 12' at planting. 27 sites S yrs. Sealable Red Sorra Rod '5444e desks Magnolia Red Oa r-CaL Wag Owning, TT after Syr!. 3' etc etc - IV or. IT exc. Mac- Asshoerra As shows HT. OF SCAFFOID BRANCHES 12" SOIL BLEND • TOP OF STAKE Compacted blend of topsoil and existing soil 2"X" COScale: NTS A DECIDUOUS TREE PLANTING • height above grade TREE STAKING (2) rt. nom. 2" diameter stakes embeddd 3' in existing soil with #3 "Chainlock• tree ties attached to stakes Remove container or burlap prior — to planting. Plant top of nootball flush to finish grade and cover with 2" depth of niukh. BACKFILL Scarify plant pit ifil and backfill with topsoil II is SOIL Existing IM STAKE TREE SPACING All grolndcover to be planted equal distance in triangle spacing pattern. So: plant list for plant spacing. GROUNDCOVER GROUNDCOVER PLANTING Scale: NTS PLANT LIST: KOHL'S PARCEL Install 2" depth mulch, lightly compact and level prior to planting. Plaat flush to finish grade with no foliage covened by mulch and with mocha covered with mulch. BACKFILL Thoroughly till topsoil into lop 13" of existing soil, compact and level prior to planting. SOIL Existing 1)0b Code Qty. Sciessfific Name Deciduous Tree Agr 15 Aces griceum Bp 26 Betula Papyrikra Eveagreen Tate Eveagreen Hedge Shrub Ag 16 Abeba grandtilmia • 12 Annaba japonica CP 26 Ceanothus 'Juba Phelps' Ea 0 bronyunn data La II Lessoothoe mamas Ipinea japonica Ornamental Gum Mc IS Molinia unwise trines Cm 16 Oman osontina 'Reams' Gnawed Cover Lawn 1833d That aims SC VI Suwon:Wolof- to bedetermiaed 30/ 303 Wass catycias.a. 351 Evaporation • sebum 351 Vilna Maim SHEET INDEX Common Name Paperbark Maple Japanese maple Pares Birch Katsina Tree Lava* Haw thorn Redspire Pear IncenseCedar Rah= Cypress Southern magnolia Yew Pine Otto Luyins Laurel Liunestinn Glossy Abeha Japanese Aucuba Boded Aura J.panese Barberry Japanese Barberry Ceanothus Rodzose Winged Dronyenus Japanese Pasha Coast Cenci:Idiot Heavenly Bamboo Incha Hawthorne JapaneseSpirea Size SPadn 2 --CaL8-10' at planting I 3' after 5 yrs. As shown 2 "-Cat 8-10' at planting 13' after 5 yrs. As shown 2 "-GUT at planting 18' after 5 yrs. As shown r-Cal, 10-12' at planting 20' after 5 yrs. As shown 2 "-Cat 8' at pianting 10' after 5 yrs. As shown V at planting 17 after 5 yrs. As shown W at planting 20' after 5 yts_ As shown r-CaL W at planting. 16' aRer 5 yrs. As shown -12' at planting IV after 5 yrs. As shown 5-Gal V eke. 5-Gal 5-Gal 2-Gal 2-Gal 2-Gal 5-Cal 2-Gal Purple Moor Gram. 3-Gal Anemone Onoatn Boston fay Epimedinna Bramble Sewed Bat Creeping Thyme Hardy perenniaU Bramble Epiranhom Epimedicas Perim bale 2-Gal 1 GA 1 Gal 1 Gat 1 Gat 1 GA 1 Call I Gal oc. o o As shown Hroc 16- or c oc Woe Woe NOTE All specimen bus to be secured with guy wires and soil anchors L-2.0 - LANDSCAPE PLAN: NW SECTION L-2.1 - LANDSCAPE PLAN: NE SECTION L-2.2 - LANDSCAPE PLAN: SE SECTION L-2.3 - LANDSCAPE PLAN: SW SECTION • L-3.0 - IRRIGATION PLAN: NW SECTION L-3.1 - IRRIGATION PLAN: NE SECTION L-3.2 - IRRIGATION PLAN: SE SECTION L-3.3 - IRRIGATION PLAN: SW SECTION L-4.0 - LANDSCAPE DETAILS L-4.1 - IRRIGATION DETAILS CONSTRUCTION DOCUMENT FOR SOUTHCENTER SQUARE TUKWILA, WA KEY PLAN REVISIONS NOT FOR CONSTRUCTION lintlwess • REGISTRATION w mammy' feerWMWD elar7Pir or! war CRAM 5v PAST ME: COMM NAVE ISD MGR. SM 10-9-2006 1461-145 Landscapz Details L-4.0 NOTES: I. DO NOT ALI OW VAULT TO REST ON PIPE. 2 AIL PIPE WITIiiN VAULT TO BE SCII 40 PVC SCII so PVC ST BUSHING SCII 40 LATERAL LINE IRRIGATION CONTROL VALVE SCII 80 PVC UNION, TYPICAL AUTOMATIC CONTROL. VALVE IRRITROL 700 SERIES PLASTIC VALV BRASS GATE VALVE, SAME SIZE AS CONTROL VALVE VAULT FI.USII W/ FINISH GRADE kk 1 11`_ CARSON STANDARD VALVE BOX =1 I I i 1" OR 1-11P VALVES CARSON JUMBO VALVE BOX - ' 1-1/2" OR 2" VALVES VAULT TO EXTEND MIN. 6" BELOW VALVE. USE EXTENSIONS AS NECESSARY. SCH 40 PVC PIPE LENGTH AS REQUIRED Sal 40 PVC TEE SCII 40 MAIN LINE Scale: NTS NOTES: 1. DO NOT ALLOW VAULT TO REST ON PIPE USE EXTENSIONS AS NECESSARY. 2. VALVE TO BE SET PLUMB & CENTERED IN VALVE BOX. 3. CONTRACTOR TO PROVIDE (2) EACH QCV KEYS AND SWIVEL HOSE ELLS 4. PROVIDE 6" DEPTH DRAIN ROCK. FLUSII W/ FINISH GRADE CARSON 10" ROUND VAULT WITH LOCKING LID QUICK COUPLER VALVE SS HOSE CLAMP (2) SCH 40 GALV. NIPPLE GALV. ST_ ELL & 90 DEG. ELT. II,?/u SCH 40 GALV NIPPLE, 3/4" x 12" LENGTH • � 4«si1 R 314" GALV IT 90 AND 3" LENGTI I GALV. NIPPLE IN SCH 80 PVC TEE STEEL T FENCE POST, 36" LENGTH SCII 40 PVC MAIN LiNE IRRIGATION QUICK COUPLER VALVE Scale: NTS BACK FLOW NOTES: I . DO NOT AI.I.OW VAULT TO REST ON PIPE. 2. r 1.1. FITTINGS TO BE SAME SIZE AS BACKFLOW PREVENTER. 3. r.i.l. SCI IEDULE 40 PVC PiPE AND FITTINGS FROM MEIE.R ASSEMBLY TO DCV. 4. I ROVIDE TRACE WIRE AS SPECIFIED 24' MIN. FLOW �.r.��� _. j BAIL VALVE ril- T, '10 11111rwilliAtil; SCif. 80 PVC UNION, TYP. PVC ELBOW O 0000� cRoO oo 4" CPP TO CB •oo0 O o npO .•s;• • Wov' 11 SOUTHCENTER PARCEL IRRIGATION BACKFLOW Scale: NTS 12" MIN. SPRAY OR BUBBLER NOZZLE FLUSH W/ FINISH GRADE RAINBIRD I800-SAM-PRS SERIES HEAD, NOZZLE & BODY PER PLAN USE BOTTOM INLET ONLY (2) Ur ftIARLEX ST_ ELL 90 SCII 80 PVC NIPPLE, MIN 8" LENGTH 1I2" M ARLEX STREET ELL 90 SCH 80 PVC FININGS, TYP. CL 200 PVC LATERAL, TYP_ SIZE AS INDICATED ON PiAN IRRIGATION POP-UP SPRAY HEAD Scale: NTS SCH. 80 PVC NIPPLE, 4" LENGTI I, TYP. FLASH WmI FINISH GRADE DOUBLE CHECK VALVE 2' FEBCO 8SOU TWO (2) NDS MODEL 2241KB 1 T X 30" X IS' TIT VAULTS win' T TYPE LIDS. BOLT VAULTS TOGETHER, INSTALL LID iN BOTTOM VAULT. PVC TEE W/ PLUG, TYP. 4' SCH 80 PVC NIPPLE, TYP. TEE W/ PLUG, TYP. MAINLINE TO PRIVATE CONTROL VALVES V..._TO CONTROL VALVES CHANGE FROM SCH. 80 PVC TO SC11. 40 PVC PIPE. NO FEMALE ADAPTERS. I WASHED DRAIN ROCK PER SPECS , 4' DEPTH THROUGHOUT MASTER VALVE ASSEMBLY NOTES BACKFLOW NOTES: 1. DO NOT ALLOW VAULT TO REST ON PIPE. 2. ALL FITTINGS TO BE SAME SIZE AS BACKFLOW PREVENTER. 3. ALL SCHEDULE 80 PVC PIPE AND FITTINGS FROM METER ASSEMBLY TO BFP. 4. SEE SPECIFICATIONS FOR GATE VALVE VAULT. 5. PROVIDE TRACE WIRE AS SPECIFIED 5. COORD. WITH ELECTRICAL TO PROVIDE 120V POWER FOR HEATING ELEMENT 24" MIN. FLAW �- 3" BALL VALVE SUPPLY LINE FROM METER DIRECTION OF FLOW 12" MIN. 30" MAX. • a 1" ELECTRICAL CONDUIT PVC ELBOW 2" WII.KINS MODEL 975XLU REDUCED PRESSURE1``PRINCIPAL BACKFLOW UIJX k'COUPLER VALVE �*--- HOT BOX MODEL HB2T-AL HEATED ALUMINUM ENCLOSURES 13"Dx39"Lx36"1I 4" THICK CONCRETE PAD, EXTEND 6" BEYOND VAULT ALL SIDES, SLOPE EXPOSED SURFACE TO DRAIN, y" BEVEL ON TOP EDGE < 2" MiN.' MAINLINE TO MASTER VALVE AND CONTROL VALVES CHANGE FROM SCH. 80 PVC TO SCH. PVC PIPE. NO FEMALE ADAPTERS. 4 KOHL'S PARCEL REDUCED PRESSURE BACKFLOW ASSEMBLY Scale: NTS 1. DO NOT ALLOW VAULT TO REST ON PIPE. USE EXTENSIONS AS NECESSARY. 2. ALL FITTINGS TO BE SAME SiZE AS MASTER VALVE 3. ALL SCHEDULE 40 PVC PIPE AND FITTINGS FROM MEIER ASSEMBLY TO PRV. JUMBO VAULT FLUSH V/mI FiN. GRADE MASTER VALVE 2" RAINBIRD EFB-CP-PRS i FROM ACKFLOW ASSEMBLY ng UNION, TYP. 2' WELKINS MODEL SOOYSBR PRESSURE REGULATING VALVE (PRV) SET OUTLET PRESSURE TO 60 PSi. INCLUDE WYE STRAINER UNION, TYP. ALL UNIONS TO BE PVC 11IREAD X SLIP TYPE I TO CONTROL VALVES ALL SCII 80 PVC PIPE FROM BFP TO MAIN LINE TYP. MASTER VALVE ASSEMBLY Scale: NTS GENERAL NOTES: IRRIGATION NOTES: Note: I . Recommended slab size: 50"L x 24" W x 4" minimum thickness. 2. Heat iS provided by a 90W, 120V, single phase heat trace cable. 3. This unit is the LB2 when ordered without heat RPBA BOX Scale: NTS I. Verify that existing conditions ate cocce•A prior to initiating work. Notify the project superintendent of conditions that require modification in order to compete work as shown in the Construction Documents. Proceeding with work signifies acceptance of existing condition;. 2. Constiaction Documents (drawings and Specifications) are the primary guides to design intent. 3. Landscape Plans, Details. and Specifications include infonnation Mated to site preparation. planting & soil placement, and landscape itmigatgo. 4_ All specifications and standards apply to both the Kohl's pared and Sotbcenter Square Pa el- 5. See Architectural drawings related to code compliance requirements and building design. 6_ See Civil drawings for grading, drainage, utilities. and location of ha niscape danetts. Verify congruency of information as related to landscape, Architectural, aid Cnil Drawings and notify consultants in the event of conflict Sr final resolution. IRRIGATION SLEEVE NOTES: 1_ All sleeves shall be 6' Schedule 40 PVC_ 2. An sleeves shall have a minirroro of I co . 3_ Exact location of all existing utilities and siructtares. irrigation lines, and other tmdereme nd slkties. whether or not inckated in the Contract Moments, shall be detaraauri ed by the Contractor. Cocdoct work so as Co peewit intamption of service or damage_ Contractor stall be responsible for repay of any utilities and reined paving. solacing. or planting damaged in the ionise of wart_ 4_ Install sleeves prior to installation of irrigation system. Contractor shall take special cane is coordinating rogeired work of various trades. Sleeve all roads. walks, sialts. avid other hard surface and structures. 5_ Trenches for sleeves shall bocceavatad to depth and widen sufficient bpenmt proper handling and installation of pipe. Trenches hes sill be straight and without abrupt grade cis_ Trench bit ems shall be flat 6. Backfill in sioeriag trenches (i.e.. alder all landscapes) shall be =ethnically comported inn two (2) lifts to a dry density equal to 95% of Axton n rbed soil Backfill will conform to adjacent grades without dips, sunken arras, humps. or odes waface I. These plans shall be approved by Kohl's prior to order installation. 2. Provide wires at ends of mainline as indicated on plan. Label all wires as they pass through each vault. 3_ Stake all valve box locations for approval. Plan is ciagranunatic. 4_ Set valve boxes square to arTjzoent building, nub, or paving. 5. All pipe shown under paving adjacent and parallel to planted areas is intended to be placed in that area witere possible. All pipe shall be installed in planters or sleeved. No tees or ells shall be installed tinder paved areas. All material to be installed on owners property. 6. All irrigation under btu -brings, roads, walks, parking areas or other paved surfaces shall be sleeved. Sling may be included for fortune wort. Minimnuu sleeve size 6' diameter_ 7_ Make any acid all required adornments to the irrigation plan to assure complete and adequate coverage with minimum overspray. No water shall drain onto or amiss walks. curbs, or paved arras. Adjust beads to minimize spray outside of planters_ Absolutely no water shall spray or drain onto, or amiss sidewalks, stairs or steps. Program controllers for multiple starts to prevent rent-ofE 8. See project specifications for farther information_ 9_ Lateral line shall have 18' of cow, aid main lines 24'. 30'' axinnan cover. 10. Refer so pbntiag plan for exact lit Intent is that all new plantings receive adequate water. I I. Irrigation Contractor to test static pressure, and stet avittiw report to Owner prior so begiuning work Pressure is anticipated to be 150 PSi. per City of Tukwila Water Department 12. Select aat and radius best suited beach location. Use variable arc nozzles only where standard notes will not do_ 13. Install rain seeser'Hunnter Mini Click* on inside of roof parapet wall. See Kohl's mechanical consoling plans for to detenrisne best possible location. 14. Contractor shall maintain die landscape & irrigation duoughott construction and up so store grand opening date. Responsible party (Kohl's or landlord) will asssnne nhaanteaaaoe beginning on Se grand opening dale of the store. Any punch list items tanking from the final observation me6t be corrected prior to the grand opening of the store. IS. Irrigation maintenance shall include, at a minioaaa,, weekly irrigation coaoreikradjustments 16. Sidle tali Square mainline is looped If loopca not be ac hie nl, use 3' scheeiaie 40 fluidise. SHEET INDEX L-1.0 - SITE PLAN L-2.0 - LANDSCAPE PLAN: NW SECTION L-2.1 - LANDSCAPE PLAN: NE SECTION L-2.2 - LANDSCAPE PLAN: SE SECTION L-2.3 - LANDSCAPE PLAN: SW SECTION L 3.0 - IRRIGATION PLAN: NW SECTION L-3.1 - IRRIGATION PLAN: NE SECTION L-3.2 - IRRIGATION PLAN: SE SECTION L-3.3 - IRRIGATION PLAN: SW SECTION L-4.0 - LANDSCAPE DETAILS L-4.1 - IRRIGATION DETAILS CONSTRUCTION DOCUMENT FOR SOUTHCENTER SQUARE TUKWILA, WA KEY PLAN REVISIONS IOADMPERMTS KIWrTAL:1111006 'NOT FOR CONSTRUCTION' IS D :N a EGRiTEE i iT DEz :Gx 12743 211111 lamas Xi t20r oe3-aoa sax 302-6440 ..a:s-aaco i REGsTRATiON sees s acsnCayc maassa WIEI Art ur)FWT C.V.a L b n- FREIHEIT & HO • s s • s • ARCHITECTS, INC_, P.S. 1C 10 PONE art Man Meet. CAT PAGJEC _ Mt? DATE OWING WE. ISD RHGR. SM 10-9-20 06 A23i•6 10-9-2006 Irrigations Details L-4.1 0 1 952454.08 C1 GENERAL NOTES: 1. LOCATIONS SHOWN FOR EXISTING Ui'UTIES ARE APPROXIMATE. 2. AT LEAST 48 HOURS BEFORE STARTING PROJECT SITE WORK. NOTIFY THE UTILITIES INSPECTOR AT (206) 433-0179. 3_ REQUEST A PUBLIC WW)RKS UTILITY INSPECTION AT LEAST 24 HOURS IN ADVANCE BY CAWING (206) 433-0179_ 4. THE CONTRACTOR ASSUMES SOLE RESPONSIBIUTY FOR WORKER SAFETY. AND DAMAGE TO STRUCTURES AND IMPROVEMENTS RESULTING FROM CONSTRUCTION OPERATIONS. 5. THE CONTRACTOR SHALL HAVE THE PERMITS(S) AND CONDITIONS. THE APPROVED PLANS. AND A CURRENT COPY OF THE CITY OF TUKWILA "DEVELOPMENT GUIDELINES AND DESIGN AND CONSTRUCTION STANDARDS' AVAILABLE AT THE JOB SITE. 6 ALL WORK SHALL CONFORM TO THESE APPROVED DRAWINGS. ANY CHANGES FROM THE APPROVED PLANS REQUIRE PRE-APPROVAJ. FROM THE OWNER. THE ENGINEER. AND THE CITY OF TUKWILA. 7. ALL METHODS AND MATERIALS SHALL MEET CITY OF TUKWILA 'DEVELOPMENT GUIDELINES AND DESIGN CONSTRUCTION STANDARDS. UNLESS OTHERWISE APPROVED BY THE PUBLIC WORKS DIRECTOR. 8. CONTRACTOR SHALL MAINTAIN A CURRENT SET OF RECORD DRAWINGS ON -SITE. 9_ CONTRACTOR SHALL PROVIDE RECORD DRAWINGS PRIOR TO PROJECT FINAL APPROVAL i0. PROVIDE TRAFFIC CONTROL AND STREET MAINTENANCE PLAN FOR PUBLIC WORKS APPROVAL BEFORE I± yIPLEM_NTATION. 11. ALL SURVEYING FOR PUBLIC FACILITIES SHALL BE DONE UNDER THE DIRECTION OF A WASHINGTON UCEPISED LAND SURVEYOR. VERTICAL DATUM SHALL BE NAVD 1988. HORIZONTAL DATUM SHALL BE WA91 NGTON STATE (GRID) COORDINATES,. NORTH ZONE. USING HAD 83-91 SURVEY CONTROL AND IM TO ANY TOD CITY OF TUKWILA HORIZONTAL CONTROL MONUMENTS_ FOR PROJECTS WITHIN A FLOOD CONTROL ZONE. THE PERU;TTEE SHALL PROVIDE CONVERSION CALCULATIONS TO NGVD 1929. 12_ PEP LACE OR RELOCATE ALL SGNS DAMAGED OR REMOVED DUE TO CONSTRUCTION. 13. PETA:N. REP.ACE OR RESTORE EXISTING VEGETATIO. IN RIO-ITS-OF-WAY. EASEMcENTS. AND ACCESS TRACTS. CONSTRUCTION NOTES: ;. ALL WORK PERFORMED SMALL BE PER APPRO'F_G PLANS AND SPECIFICATIONS ONLY. THE PREMITTEE IS REiJiRE-D TO MANTA -Ai A SET OF APPROVED PLANS. SPECWICIMONS. ASO ASSOCIATED PERMITS ON THE XIII S7 iE. WORK SHALL BE PERFORMED iN ACCORDANCE AT -I ALL FEDERAL STATE, AHD LOCAL 1AAS- KM/ME SMALL APPLY FOR A RE1r1SiON FOR ANY rYORK NOT ACCORDaAG TO A✓PROVED PLANS 2 PER‘i•TTEE/CONTRACTOR SHALL ARRANGE A PreE-CONSTRUCTiON CONFERENCE ENCE 4?-1 THE :ITY'S tNSPECTO: S) PR:OR TO BEGIN1t1NG ANY WORK_ A. s.: if:AK `N POAZ) AYS SHALL MEET TVC 11 AND THE FOLjOI►:-NG: .• r'►�. C TO ANY ACr: .Y TY OTY ce.e iT-CF-WAY, I• E PERU: TIU SHAl . PROVIDE THE CITY A sfr r CCU' T _ _ PLAN e R RE 'EA AND APPROVAL DIE TRA5 1C CQNTR„ L PLAN SHALL 'NCLUGE T-Z LC, 1T.0%. i ASS C€SCRPF,ON OF TRA.FF!C FLOW DURING TIE w.)RK AND Si✓AU_ MEET v.; TCL rG UREV4•-=. C s_= KR" ts•`•E C.GSES VI.5 BE BY PERM 1 ONLY. FROM WE TYRD TH.:RSDAY INN T e� = :ram:. HNG ..& ARV �ti3 Tim DIRECTOR DOES NOT ALLOW LANE CLOSURES :I+i Te!_ x- s:..A I✓R9AN cE,N ER. D. FORE, P► €$:R A N . ANC: VD C;.. AR ACCESS TO IN. DINGS SitALL BE VANTA.4.ED AT ALL TWIES. EXCEPT WHEN PERM:TTEE F AS PER/ASy0; FROM THE GILDING OMIYER A') THE DIRECTOR TO CLOSE AND ACCESS E. ALL ROADWAYS SHE BE KEPT FREE OF OIRT AND DEBRIS USING STREET SWEEPERS. USE OF WATER TRUOCS FOR CLEAYN ROADWAYS REQUIRES PRE -APPROVAL FROM THE DIRECTOR. F. N':STA;t STf . PLATES O'.ER ANY TRENCH. AT ANY SAE WORK IS STOPPED AND THE TRENCH IS LEFT OPEN. .-. 1 � •.1rWt : � 9i. •t RA/ S.W. 1 /4 SEC. 26, T. 23 N., R. 4 E., W.M. SOUTHCENTER SQUARE TUKWILA, WASHINGTON I fly 41.frar,,,,r,..mmitinii11111111111j.k • • NORTH ROAD -.ni d•Unninr WON-menr-��.-�w�r 5- - ..n• A 4ft ••••...+r rya MINKLER BOULEVARD LEGAL DESCRIPTION: : r+-s; • - • PARCEL A: THAT PORTION OF THE NORTHWEST QUARTER OF THE SOUTHEAST QUARTER AND OF THE NORTHEAST QUARTER OF THE SOUTHWEST QUARTER OF SECTION 26. TOWNSHIP 23 NORTH. RANGE 4 EAST. W.M.. DESCRIBED AS FOLLOWS: BEGINNING AT THE NORTHEAST CORNER OF THE SOUTHEAST QUARTER OF SAID SECTION 26; THENCE NORTH 88005'42- WEST ALONG THE NORTH UNE OF SAID SOUTHEAST QUARTER. A DISTANCE OF 199&68 FEET TO THE WEST UNE OF THE EAST 659.34 FEET OF SAID NORTHWEST OUARIEt OF THE SOUTHEAST QUARTER THENCE SOUTH 0147'29' WEST ALONG SAID WEST UNE A DISTANCE OF 658.25 FEET TO THE TRUE POINT OF BEGINNING; THENCE CONTINUING ALONG SAID WEST UNE. A DISTANCE OF 66205 FEET TO THE SOUTH UNE OF SAID NORTHWEST QUARTER OF THE SOUTHEAST QUARTER; THENCE NORTH 8755'02" WEST ALONG SAID SOUTH LINE. 666.56 FEET TO THE WEST LINE OF THE NORTHWEST QUARTER OF THE SOUTHEAST QUARTER; THENCE NORTH 0112'25' EAST ALONG SAID WEST LINE. 661.03 FEET: THENCE SOUTH 88'00'36' EAST 673.30 FEET TO THE POINT OF BEGINNING; EXCEPT THAT PORTION CONVEYED TO THE CITY OF TUKMLA BY DEED RECORDED AUGUST 29, 1934 UNDER RECORDING NO. 9408290323 FOR M.f KiER BOULEVARD: PARCEL B: THAT PORTION OF THE NORTHEAST QUARTER OF THE SOUTHWEST QUARTER OF SECTION 26. TO ISHIP 23 NORTH. RANGE 4 EAST. W.M., DESCRIBED AS FOLLOWS: BEG NN►G AT THE NORTHEAST CORNER OF THE SOUTHEAST QUARTER OF SAID SECTION 26; THENCE NORTH 86OS 42' WEST ALONG THE NORTH ME OF SAID SOUTHEAST QUARTER. A DISTANCE OF 2678.68 FEET TO THE EAST !NE OF SAID NORTHEAST QUARTER OF THE SOUTHWEST QUARK THENCE SOUTH 0112'25' WEST ALONG SAND EAST LINE 657.29 FEET TO THE TRUE POINT OF BEGRIMING: THENCE CCNTINUIIIG SOUTH 0112'25' WEST 661.03 FEET TO THE SOUTH UNE OF SAID NORTHEAST OUARTER OF THE SOUTHWEST QUARTER: THENCE NORTH 8755'53' WEST ALONG SAID SOUTH UNE, 185-28 FEET; THENCE NORTH 01'58'27' EAST 349.95 FEET; THENCE NORTH 875553' VEST 48 FEET: THENCE SOUTH 02104'07- WEST 10 FEET: THENCE NORTH 8755 53' VEST 371.43 FEET TO A TA MNT CURVE TO THE LEFT. WITH A RADIUS OF 25 FEET: THENCE SOUTHWESTERLY ALONG SAID CURVE THROUGH A CENTRAL ANGIE OF 905531', AN ARC DISTANCE OF 39.67 FEET: THENCE NORTH 01v835' EAST TO A POET NORTH 88130'06' WEST FROM THE TRUE POINT OF BEONANNG: THENCE SOUTH 8800'36' EAST TO THE TRUE PONT OF BEONNING; EXCEPT THAT PORTION CONVEYED TO SHE CITY OF UCH .A BY DEED RECORDED AUGUST 29 1994 UNDER RECORDING NO. 9408290323 FOR I NICLER BOULEVARD: PARCEL C: THAT PORTION OF THE NORTHEAST QUARTER OF THE SOUTHWEST QUARTER OF SECTION 26, TOWNSHIP 23 NORTH, RANGE 4 EAST, 'au DESCRIBED AS FOLLOWS: a 0 o0 AT EAST BUILDING N W 2 0 V f- 0 M lY 2 COVE i SO WI w Q J JDO scae f=30' See 8/23/08 ob ro 95245.08 Cl ... 13 7.7 LEGAL DESCRIPTION: cont. BEGINNING AT THE NORTHEAST CORNER OF THE SOUTHEAST QUARTER OF SAID SECTION 26; THENCE NORTH 88'05 42' WEST ALONG THE NORTH LINE OF SAID SOUTHEAST QUARTER. A DISTANCE OF 2678.68 FEET TO THE EAST UNE OF SAID NORTHEAST QUARTER OF THE SOUTHWEST QUARTER; THENCE SOUTH 01.12'25' WEST ALONG SAID EAST UNE 1318.32 FEET TO THE SOUTH LINE OF SAID NORTHEAST QUARTER OF THE SOUTHWEST QUARTER; THENCE NORTH 8755'53' WEST ALONG SAID SOUTH UNE, 185.28 FLIT TO THE TRUE POINT OF BEGINNING; THENCE CONTINUING NORTH 87'55'53" WEST 439-92 FEET TO THE EAST RIGHT-OF-WAY LINE OF SOUTHCENTER PARKWAY; THENCE NORTH 01ID8'35' EAST 314.59 FEET ALONG SAID EAST RIGHT- OF-WAY UNE TO A TANGENT CURVE TO THE RIGHT WITH A RADIUS OF 25 FEET; THENCE NORTHEASTERLY ALONG SAID CURVE THROUGH A CENTRAL ANGLE OF 9055'331'. AN ARC DISTANCE OF 39.67 FEET; THENCE SOUTH 87"5553' EAST 371.43 FEET: THENCE NORTH 02-04'07' EAST TO FEET; THENCE SOUTH 8755'S3' EAST 48 FEET; THENCE SOUTH 01'58 27" WEST 349.95 FEET TO THE TRUE POINT OF BEGINNING, EXCEPT THAT PORTION CONVEYED TO THE CITY OF TUKWILA BY DEED RECORDED AUGUST 29. 1994 UNDER RECORDING NO. 9408290322, FOR NII.YKLER BOULEVARD; SITUATE IN THE COUNTY OF KING. STATE OF WASHINGTON. - 60 0 30 GRAPHIC SCALE 60 120 :w (ate) 1 inch - 60 It OWNER/DEVELOPER WIG PROPERTIES. INC. LLC-SS 4811 - 134TH PLACE SE BELLEVUE. WA 98006 CONTACT: LEYSHA WIG (425) 957-4774 ARCHITECT FREIHEIT & HO ARCHITECTS 10230 NE POINTS DRIVE. #300 BELLEVUE, WA 98033 CONTACT: NORA NG (425) 827-2100 CIVIL ENGINEER BUSH. ROED & HITCHINGS 2009 MINOR AVE. EAST SEATTLE. WA 98102 CONTACT: RON GOLDY. P.E. (206) 323-4144 40 -I U K W i_ A NO SCR._ SURVEYOR BUSH. ROED & HITCHINGS 2009 MINOR AVE. EAST SEATTLE. WA 98102 CONTACT: SIEVE HITCHINGS. P.L.S. (206) 323-4144 4.MgfR BLVp. SITE VICINITY MAP UTILITY PROVIDERS: SANITARY AND STORM SEWERS CITY OF TUKWILA PUBLIC WORKS DEPARTMENT 6300 SOUTH CENTER BOULEVARD TUKVIALA, WA 98188 (206) 433-0179 WATER CITY OF TUKWILA WATER DO)ARTMENT 600 MINKLER BOULEVARD TUKWILA, WA 98188 (206) 433-0179 GAS AND POWER PUGET SOUND ENERGY M:INICIPAL CONSTRUCTION PLANNING DEPARTMENT 411 108TH AVENUE NE. M/S XRD-1W PO BOX 90868 BELLEVUE. WA 98009 (888) 225-5773 - PRESS 5 THEN ENTER 83-663. TELEPHONE QWEST LDA GROUP PO BOX 625001 UTTLETON. CO 80162 (800) 526-3557 DATUM: VERTICAL DATUM: NGS - NORTHEAST BASE BOLT OF TRAFFIC SIGNAL POLE AT THE NORTHEAST CORNER OF ANDOVER PARK EAST AND STRANDER BOULEVARD. DATUM EQUATION: ELEVATIONS SHOWN ARE PER VERTICAL DATUM NGVD29. FOR CONVERSION TO CURRENT CITY OF TUKWILA DATUM (NAVD88) USE THE FOLLOWING DATUM EQUATION: NAVD88=NGVD29 + 3.524 FEET UTILITY CONFLICT NOT : THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LOCATION, DIMENSION. AND DEPTH OF All COSTING UTILRIES WI -ETHER SHOWN ON THESE PLANS OR NO" BY POTHOLING THE UTILITIES AND SURVEYING THE HORIZONTAL AND VERTICAL LOCATION PRIOR TO CONSTRUCTION. THIS SHALL INCLUDE CALLING UTILITY LOCATE 0 1-800-424-5555 AND THEN POTHOUNG ALL OF THE EXISTING UTIUIIES AT LOCATIONS OF NEW UTIUiY CROSSINGS TO PHYSICALLY VERIFY WHETHER OR NOT CONFLICTS EXIST. LOCATIONS OF SAID UTILITIES AS SHOWN ON THESE PLANS ARE BASED UPON THE UNVERIFIED PUBLIC INFORMATION AND ARE SUBJECT TO VARIATION. IF CONFLICTS SHOULD OCCUR. THE CONTRACTOR SHALL CONSULT BUSH. R')ED & HITCHINGS ENGINEERS, INC. TO RESOLVE ALL PROBLEMS PRIOR TO PROCEEDING WITH :'INSTRUCTION. SHEET INDEX COVER SHEET-------- - ----....."". GRADING PLAN -WEST SIDE GRADING PLAN -EAST SIDE -___._ _ STORM DRAINAGE PLAN -WEST SIDE"_ STORM DRAINAGE PLAN -EAST SIDE " _ " . . _ . . _.C5 VAULT DETA LS-EAST VAULT C6 VAULT DETAILS -WREST VAULT STORM DRAINAGE DETAILS -.. __ ---. _. _ C8 WATER & SANITARY SEMI Jt PLAN -WEST WATER & SANITARY SEVER PLAN -EAST SIDE..._. - _ _ .." -_ _ C1O WATER DETAILS . - _ _-- WATER & SEWER DETAIS." PAVING PLAN POs-t344 NOTE TO KOHL'S: `YOU IAM.L BE DEEMED TO HAVE APPROVED THE ENCLOSED PLANS AND SPECIFICATIONS IF NO WRITTEN OBJECTION THERETO IS MADE WITHIN TEN (10) DAYS AFTER YOUR RECEIPT OF SAME_' • • ___ .... CI ---- -- C2 Od 2 eta Days Before Vas et 1-800-424-5655 Uses IlhdeiryTaNrld Location Geier (DAIS DI.CRWA) • t j • 95254.08 C2 :,. 1.7•6 \i)iM1CAXi ='lj ''w9 • i•• 1 LI ai T 7 i 1 t 1 • • • 1"'i 1 1 • • ��f• • NORTH ROAD MINKLM BOULEVARD S.W. 1 /4 SEC. 26, TWP. 23 N., RGE 4 E., W.M. i z • .I 6 • GRADING AND EROSION CONTROL NOTES; 1. THE EROSION PREVENTION AND SEDIMENT CONTROL (ESC) MEASURES ON THE APPROVED PLANS ARE MINIMUM REQUIREMENTS. 2. BEFORE BEGINNING ANY CONSTRUCTION ACTIVITIES. ESTABUSH THE CLEARING OMITS. INSTALL CONSTRUCTION ENTRANCE. AND INSTALL EROSION PREVENTION AND SEDIMENT CONTROL MEASURES. 3. BEFORE ANY GROUND DISTURBANCE OCCURS. ALL DOWNSTREAM EROSION PREVENTION AND SEDIMENT CONTROL MEASURES (ESC) MUST BE CONSTRUCTED AND IN OPERATION. INSTALL AND MAINTAIN ALL ESC MEASURES ACCORDING TO THE ESC PLAN. 4. ESC MEASURES. INCLUDING AIL PERIMETER CONTROLS, SHALL REMAIN IN PLACE UNTIL FINAL SITE CONSTRUCTION IS COMPLETED AND PERMANENT STABIUZATION IS ESTABLISHED. 5. FROM MAY 1 THROUGH SEPTEMBER 30, PROVIDE TEMPORARY AND PERMANENT COVER MEASURES TO PROTECT DISTURBED AREAS THAT WILL REMAIN UN — WORKED FOR SEWN DAYS OR MORE. 6. FROM OCTOBER 1 THROUGH APRIL 30, PROVIDE TEMPORARY AND PERMANENT COVER MEASURES TO PROTECT DISTURBED AREAS THAT WILL REMAIN UN — WORKED FOR TWO DAYS OF MORE. IN ADDITION TO COVER MEASURES, THE CONTRACTOR SHALL: A. PROTECT STOCKPILES AND STEEP CUT AND FILL SLOPES IF UN —WORKED FOR MORE THAN 12 HOURS. B. STOCKPILE. ON SITE. ENOUGH COVER MATERIALS TO COVER ALL DISTURBED AREAS. C. BY OCTOBER 8. SEED ALL AREAS THAT WILL REMAIN UN —WORKED DURING THE WET SEASON (OCTOBER 1 THROUGH APRIL 30). MULCH ALL SEEDED AREAS. 7. FAILURE TO MAINTAIN ESC MEASURES IN ACCORDANCE WITH THE APPROVED MAINTENANCE SCHEDULE MAY RESULT IN THE WORK BEING PERFORMED AT THE DIRECTION OF THE DIRECTOR AND ASSESSED AS A LIEN AGAINST HE PROPERTY WHERE SUCH FACIUTIES ARE LOCATED. 8. DURING THE LIFE OF THE PROJECT. THE PREMITTEE SHALL MAINTAIN IN GOOD CONDITION AND PROMPTLY REPAIR. RESTORE. OR REPLACE ALL GRADE SURFACES; WALLS. DRAINS. DAMS. STRUCTURES. VEGETATION, EROSION AND SEDIMENT CONTROL MEASURES. AND OTHER PROTECTIVE DEVICES IN ACCORDANCE WITH APPROVED PLANS. 9. THE PERMITTEE SHALL MONITOR THE DOWNSTREAM DRAINAGE FEATURES, AND SHALL. WITH THE DIRECTOR'S APPROVAL. REMOVE SEDIMENT DEPOSITION RESULTING FROM PROJECT —RELATED WORK. 10. ALL WORK PERFORMED SHALL 8E PER APPROVED PLANS AND SPECIFICATIONS ONLY. THE PERMITTEE IS REQUIRED TO MAINTAIN A SET OF APPROVED PLANS AND SPECIFICATIONS ANS ASSOCIATED PERMITS ON THE JOB SITE. WORK SHALL BE PERFORMED IN ACCORDANCE MTH ALL FEDERAL. STATE. AND LOCAL LAWS. 11. AS THE FIRST ORDER OF BUSINESS. THE PERMITTEE SHALL INSTALL EROSION PREVENTION AND SEDIMENT CONTROL MEASURES PER THE ESC AND SHALL INSTALL THE DOWNSTREAM TEMPORARY ESC MEASURES BEFORE ANY SITE DISTURBANCE OCCURS. BEFORE THE TEMPORARY MEASURES ARE REMOVED. INSTALL AND ESTABLISH THE UPSTREAM PERMANENT ESC MEASURES. 12- THE PERMITTEE SHALL AT ALL TIMES PROTECT SENSITIVE AREAS, THEIR BUFFERS, AND ADJACENT PRIVATE PROPERTIES AND PUBUCRIGHTS—OF—WAY OR EASEMENTS FROM DAMAGE DURING GRADING OPERATIONS. THE PERMITTEE SHALL RESTORE. TO THE STANDARDS IN EFFECT AT THE TIME OF THE ISSUANCE OF THE PERMIT. SENSITIVE AREAS. THEIR BUFFERS, AND PUBLIC AND PRIVATE PROPERTIES AND IMPROVEMENTS DAMAGED BY PERMITTEE'S OPERATIONS. 13. PERMITTEE SHALL ARRANGE FOR AND COMPLY WITH THE FOLLOWING: A. NOTIFY THE PUBUC WORKS DEPARTMENT WITHIN 48 HOURS FOLLOWING INSTALLATION OF ESC MEASURES. B. OBTAIN PEON IN WRITING FROM THE PUBLIC WORKS DEPARTMENT PRIOR TO MODIFYING THE ESC PLAN. C. MAINTAIN ALL ROAD DRAINAGE SYSTEMS, STORM WATER DRAINAGE SYSTEMS, CONTROL MEASURES AND OTHER FACIUTIES AS IDENTIFIED IN THE ESC PLAN. D. REPAIR ANY SILTATION OR EROSION DAMAGES TO ADJOINING PROPERTIES AND DRAINAGE FACILITIES. L INSPECT ACCORDING TO APPROVED ESC INSPECTION SCHEDULE AND MAKE NEEDED REPAIRS IMMEDIATELY. FOR STREET IMPROVEUENTS SEE STREET PLANS. (SEPARATE PERMIT) 30' 36' R/W IDGSa<71r1G ASPFL CONC. PAVEMENT GRAPHIC SCAL 30 0 I$ 30 LEGEND 10 120 ( DI F!Fr 1 inch — 30 It. EXIST. SPOT GRADE PROPOSED SPOT GRADE EXISTING CONTOUR PROPOSED CONTOUR RIDGE UNE 4'6 �e- x -c4 •- - -- STAMPED CONCRETE PAVING CONCRETE SIDEWALK SEWER CLEANOUT PROPOSED STORM PIPE NEW TY II CB (GRATE UD) NEW TY II CB (SOLID UD) NEW TYICB >i EXIST. CB fl7 EXIST SOMH PROPOSED SEWER MANHOLE PROPOSED WATER 465 • PARKING LOT UGHT IE TE CONTRACTOR DOTES; O 0 t INVERT ELEVATION TOP ELEVATION 1. CONTRACTOR TO VERIFY ALL INFORMATION OF PRIOR TO CONSTRUCTION_ EXISTING CONDITION 2. USE CITY OF TUKWILA STANDARD PLANS WHERE APPLICABLE, SEE SHEET C8 FOR TYPICAL DETAILS. 3. SEE SHEETS C6 AND C7 FOR WET VAULT DETAILS. D -27,64 REMOVE E GSTENG—N. SIDEWALK ------------ NEw CONC. CURB & GUTTER AS REQUIRED TO WATCH EXIST_ (SEE PLAN FOR SECTIONS TO BE REP..ACED) SECJ1ON A -A SOUTHCENTER PKWY. SC;LE: NEW CO4C. ICEWIAI.UC PL cid2Wally Dow HMoreYam Cgs 1-800-424-5555 NOTE TO KOHL'S: 'YOU WU. BE DEEMED TO HAVE APPROVED THE ENCLOSED PLANS AND SPECIFICATIONS IF NO MITTEN TEN OBJECTION THERETO IS MADE MOITHiN TEN (10) DAYS AFTER YOUR RECEIPT OF SAME.. ; 0 01 W W 0 V7 W OC z J m N W .c z i z a. a an cn 5 a. t- W 0 F 0 n Z 0 Z_ U I- z 0.1 AC 0 CI W W z CI Z w U) 02 0 W In J U 611 PLAN Z 0 SOUTHCENTER PKWY. & MINKLER BLVD. WASHINGTON JAL/JHFI by .:7$04_, V'=30 8/23/06 95254.08 • • • • •� C2 s 13 • 6 95254.08 C3 ��. �� _ • ):.c. -1.)'40\At. .,IrLI •I*.l • 'I r+, +maw 1 I )ONNRETE••SLAB SIL.S REPORT II • E1E SLAB S REPORT —V cis W 3 MATCH LINE -fi 1 • i:.wt— -' 101C 1_O[1 .v. LY16•1 . fY2.9C-wG Q/ • ••-+.ram_ • I . i zz 1 • — S.W. 1 4 SEC. 26, TWP. 23 N., RGE 4 E., W.M. NORTH ROAD I J 71 fI 1 4 _ GR%FA I ! Ot& T t i •IA• —mot 1 I- MINKLER BOULEVARD .�• • i{ •kW (U) - PRO OSED• - ,KOHL'S BUILDING BUILDING SUGRADE=25.67 FF= 6:5 --- 0.0 is GRAPHIC SCALE 120 1_''c5 1,30 • NORTH GOAD r�: �/ 24.50 !: 1! I..r y :1 1f5t 4 .4u 'OF C >S?4 90(0-116g s GRADING AND EROSION CONTROL NOTES; 1. THE EROSION PREVENTION AND SEDIMENT CONTROL (ESC) MEASURES ON THE APPROVED PLANS ARE MINIMUM REQUIREMENTS. 2. BEFORE BEGINNING ANY CONSTRUCTION ACTIVITIES. ESTABLISH THE CLEARING LIMITS. INSTALL CONSTRUCTION ENTRANCE. AND INSTALL EROSION PREVENTION AND SEDIMENT CONTROL MEASURES. 3. BEFORE ANY GROUND DISTURBANCE OCCURS. ALL DOWNSTREAM EROSION PREVENTION AND SEDIMENT CONTROL MEASURES (ESC) MUST BE CONSTRUCTED AND IN OPERATION. INSTALL AND MAINTAIN AU. ESC MEASURES ACCORDING TO THE ESC PLAN. 4. ESC MEASURES. INCLUDING ALL PERIMETER CONTROLS, SHALL REMAIN IN PLACE UNTIL FINAL SITE CONSTRUCTION IS COMPLETED AND PERMANENT STABILIZATION IS ESTABUSHED. 5. FROM MAY 1 THROUGH SEPTEMBER 30, PROVIDE TEMPORARY AND PERMANENT COVER MEASURES TO PROTECT ESTURBED AREAS THAT WILL REMAIN UN - WORKED FOR SEVEN DAYS OR MORE. 6. FROM OCTOBER 1 THROUGH APRIL 30, PROVIDE TEMPORARY AND PERMANENT COVER MEASURES TO PROTECT DISTURBED AREAS THAT WILL REMAIN UN - WORKED FOR TWO DAYS OF MORE. IN ADDITION TO COVER MEASURES, THE CONTRACTOR SHALL: A. PROTECT STOCKPILES AND STEEP CUT AND FILL SLOPES IF UN -WORKED FOR MORE THAN 12 HOURS. B. STOCKPILE. ON SITE. ENOUGH COVER MATERIALS TO COVER ALL DISTURBED AREAS. C. BY OCTOBER 8, SEED ALL AREAS THAT 'MU. REMAIN UN -WORKED DURING THE WET SEASON (OCTOBER 1 THROUGH APRIL =)). MULCH ALL SEEDED AREAS. 7. FAILURE TO MAINTAIN ESC MEASURES IN ACCORDANCE WITH THE APPROVED MAINTENANCE SCHEDULE MAY RESULT IN THE WOW BEING PERFORMED AT THE DIRECTION OF THE DIRECTOR AND ASSESSED AS A LIEN AGAINST HE PROPERTY WHERE SUCH FACILITIES ARE LOCATED. 8. DURING THE LIFE OF THE PROJECT. THE PREMITTEE SHALL MAINTAIN IN GOOD CONDITION AND PROMPTLY REPAIR. RESTORE, OR REPLACE ALL GRADE SURFACES; WALLS. DRAINS, DAMS, STRUCTURES. VEGETATION, EROSION AND SEDIMENT CONTROL MEASURES. AND OTHER PROTECTIVE DEVICES IN ACCORDANCE WITH APPROVED PLANS. 9. THE PERMITTEE MALL MONITOR THE DOWNSTREAM DRAINAGE FEATURES. AND SHALL. WITH THE DIRECTOR'S APPROVAL REMOVE SEDIMENT DEPOSITION REStiLlING FROM PROJECT -RELATED WORK. 10 ALL WORK PERFORMED SHALL BE PER APPROVED PLANS AND SPECIFICATIONS ONLY. THE PERMITIEE IS REQUIRED TO MAINTAIN A SET OF APPROVED PLANS AND SPECIFICATIONS ANS ASSOCIATED PERMITS ON THE JOB SITE. WORK SHALL BE PERFORMED IN ACCORDANCE WITH ALL FEDERAL, STATE. AND LOCAL LAWS. 11. AS THE FIRST ORDER OF BUSINESS. THE PERMITIEE SHALL INSTALL EROSION PREVENTION AND SEDIMENT CONTROL MEASURES PER THE ESC AND SHALL INSTALL THE DOWNSTREAM TEMPORARY ESC MEASURES BEFORE ANY SITE DISTURBANCE OCCURS. BEFORE THE TEMPORARY MEASURES ARE REMOVED. INSTALL AND ESTABLISH THE UPSTREAM PERMANENT ESC MEASURES. 12. THE PERMITTEE SHALL AT ALL TIMES PROTECT SENSITIVE AREAS. THEIR BUFFERS. AND ADJACENT PRIVATE PROPERTIES AND PUBUCRIGHTS-OF-WAY OR EASEMENTS FROM DAMAGE DURING GRADING OPERATIONS. THE PERMITTEE SHALL RESTORE. TO THE STANDARDS IN EFFECT AT THE TIME OF THE ISSUANCE OF THE PERMIT. SENSITIVE AREAS. THEIR BUFFERS. AND PUBUC AND PRIVATE PROPERTIES AND IMPROVEMENTS DAMAGED BY PERMITTEE'S OPERATIONS. 13. PERMITTEE SHALL ARRANGE FOR AND COMPLY MTh THE FOLLOWING: A. NOTIFY THE PUBLIC WORKS DEPARTMENT WITHIN 48 HOURS FOLLOWING INSTALLATION OF ESC MEASURES. 8. OBTAIN PERMISSION IN WRITING FROM THE PUBLIC WORKS DEPARTMENT PRIOR TO MODIFYING THE ESC PLAN. C. MAINTAIN ALL ROAD DRAINAGE SYSTEMS. STORM WATER DRAINAGE SYSTEMS. CONTROL MEASURES AND OTHER FACILITIES AS IDENTIFIED IN THE ESC PLAN. D. REPAIR ANY SILTATION OR EROSION DAMAGES TO ADJOINING PROPERTIES AND DRAINAGE FACILITIES. FOR STREET IMPROVEMENTS SEE STREET PLANS. (SEPARATE PERMIT) LEGEND OUST_ SPOT GRADE PROPOSED SPOT GRADE OUSTING CONTOUR PROPOSED CONTOUR RIDGE UNE STAMPED CONCRETE PAVING CONCRETE SIDEWALK SEWER CLEANOUT PROPOSED STORM PIPE 465 • NEW TY II CB (GRATE U0) O NEW TY I CB (SCUD LID) NEW TY I C8 ■ MOST_ CS OUST. 501411 PROPOSED SEWER 1IA..IOLE PROPOSED WATER 0 0 PARKNG LOT LIGHT ‘E INVERT ELEVATION TE TOP ELEVATION - ars+soai.eiia.00io - 1-800-424-5555 NOTE TO KOHL'S: 'YOU BILL BE DEEMED TO HAVE APPROVED THE ENCLOSED PLANS AND SPECIFICATIONS IF NO %WITTEN OBJECTION THERETO IS MADE WWTHNN TEN (10) DAYS AFTER YOUR RECEIPT OF SAME_" 0 0 N o, 0 Z 0 5 in w W F 00co tot 7c ` n rn o0 m a N Z C, Z C) I os 0 0 cr co 0 W In 0 z cJ W W z z W 0 GRADING PLAN - EAST SIDE SOUTH WASHINGTON J I - .JAL/ IIH serPo 8/23/06 ro 95254.08 ��. C3 of 13 • i r • 95254.08 C4 11 1E • I I 1 11 1 i E ----- - 1.-..o--_! - . • . = i . V V • 1. T • 47' --Iiiiiii.....,... _t 1 \sf� 1 d -- — —.•.' — 1j aW. — 80.F 12-S0 01.020 80.:«12-SD 01.002 NORThROAD tt • it i •r It - EXISTING 66'0 SDMH REPLACE TOP W/ SOUD UD NARKED 'STORM DRAIN'. ROTATE TOP AS NEEDED IN ORDER TO LOCATE MH ACCESS IN LANDSCAPE AREA. CLOSE OFF SOUTH CONNECTION. 2' •f�_—.----zs.--- PROPOSED BUILDING Si !!CROSSING!! FF=25.5 IE=2o_ac(8 w) TE=12.62(8' MINKLgR BOULEVARD S.W. 1 4 SEC. 26, TWP. 23 1., RGE 4 E., W.M. W INSTALLNEW3DMH ON EXISTING PROVIDE I LOCATE A. i UD MARKED 'STO . IN LANDSCAPE I CONTRACT . 0 VERIFY PIPE INV TO CONS • i ON. CLOSE OFF St CONNECTIONN FOUND. • 4s 120t.F15'SD • 65 gABANDON E> hag ILLS 7 20 % 11.101‘1E=; IE=1• •=.(nrl) IE=,9.,0 -J 1E=2• IE 19 E= TE UTIUTY NOTES: 1. ALL TRENCH EXCAVATION OPERATIONS SHALL MEET OF EXCEED ALL APPLICABLE SHORING LAWS FOR TRENCHES OVER 4-FEET DEEP. ALL TRENCH SAFETY SYSTEMS SHALL MEET WISHA REQUIREMENTS. 2. POWER. CABLE. FIBER OPTICS. AND TELEPHONE LINES SHALL BE I1 A TRENCH WITH A 5-FOOT MINIMUM HORIZONTAL SEPARATION FROM OTHER JNOERGROUNO UTIUTES. 3. ADJUST ALL UANHOLES. CATCH BASINS,, AND VALVES IN PUBUC RIGHTS -OF - WAY OR EASEMENTS AFTER ASPHALT PAVING. STORM DRAMA( NOTES: 1. ALL METHODS AND MATERIALS SHALL MEET aTY OF TUKWLA 'DEVELOPMENT GUIDELINES AND DESIGN AND CONSTRUCTION STANDARDS'. AND THE CURRENT 'KING COUNTY SURFACE WATER DESIGN MANUAL'. UNLESS OTHERWISE APPROVED. 2. MARK ALL STORY IJRARN INLETS f111TIH 'DUMP NO WASTE' AND EITHER 'DRAINS TO STREAMS'. 'ORA94S TO WETLANDS'. OR "DRAINS TO GROUNDWATER'. AS APPLICABLE. 3. DRIVEWAY CULVERTS SHALL BE OF StIFFICIENT LENGTH TO PROVIDE A IMAM OF 3c 1 SLOPE FROM 'ME EDGE OF THE DRIVEWAY TO THE BOTTOM OF THE DITCH. CULVERTS SHALL HAVE BEVELED END SECTIONS THAT MATCH THE SOIL SLOPE 30 LEGEND 0 IS GRAPHIC SCALE 60 III FELT ) 1 inch 30 li EXIST. SPOT GRADE PROPOSED SPOT GRADE EXISTING CONTOUR PROPOSED CONTOUR RIDGE UNE STAMPED CONCRETE PAVING CONCRETE SIDEWALK SEWER CLEANOUT PROPOSED STORM PIPE NEW TY II CB (GRATE UD) NEW TY II CB (SCUD UD) NEW TY I CB EXIST. CB EXIST.. SOMH PROPOSED SEWER MANHOLE PROPOSED WATER PARKING LOT UGHT IE TE CONTRACTOR NOTES: • e 0 • 0 J I E -r g INVERT ELEVATION TOP ELEVATION .M 1. CONTRACTOR TO VERIFY ALL INFORMATION OF EXISTING CON')ITION PRIOR TO CONSTRUCTION. 2. USE aTY OF TUKWILA STANDARD PLANS WHERE APPUCABLE. SEE SHEET C8 FOR TYPICAL DETAILS. 3. SEE SHEETS C6 AND C7 FOR WET VAULT DETAILS. D000S8L-1) • 1-42 5655 UbeforvandLoosike Color { ausuctoRso NOTE TO KOHL'S: 'YOU MILL BE DEEMED TO HAVE APPROVED THE ENCLOSED PLANS AND SPEOF1CATIONS IF NO 1 RITTEH OBJECTION THERETO IS MAD€ WITHIN TEN (10) DAYS AFTER YOUR RECEIPT OF SAME_" • • a01C� W 5 rc U w 01 0 N 5 W OC n 0 larva, 2g ce+aCay PLAN Sc ST SOUTHCENTER PKWY. & MINKLER BLVD. WAS -11 1- i JAL/.>HFI .E0 *CO? 8/23/06 95254.08 .e., C4: 13 • '7 95254.08 C5 t'. `,I , s' : `, 1 C`. P::„\XE l;RO.Jwy W INSTALL NEWWDI.1H ON EXISTING STORM LINE. PROVIDE S LID MARKED STORM DRAIN-. LOCATE ACC IN LANDSCAPE AREA. CONTRACT 0 VERIFY PIPE INVERT PRIOR TO CONSTR1J 10N. CLOSE OFF SOUTH CONNECTION X FOUND. W 0 0, ABANDON EXISTING SD . _ • ."^...•'.j�+ , . - . -:, .7.F ' I I --I !!CR SSIT IE=20.5t(12' W) i SLAB SgLS REPORT :I •; ;_ C9/37(1Y Q TE-23.70 E=21.20 !!CROSSING!! III=19.0t(12'S0) - TE= 21.5(8'W) is ZtOSSING'-! - - 2*(15-SD) 321.0(8 W) • 89CF-15 1 :LIE SLAB S REPORT 691F-!2' Of KX W Z J C8t21(N 1) TE=2280 E=19 30 - i 141LF-.18'9 0050X 4 ABANDON EXI 11N 36'BLOCK-OUT • • E=12.70 93 x136 INTERNAL ' C$IB,NED WET 1E1ENTc», AULT Eau-_ - .__.._ 36'8L00C-OUT E=1270 04. - IICRO�S/SINGI: fetter aD TE 1$-15(18'S» ,/ S -_' _ i I I I 1 I 1 S.W. 1 4 SEC. 26, TWP. 23 N., RGE 4 E., W.M. INSTALL NEW SDMH ON EXISTING STORM UNE. PROVIDE SOLID UD MARKED 'STORM DRAIN'. CONTRACTOR TO VERIFY PIPE INVERT PRIOR TO CONSTRUCTION. ORTH R CEijtl(iY I) TE=24.30 =21.80 al r') r GRE E'. La14 1 o1YLY -•!'-•.a+- MINKLER BOULEVARD 83.4' CLEAN EXISIJfIG SDMH REPLACE U W/ NEW UD MARKED "STORM DRAIN-. 181.F-6'SD 0 1.0X SUMP DRAIN 5LF.6. PERFORATED PVC DRAIN PIPE CAP DON ENDS: *AP w NON -WOVEN FILTER FABRIC. 1E3.21.00 tI. PROPOSED KOHL'S BUILDING BUILDING SUBGRADE=25.67 FF=26.5 PROPOSED BUILDING E2 FF=26.0 PROPOSED BUILDING E3 FF=26.0 7 .- J 260.6' c6/52(TY 1) 1E-22.33 IE=19.83 ROOF DRAIN CONNEC'110N E=17.95 CROSSING! 12-DOCK DRAIN IE=19.42 15-ROOF DRAIN TE=19.09 =2S 00 =20.60 DRAIN S0=C ION CONCRETE! ` N PER SOILS IQEiORB(1 TE=T9.78(12 CT3/48(1Y 1) TE-21.80 F=19.30 R 4 CB95601 1) TE=25.7 E=2R70 12LF 15'SD 01.00N Mt& e ts% SCUMMY (TY 1-48'0) TE=24-30 E=17.61 ■-48 O) 1E=23.80 E=19.04(12") SRF TYSD 0103X 1 e.ln Z +Ka- S7 0 Ng crg ac m M O x es cks 41LF-18'SD 00.5X SON_ • DL SOW TE=24-36 IE14.56(01 30') lE=17.41(NEW 18') 30 O IS GRAPHIC SCALE .10 6J '2Q (Di FEET ) ! Inch =30 R LEGEND EXIST. SPOT GRADE PROPOSED SPOT GRADE EXISTING CONTOUR PROPOSED CONTOUR RIDGE UNE STAMPED CONCRETE PAVING CONCRETE SIDEWALK SEWER CLEANOUT PROPOSED STORM PIPE NEW TY I! CB (GRATE UD) NEW TY II CB (SOLID LID) NEW TY I CB EXIST. CB EXIST. SDMH • e 0 • PROPOSED SEWER MANHOLE llCT • PROPOSED WATER PARKING LOT UGHT IE INVERT ELEVATION TE TOP ELEVATION CONTRACTOR NOTES: 1. CONTRACTOR TO JEI FY ALL INFORMATION OF EXISTING CONDITION PRIOR TO CONSTRUCTION. 2. USE CITY OF TUKIMLA STANDARD PLANS WHERE APPLICABLE. SEE SHEET C8 FOR TYPICAL DETAILS. 3. SEE SHEETS C6 AND C7 FOR WET VAULT DETAILS. UTILITY NOTES: 1. ALL TRENN EXCAVA110N OPERATIONS SHALL MEET OF EXCEED AU_ APPLICABLE SHORING LAWS FOR TRENCHES OVER 4-FEET DEEP. ALL TRENCH SAFETY SYSTEMS SHALL MEET WISHA REQUIREMENTS. 2. POWER, CABLE, FIBER OPTICS, AND TELEPHONE UNE.S SHALL BE IN A TRENCH IMTH A 5-FOOT MINIMUM HORIZONTAL SEPARATION FR($A OTHER UNDERGROUND UTILITIES. 3. ADJUST ALL MAIIOLES. CATCH BASINS, AND VALVES IN PUBLIC RIGHTS--OF- WAY OR EASEMENTS AF1ER ASPHALT PAVING. STORM DRAINAGE NOTES: 1. ALL METHODS AND MATERIALS SHALL MEET CITY OF TUKIMLA 'DEVELOPMENT GADEUNES AND DESIGN AND CONSTRUCTION STANDARDS'. AND THE CURRENT 'KING COUNTY SURFACE WATER DESIGN MANUAL'. UNLESS OWERWISE APPROVED. 2. MARK ALL STORM DRAIN INLETS MTH 'DUMP NO WASTE' AND EI'HER "DRAWS TO STREAMS'. "DRAWS TO WETLANDS'. OR DRAINS TO GROUNDWATER'. AS APPLICABLE. 3. DRIVEWAY CULVERTS SHALL BE OF SUFFICIENT LENGTH TO PROVIDE A MINIMUM OF 3:1 SLOPE FROM THE EDGE OF THE DRIVEWAY TO TIE BOTTOM OF THE DITCH. CULVERTS SHALL HAVE WALED END SECTIONS THAT MATCH THE S1DE SLOPE_ Do61)?)z-f CO 210:0Sv O+a 8lrenc leas 010 1-800-424-5555 NOTE TO KOHL'S: 'YOU NU. BE DEED TO HAVE APPROVED THE ENCLOSED PLANS AND SPECIFICATIONS IF NO MITTEN OBJECTION THERETO IS MADE WW1 TEN (10) DAYS AFTER YOUR RECOPT OF SAME.' O O O W 2 o ago W Q. 0 S W u z III Ia 0 VI a z W 5 u F U 1- W O m s i N 1 STORM DRAINAGE PLAN EAST SIDE SOUTH SOUTHCENTER PKWY. & MINKLER BLVD. a► Sy An.beS by JAL/aL *i co sr - '=30' 8/23/06 a-.. 95254.08 • �.� C5.13 • • • VAULT DETAILS -EAST VAULT W 0 V) WI G AT EAST BUILDING r Id m N WASHINGTON 5 0I i Ce:wlC �Y xas 8/23/06 95245.08 C6 13 952454.08 C6 IL...Mac2e./_,."' - •. r1V1u wM.. tri. Yy1nc e1s 9) set • a.i • S.W. 1 4 SEC. 26, T. 23 N., R. 4 E., W.M. • 52' 24'0 ACCESS RISER W/ALUMINIZED STEEL LADDER. 24'0 LOCKING CAST IRON GRATES PER TUKWILA STANDARDS TYPICAL TWO PLACES. 36' BLOCK -OUT IE=13.50 A ♦ 15' 12'SD A ♦ 8' CONC. WALL (TYP) PLAN NOT TO SCALE 52' 4' 24'0 ACCESS RISER W/ALUMINIZED STEEL UDDER. 24'0 LOCKING CAST IRON GRATES PER TUKVFLA STANDARDS TYPICAL TWO PLACES. RIM EL=23.50 ALUMINIZED STEEL FINISH / GRADE RIM EL.=23.00 LADDER. TYP. 2 PLACES Irso IE=16.00 (kg) — 36' BLOCK -OUT IE=14.00 WO SURFACE=1&00 FLOOR ELEV.=12.70 SECTION A— A: NOT TO SCALE VAULT CONSTRUCTION NOTES 1. THE STRUCTURAL DESIGN SHALL COMPLY IMTH ALL CITY AND STATE CODES. SOIL AND HS-20 LOADS SHALL BE ACCOUNTED FOR. PLANS MUST BE DESIGNED AM) STAMPED BY A REGISTERED PROFESSIONAL STRUCTURAL ENGINEER IN THE STATE OF WASHINGTON. APPLICATION AND APPROVAL FOR A SEPARATE BUILDING PERMIT MUST 8E COMPLETED PRiOR TO CONSTRUCTION. 2. MINIMUM! 3000 PSI STRUCTURAL RONFORCED CONCRETE MST BE USED. ALL CONSTRUCTION JOINTS MUST BE PROVIDED WITH WATER STOPS. PRECAST VAULTS SHALL HAW APPROVED RUBBER GASKET SYSTEM. 3. ALL METAL PARTS MUST BE CORROSION RESISTANT. STEEL PARTS MUST BE GALVAMZED AM) ASPHALT COATED (TRMT. 1 OR BETTER). 4. VAULT ACCESS UE) SHALL MEET HS-20 LOADS. 5. AT PIPE COM1ECTIONS TO VAULT. USE NON -POROUS` NON-STRIMQNG GROUT. LID ELEV.=21.54 CENJNG ELEV. =20.50 IE=1&00 (OUT) 12'TEE ELEV.=11.70 GROUND WATER ELEV.-9.7* (MEASURED 9/06) ter_ c''� _!- r-t1a`;li�` Do40-77.54 0 NOTE TO KOHL'S: 'YOU KILL BE DEEMED TO HAVE APPROVED THE ENCLOSED PLANS AND SPECIFICATIONS IF NO WRITTEN OBJECTION THERETO IS MADE KITIiIN TEN (10) DAYS AFTER YOUR RECEIPT OF SAME.' • I 952454.08 C7 A • oh 24'SD ►B 136' S.W. 1 4 SEC. 26, T. 23 It, R. 4 E., W.M. 4' 7 8' CCIIC. PERIME TER WALL ITYP) TE=24.10-1E=25.10 TE=24.10- IE=14.85 IE=14.85-/ 36' BLOCK-OUT7 8' CONC. THROUGH WALL ! I 6' INTERIOR IE=12.70 WALL (TYP) �._� s' 4' 24'0 ACCESS RISER W/ALUMINIZED STEEL LADDER. LOCKING CAST IRON UD WITH HOLES PER TUKWIt A STANDARDS TE=24.30 TE=25.1 O (TYPICAL ELEVEN PLACES) 4' 36' BLOCK -OUT THROUGH WALL IE=12.70 TE=24.30 TE=25.10 36' BLOCK -OUT . _4. THROUGH WALL IE=12.70 TE=24.10 RISER SEE DETAIL THIS SHEET IE=16.85 TE=24.74 11 B PLAN SCALE: 1 "=10' 136' 24-0 ACCESS RISER W/ALUMINIZED STEEL LADDER. LOCKING CAST IRON FINISH GRADE UD WITH HOLES PER 1UKWILA STANDARDS (TYPICAL EIGHT PLACES) LIVE STORAGE TE=24.30 TE=24.30 18- =14.85 _mr WO SURFACE=i6.85 RISER (SEE DETAIL THIS SHEET) 00YR EVENT A • ELEV=12.70 SC'---C JY,111 Ate. :n. smx m is/1Jtt (iii) COMBINED WET/DETENTION VAULT UD ELEV_=22.79 CEILING ELEV.=21.75 RISER ELEV.=21.25 100YR EVENT ELEV=19.45 S4 IE=14.85 -ELEv=12 70 18'0 RISER PIPE SUPPORTS: OVERFLOW 30'x0.090 GAGE BOLTED OR ELEV.=21.25 IMBEDDED 2' IN WALL AT MAX. 3' 3W'0 ORIFICE i n SPACING MINIMUM ONE SUPPORT TIP. FOR AU. TEES AND BAFFLES ELEV=1&80 WITHIN FLOW SPUTTER 18-0 OUTLET IE=16.85 SHEAR GATE WI CONTROL ROD FOR CLEANOUT PER TUKMILA STANDARDS RESTRICTOR PLATE WITH 6916 a ORIFICE (SHARP EDGE; ORIFICE SHALL BE SHOP DRILLED. NOT CUT.) ELEV-=14.85 RISER NOT TO SCALE 93' El 7-FlNISH GRADE Lit ELEV.=22.79 i CEILING ELEV.=21.75 I RISER UVE STORAGE ELEV.=21.25 L L-;--- -_--- 8'CONC. INTERIOR WALL (TYPICAL) . TWO SURFACE=16.85 -- - 100YR EVENT ----, - -` 100YR VENT ELEV=1S.45 18-SD 8-CONC. PERIMETER ! WALL (TYPICAL) ! i• ` r I 36' BLOCK -OUT IE=12.70 NI _ J I 36' BLOCK -OUT E=12.70 !7 ,. - - - - - - RISER (SEE EV=12.70 22.75 22.75 _ 22.75 22.T DETAIL THISEV=12.70 SLEET)I:L SECTION B-B SCALE: r=10Ii. VAULT CONSTRUCTION NOT,,,S 1. THE STRUCTURAL DESIGN SHALL COMPLY WITH AU. CITY AND STATE CODES. SOIL AND HS-20 LOADS SHALL BE ACCOUNTED FOR. PLANS MUST BEE DESIGNED AND STAMPED BY A REGISTERED PROFESSIONAL STRUCTURAL ENGINEER IN THE STATE OF WASHINGTON. APPUCATIGN AND APPROVAL FOR A SEPARATE BW.DING PERMIT MUST BE COMPLETED PRIOR TO CONSTRUCTION. 2. I NIMUM 3000 PSI STRUCTURAL REINFORCED CONCRETE MUST BE USED. ALL CONSTRUCTION JOINTS MUST BE PROVIDED MTH WATER STOPS. PRECAST VAULTS SHALL HAVE APPROVED RUBBER GASKET SYSTEM. 3. ALL METAL PARTS MUST BE CORROSION RESISTANT. STEEL PARTS MUST BE GALVANIZED AND ASPHALT COATED (TRMT. 1 OR BETTER). 4_ VAULT ACCESS LID SHALL MEET HS-20 LOADS. 5. AT PIPE CONNECTIONS TO VAULT. USE NON -POROUS, NON-stom LNG GROUT. i 1� j n� LEI,- - n {a"'ti,'i- i GROUND WATER ; i ELEV_-9.7t I r " (MEASURED 9/O6) ,� • NOTE TO KOit S: 'YOU WILL BE DEEMED TO HAVE APPROVED THE ENCLOSED PLANS AND SPECIFICATIONS IF NO WRITTEN OB CBON THERETO IS MADE WITHIN TEN (10) DAYS AFTER YOUR RECEIPT OF SAME." • • • CO O. m m u hi a owc W 0 t, W 0 v Z 111 N z VAULT DETAILS- WEST VAULT SC :J1lupe aertr:.y '=30' 8/23/06 JDO 95245.08 ¢., C7 113 • 952454.08 C8 XE. NOTE TO KOHL'S: 'Y0U WLL BE DEEMED TO i-1AVE APPROVED THE ENCLOSED PLANS AND SPECFICAT;ONS IF NO *BITTEN G&ECTICN THERETO IS MADE 'MhfIH TEN (10) DAYS AFTER YOUR RECEIPT OF SAME." Lyl A�.�L1 Win1Y1t At10-11L_.Y211t 5 0 0 P CO P co w 5 cc U O. g W 0 z 0 03 m ►- W z W z 0 V U) U Z *o+'Oo ig O (n b.} rio Ice Zvi z _ (1) ^� X J U o H Q J ckS N • LLI < W z` g Oa Ct t: Luz o w J Z M oel V �rvia CO STORM DRAINAGE DETAILS L.L D /0 V J SOUTHC WI G WASH scale 1 =30' 95245.08 C8 c, 13 S.W. 1/4 SEC. 26, T. 23 N., R. 4 E., W.M. IEIUNO PADS 8PADS 1-1/7 318x 118' LETIERINO TO 8E RECESSED 11W A TOP VIEW SECTION A -A SLOT DETAIL LOCKING LID SECTION B-B NOTES: 1. WELDING IS NOT PERMITTED. 2 DIMENSIONS SHALL HAVE A t1116" TOLERANCE. 3. EDGES SHALL HAVE 118" RADIUS AND Ur CHAMFER OR COMPLETE DEBURRING. 4. THE NAME OF THE MANUFACTURER AND DIRECTION OF FLOW SHALL BE EMBOSSED ON THE TOP SURFACE OF EACH GRATE LETTERING TO BE RECESSED 1/16". 5. EMBOSS GRATE WITH MATERIAL TYPE, Of (FOR DUCTILE IRON) OR CS (FOR CAST STEEL), NEAR THE NAME OF THE MANUFACTURER. 6. THERMOPLASTIC CATCH BASIN MARKING TO BE INSTALLED WITH ALL NEW OR ADJUSTED CATCH BASINS, EXCEPT THOSE WITH SOLID UDS. 7. PLACE CATCH BASIN MARKING,'OUTFALL TO STREAM. DUMP NO POLLUTANTS". ON THE SURFACE OF EACH GRATE, PREFERABLY LOCATED IN THE BORDER AREA. 8. LOCKING LID REQUIRED WHEN NOT INSTALLED IN A CITY STREET. VANE DETAIL SECTION C-C NO DOUPR101 DRAWS TO STREAM 5• 1_26-�J� ZUWRWOUSTRIES HOT TAPE iI5 S450ORAPPROVEDEQUAL CATCH BASIN MARKING NOT TO SCALE City of Tukwila CATCH BASIN & INLET VANED GRATE SHEET: DS-06 REVISION WTI: 08.03 APPROVAL.: B. SHELTON PLAN -•\‘`�"•.`\"\\\\\‘\‘•`•\`'% %:10 SECTION B-B NOTES: 1. SET TO GRADE AND CONSTRUCT ROAD AND GUTTER FLUSH WITH FRAME. 2 INSTALL VANED GRATE PER DS-06. 3. USE CATCH BASIN MARKING PER DS-06. NOT TO SCALE City of Tukwila INLET THROUGH CURB SHEET: DS-08 REVISION at 08.03 APPROVAL: B. SHELTON I • INTEGRAL NONSKID PATTERN TOBECASTOti TOPOFC0J8t I`ZeAr '%1//4 %/.IY7/%2 26117 MAC LJRF CA PO SEAT SECTION A -A CAST IRON LOCKING COVER MINIMUM WEIGHT 150 LBS NOTES: r r 1±- 12.11 I FRAME PLAN 273C 2E.Vt PIPCFPNE GROIBDSEAT. SECTION S-B CAST IRON FRAME MINIMUM WEIGHT 210 LBS I 1. FRAME TO BE GROUTED 2 OFC 80430 DIT. IFCO 825 OR APPROVED EQUAL 3 COVERS SHALL BE LABELED WITH T RAISED LETTERS SAYING 'SEWER' WHEN INSTALLED ON SANITARY SEWER; 'STORM' VAEN INSTALLED ON STORM DRAIN WITHIN RIGHT-OF-WAY; 'DRAW WHEN IiNSTAU ED ON PRIVATE PROPERTY; 'WATER' WHEN RISTAL.LED ON POTABLE WATER OR RECLAAMED WATER' WHEN INSTALLED ON RECLA EDWATER 4 INSTALL SO BOLT HOLE ALIGNS WITH CENTER OF TIE LADDER. SST WHICH L E City of Tukwila MANHOLE W FRAME WITH COVER STD: DS 09 e 08.03 I APPROUNL: B. SHELTON • 6" RISER SECTION 12" RISER SECTION PRECAST BASE SECTION 0rEASURENIEHT TOP OF THE BASE) NOTES: 1. MAXIMUM DEPTH FROM FINISHED GRADE TO PIPE INVERT SHALL BE 5'-47'. 2. CATCH BASINS TO BE CONSTRUCTED IN ACCORDANCE WITH ASTM C 478 (AASHTO M 1991) & ASTM C 890 UNLESS OTHERWISE SHOWN ON PLANS OR NOTED IN THE STANDARD SPECIFICATIONS. 3. REBAR WELDED WIRE FABRIC HAVING A MINIMUM AREA OF 0.12 SQUARE INCHES PER FOOT MAY BE USED. WELDED WIRE FABRIC SHALL COMPLY TO ASTM A 497 (AASHTO M 221). DO NOT PLACE WIRE FABRIC IN THE KNOCKOUTS. 4. THE BOTTOM OF THE PRECAST BASE SECTION MAY BE ROUNDED. PRECAST BASES SHALL BE FURNISHED WITH CUTOUTS OR KNOCKOUTS_ KNOCKOUTS SHALL HAVE A WALL THICKNESS OF 2" MINIMUM. 5. KNOCKOUTS MAY BE ON ALL 4 SIDES WITH MAXIMUM DIAMETER OF 20". KNOCKOUTS MAY BE EITHER ROUND OR 'Di SHAPE. PIPE TO BE INSTAL LED IN FACTORY SUPPLIED KNOCKOUTS. 6. KNOCKOUT OF CUTOUT HOLE SIZE SHALL BE EQUAL TO PIPE OUTER DIAMETER PLUS CATCH BASIN WALL THICKNESS. 7. THE TAPER ON THE SIDES OF THE PRECAST BASE SECTION AND RISER SECTION S! . L NOT EXCEED 112" PER FOOT. 8. CATCH BASIN FRAME AND GRATE SHALL BE IN ACCORDANCE WITH STANDARD SPECIFICATIONS AND MEET THE STRENGTH REQUIREMENTS OF FEDERAL SPECIFICATION RR-F-6210. MATING SURFACES SHALL BE FINISHED TO ASSURE NON -ROCKING FIT. 9. FRAME AND GRATE MAY BE INSTALLED WITH FLANGE DOWN OR CAST INTO RISER. 10_ VANED GRATE. REFER TO DS-06. 11. REFER TO DS-06 FOR CATCH BASIN MARKINGS. NOT TO SCALE City of Tukwila CATCH BASIN TYPE 1 SIT. DS-01 norms at 0803 I APPROVAL: B. SHELTON 1 I-- 2S UAX e' M?i TO *VAX Y ✓ a 4 'B' (IZ IEAX3 MORTAR FILLET 41rEM BO'DIA•3' Roam I� 20' X2COR 2rOtLLETD 4 5TORGO' CAST PI PLACE I COR SEPAR ASST IN RACIGEE 'Or RING PSEOLST BASE: Jura I TAL i i L FRAME: ATD GRATE OR RPiG AND COVER RISER OR ADJUSTMENT SECTION HAtDITOLOS FRONT STAB OOVcR STEPS?W LADDER cotEco' 1 :•`-.I ,! REtEORCPSsTEB. (FORPIZEASTEASE V TH RrreaA.ravz; 01590tiT:rIIEACH DEE!:ION FOR td' 019SO SIFT IN EACH ORE?C'ION FOR SC 02590 PWT IN EACH DETECT ON FOP&7 -C`-11`.�``c•= PtECASTBASE WTHINTEGRA.RISER •ram' +%a.GRAVELGAMMA. KIRPIPE BE.2>OIG► r L s !Ml CCRPACTED DEPTH FO3 PRECAST ekses SEPARATE CAST IN PLACE OR SEPARATE PFECAST BASE RESFCRCCIGS ED. fORSEPARATE EASECJ&Y) 02380PLfT IN EACH oseCfONTOR 4E 0 :9 90 I l& T IT: EACH MEMO* FOR 54 G259O PWT 31 EAD1 DPICDON FORST NOTES: 1. HANDHOLDS IN RISER OR ADJUSTMENT SECTION SHALL HAVE 3 Ui"N. CLEARANCE STEPS IN CATCH BASIN SHALL HAVE 6" MIN_ CLEARANCE NO STEPS ARE REQUREO WHEN 'W IS 4' OR LESS. REFER TO DS-10C AND OS-11 FOR STEPS AND LADDERS. 2. PRECAST BASES SHALL HAVE CUTOUTS OR KNOCKOUTS WITH A WALL THICKNESS OF T MIN. HOLE SIZE SHALL BE EQUAL TO PIPE OUTER DIAMETER PLUS CATCH BASIN WALL THICKNESS. MAXIMUM HOLE SIZE IN 36' FOR 48" CATCH BASIN, 42" FOR 54- CATCH BASIN. AND 48' FOR 6Q' CATCH BASIN. MINIMUM DISTANCE BETWEEN HOLES IS 8'. 3. ALL BASE REINFORCING STEEL SHALL BE PLACED IN THE TOP HALF OF THE BASE, T CLEARANCE 4. TIE BOTTOM OF THE PRECAST CATCH BASIN MAY BE ROUNDED 5. FRAME AND GRATE MAY BE INSTALLED WITH FLANGE DOWN OR CAST INTO RISER. 6. LOCATE STEPS AND LADDERS AWAY FROM OPENINGS AND CENTERED OVER TIE MANHOLE REFER TO 06-0S FOR VANED GRATE AM) CATCH BASR4 MARKINGS NOT TO SCALE City of Tukwila CATCH BASIN TYPE 2 7ir( SWEET: OS-02 IIIensow ft Ok03 I AISIIOWL: B. SHELTON • • I 95254.08 C9 • • I, 1 , r. - `r I 135 PSI ; 7.474 GpM 0 20 PSI REST I UAL 1.600 GPM 0 128 PSI 1 if 1.4O xerCUT-IN KO Ft,aw) 1�8•�11 fix11.0 1.,.CONC; 8LOcic .m V V I - t 3 it ',�! I�\'_I'.2:,4- GRD-.1a.j saT; r ,I- a 'a . -I l ` — I - ..><,.. ��� Al -- = _ r ....r Le- e w�tfl,�rv' YCy.:IaA�.e l riAffl IAA? LR f .,ft laws . .mac NORTH. ROAD r - 44 • ' r . 11.4m1tOM S.W. 1 FOR STREET IMPROVEMENTS :- & UTIUTIES SEE STREET PLANS! ' (SEPARATE PERMIT) -r M COdNEGY _L C6 IE'' 7.00T--- .r ammoamiummom ix �r �3 - - I� pia- I: AN 1.4 )iii‘ieggimizmta,- is lei ■ - 1 MINKLER BOULEVARD CAISCIOIMaSSIIiirgrat 'ZarfOta . VA" MI MUM�_�"CSOSIMICI sAWM-426-11E6 WO 'MVOS IR 10,44m r•••• 4 SEC. 26, TWP. 23 N., RGE 4 E., W.M. 2 1-rcv (i • -- 7-4 nerTJ)v11iG $F(1Rltii) r-6 G.v.(FLIa01) GLF-WtIP 0 S2 1.• NV- ASST. 1-oOMC ao _.�._•_ IMMO tin a 4,5 • - - nert j 1- • • fy) • L 30 0 1S GRAPHIC SCALE W 6C 120 WATER SERVICE —ENLARGED PLAN (N1 BUILDING) SCALE:1"=10. 1)00-30 91F...8.01P 0.52 1. 901310b(MJ) • ( 1N FEET ) 1 inch - 30 IL ?IF 8'C v s. j 1--2TIERED OW. WA1iR 1--RPBA 80X (v Y 612E W/ IIECK PLANS 'ya PR/OR TO ANY CONS.) WATER SERVICE —ENLARGED PLAN (Si BUILDING) SCALE:1'=10 i • •,3 NOTE TO KOHL'S: *YOU WILL BE DEEMED TO HAVE APPROVED WE ENCLOSED PLANS AND SPECIFICATIONS IF NO WRITTEN OBJECTION THERETO IS MADE 1MTHIN TEN (10) DAYS AFTER YOUR RECEIPT OF SAME' g 0 OP A 8 u z c ate, I- N W u z a V J a �y 0 0 IZJ 2 0 V U M N O z Z *Olno cr +o�cj O ears%iz V) W ococ,Ice 000 Z • elai U) - x: Z 7 a15 w6 w Z o Z` W 3M V) Uwr new CO 611 WATER & SANITARY SEWER PLAN - WEST 0 U) SOU TH CEN TE SOUTHCENTER PKWY. & MINKLER BLVD. rr- i is a. CecieC .� JAt/,IHH I JD() soWe 8/23/06 95254.08 >r.r. C9 13 95254.08 Cl 0 •inaaa. - 1-1/21RRIC. DEDUCT VAI & EIACKFLOW PREVENTER -AIRMON EXIST. Id 0 1,0111., 111•110 .. -aim Ws ; --I 117 W LE r • 2-15S-TE.S;U.'s61.) ' 1,-5"G.V(Floas.$) 9..CCx R._140 r...ANGE MM. Sc.. .m... ... .1... I. lb MM....M. ••••• ..••••...m....•••• =Mir ..... .11C"Sliirr 1E5N2172 VI 1E241720V 1-. 8- 05•4101(10) Ca V) Id • Id :3 3C laas•.••••.. U) EP" 'lel' " .1.••• 41•11•• I I: i A•15.7 \ DWG \ Xf1 - G4i ----1ZIriitrIEEOFL)----- 1.12*G.V.(11.1511J) 1.-rbaAJ ADAPTOR 1'CONC BLOCK •••111. •••=0 p. I 411 z 7 , 7-17-tr- - I milaniziap "' coma Mikr•VVA. OD S1FSE PAS1E 01:11111111=6 AZ= altinly055"2" faX "INTOLforiV" Ingrallte"Iro 1111/171140:11. 11116.19.1=M011110000711111b6 11C. se 1110011 10 PIOCIEOS I 4 • 41 T• S.W. 1/4=21-67=23 N., ROE 4 E., W.M. NORTH ROAD 1.42%111EE(FL) rd1.42"0.V.(11.x1AJ) tkfLASIJ ADAPTOR 1-ro.v.m.44 1..CONC BLOCK mom I 1,4 G4FFN f_ A TH i• ONLY 1 111.0-smm.m. 1-931043010 1.-cosoc aock TA: 6004k 415141. SirldrVEDUCEKS1.1.213) ...ow moor m.o. T-- Euxam.9311111--410 ME11111 M.1111=1 7- 22.08 FOR STREET IMPROVEMENTS & UTILITIES SEE STREET PLANS (VARATE PERMIT) §t 23.61 , I • NORTI-I ROAD _....._.._.._ a.m. mums 23.20 _• PROPOSED KOHL'S BUILDING BUILDING SUBGRADE=25.67 FF=26.5 *POT UM - -4,0cAscaLeaot -**L... ralERWILIE•203, °KIP MINKLER BOULEVARD a -4-.21E100)-1k9 - - 1-41•114 30X (VERIFY 9ZE XS Pzer eetish)-- •M•1111. WARR FL( TEST 2 (8/12/06) STAJ)C 150 PSI FLOW: 6.106 GPM • 20 PSI RESIDUAL FLOW 1.600 GPM • 126 PSI mes-z ss I owart-n:s IELE ' `SP Ft 11.42' I 1•••CONC ! CONN( lE=16.7 TER TO DC IrSS 4 TH & LOCATION ANY CONSTRUCTION) W/ PLANS) SERVICE 'METERED ATEFI BOX VA1 OW UML) OCK SD 0 1.0% IR& TO NEW C9 SSW 21.57 Ev0.87 SEE STREET PLANS FOR Fail *no. INSTALLATION SEE bftQts MANS FOR FOE HD IfeSTALLATION JOLF-•3•50 6 1.0% MK CCAVECT TO wit cs II 1E5E14.72 i - ms•-twm• awl) SSIO, 1012221 CUL CHNIK04.01 IEMUROMO 30 0 ci& IS GRAPHIC SCALE 30 10 ( 114 Fur ) 1 blob =5. 30 IL 120 f ‘•-• r . /NCI. - (NV rrni. ":n . , NOTE TO KOHL'S: YOU WILL BE DEEMED TO HAVE APPROVED THE ENCLOSED PLANS AND SPECIFICATIONS IF NO NRITIEN OELECIION THERETO IS MADE WITHIN TEN (10) DAYS AFTER YOUR RECEIPT OF SAME: 0 C•I 01 8 01 03 ••••. 03 $.4 4 CITY COMMENTS s- Id 03 •TS 0 E -J WATER & SANITARY SEWER PLAN - EAST SIDE SOU SOUTHCENTER PKWY. & MINKLER BLVD. Jes 8/13/06 95254.08 C10 13 952454.08 C11 D i E i E i 22.6• 11.2P 11.28• AREA (SF) I LOAD (LD) AREA (SR) 1 I 617.62 1 N V V) e0 b 13 I' T H 2 t7 n b m ai g r v v N r' ei o$ /1 V) 2 r- S 4 A 8° 1: w n E s aD v A fig A ip ii a I. Qs gig S E 8 g Q) WA 40 ' n N N el 37 1 f $ 8 ,- r 2 r 0 22.6' LOAD (LO) 1.225.96 r n eV 8 eA Q 8 pp eD A 0 Epp O c.. O n v. 1 (pi 3 § h 30.724.12 I °° wa -. r n ea 44.242.74 60,219.2$ n N m '� 0 Vmi $ e) „.e en w O C 46• AREA (SF) 2 ma O n ea A a 2 f' o r •- e') 0 8 A I O O•Q�O•g_ vIr. V a - m to a1... r C my Y r tl Q 3 o 2 o O V! a-4n ^0Nn(41laNNVpNR n - 136,604.00 . N aa A 90• AREA (SR) 4 o ao r ao N (� �? vi n $ .- $ $ V. 40 ea 251 g v _ a _, aA0 Q g • V w a,o on re O itsv O is.ti 8 et N 4-g-'1' g o o V law inN Y b S N 000 h m P) •- V v h r aq 0 o � g .- 2 ig 1 .• N $ 0) $ N a 4 m 0) n v as V $ e�i a 1 E. )n n IIf 1577.5 n et^ V► 10 V�ia Et a an V) n VI n 'ftIQ n n inVt n n h v) lit n 14 a s u a. CC 0. $$ N N n N S$ N N 250 0 N n$ N N n N B N n N 2 N 2 N n$ N eV m43 4 A INI n 0 n m O Is O N O O O N r A - n r A ea N n. 0 pj P- V n Q O 0) co 0 eV H eA a Seo S. V O n 0 ea i1 •V O co CO N 24 40 N e0 10 C R MOTTO SCALE City of Tukwila BLOCKING CONCRETE SHEET: WS-12A 2 OF 2 REVISION a+: 08.03 1 APPROVAL: B. SHELTON CAPPED CROSS 90' BEND THRUST BLOCKING SIZE PIPE SIZE DIA A (ft') C I (ft) D (ft) E -I (tt ) 4- 4 2 1 1 6" 10 5 3 1 8" 18 10 5 2 10" 28 15 8 4 12" 40 22 11 6 14" 55 30 15 8 16" 71 39 20 10 18" ' 90 49 25 13 20" 111 60 k 31 15 22 , 135 73 37 ` 19 24' 1 160 87 44 22 28' 218 118 60 30 37 251 136 69 35 36' 361 195 100 50 42 491 266 135 68 48' 641 1347 177 ' 89 NOTES: 8'eARNG AMA OF CONCRETE T}RUST.BLO/..ecBASED C14 250 PS1 FLEssc>Rc Re SAFE SOIL BEARING LOAD OF 1000 POUNDS F-e..R SOLI FOOs_ 2 st0JUST BEARING AREA FOR OTHER PIPE 54ES. PRESSURES. Aa0SOLCCAOfTiONS 3. CONCRETE BLOCIGTIG SMALL BE CAST ?IMAM AND HAVE A 1PAN;4 2, APEA OS 14 SOAVE FOOT BEARING AGAWST THE 11'MS 4 COMPACTOR SHALL GALL BLO'rI0PIG ADEQUATE TO WTISTAADFULL TEST PPESSIF ASVEIL ASTO CO•TOLICUSLY VNRn16TANI OPERATION PRESSURE 4440E R ALL CCFCCPo•NG OF SERIACE. 5 F€€GTr CF THRUST BLOCK 114NT BE EGW L TO OR LESS THAN T 2 THE DEPTH FROI TIE GRIMM) SURFACE TO THE 13.000S BMX 6 UL ANZED fR ASP I/ LT- ;OATED SI R. THREPZED ROCS Alta 0Q j $ 7 Rf-rER rc CHAPTER 7OF :T+EsE STANDARDS A TEE W/ PLUG TEE WIO PLUG 45' BEND 11-114' BEND 22-1►2' BEND MOT TOSCALE City of Tukwila i MEET: BLOCKINGJHORIZONTA L) CONCRETE WS-12A 1 OF 2 NE1IISOM 111: 08.03 B. SHELTON a •-.•w/uyGt+ -- t6 M. -. ww. 4:14--4.9•41-<430 C7 IA Ill S.W. 1 4 SEC. 26, T. 23 N., R. 4 E., W.M. ICE TPPED7 UMISTURliED6R0lAD WATER MAIN NOTES: r BRASS PIPES. DIRE/QED OONCFNEIE Ufwf KOC1c CAST IN PLACE PLAN VIEW VALVE BOX SEE WI34160 SrUK THREE 2' STREET EWB01YS USER 60)( 3'4' CLEAR rx2-17BRASS ADAPTOR SCREIIIEDX NATIONAL STANDARD 1106E THREADS 2-IQ"CA1 NTH GASKET ■ NOIWNTEO �/114 r o0UPUNG r•o' BROW NOORM1101E r PIPE: IHREAOEO ELEVATION VIEW 1. ALL PIPE BEYOND MAIN SHALL BE PAINTED BRASS 2. INSTALL CAST METAL VALVE MARKER POST AND EXTENSION PIPE ADJACENT TO METER BOX PAINT WITH TWO COATS OF NON -CORROSIVE PROTECTIVE PAINT, PER AW.W.A STANDARDS. 3_ TWO PIECE CAST IRON VALVE BOX WITH STANDARD 24" BASE AND 18" TOP WITH 2" OVERLAP. RICH VALVE BOX OR EQUAL LIDS TO HAVE TABS_ 4. REFER TO CHAPTER 7 OF THESE STANDARDS. 5. REFER TO WS-12A & WS-128 FOR BLOCKING. WS-06 FOR VALVE BOX. NOT TOSCALE City of Tukwila WATER MAIN BLOW -OFF ASSEMBLY SHEET: WS-09 REARMSI: 08.03 1 APPROVAL: B. SHELTON DIMENSIONS METER SIZE 1-112" 2' Dimension A' 1325' 1725' Dimension B - Riser Height 12',15'% 18'. 21'. 24", 27' 12',15".18'. 216. 24'. 27' Dimension C - Nominal pipe size of inlet and outlet 1-112" 2' Dimension D' 21.50" 26.63' NOTES: 1. COMPOUND METER SUPPLIED AND SET BY THE CITY. 2' SINGLE REGISTER METER REQUIRES PRE -APPROVAL 2. METER BOX SUPPLIED BY PERMITEE. 3. METER SETTER TO BE APPROVED BY THE CITY INSPECTOR PRIOR TO BACKFILL. 4. REFER TO CHAPTER 7 OF THE STANDARDS. 'CONTACT PUBLIC WORKS OPERATIONS FOR PREFERRED SPACING. NOT TO SCALE City of Tukwila METER 1112"AND 2"SETTER SHEET: WS-02 REVISIONSI: 08.03 1 LAST REVISIOlt 08.04 APPROVAL: B. SHELTON If3 um OR 3 TIV S1O1A aFTFE TAP, VHO•E`lat MOW -MR ELEVATION VIEW NOTES: 1. USE FOR TAPS ON CEPA34T UNED DUCTL&E PIPE. 2 PRE -TEST ASSEMBLY BEFORE DRILLING. 3. REFER TO CHAPTER 7 OF THESE STANDARDS 4. REFER TO WS-:3 & WS-14. NOT TOSCALE City of Tukwila WATER MAIN TAPPING TEE NEU; MIS-10 11131110011t(1)113 1 +r*IOXB. SHELTON TOP OF TRENCH 1.3 X*DEPTH' (MX WIDTH) PAVE':ENT PATCHING (SEE RS-03) BACKFla NOTE: 1 ..---_- 1rMN. 4' AWL i 4ER (YA • 24' (WAX BOTTOM OF TRENCH 1 IRLY.7d INAX 6' 1. ALL BACKFIIL SHALL BE 518' CRUSIED ROCK COMPACTED TO 90 % MODIFIED PROCTOR PTIMUU OF . 2 REFER TO RS-03 FOR PAVEMENT PATCHING_ 3_ PAVED AREAS BACKFILL WITH CRUSHED ROCK 4. UNPAVED AREAS: BACKFILL MINH NATIVE MATERIAL OR CRUSHED ROCK IRT70SCALE • City of Tukwila TRENCH BEDDING AND SACKFUL. SEM WS-18 1ama st esa3 1 POrPOW t; EL SHELTON i - ® PAINTED HIGH TENSILE D.I. SERVICE SADDLE WITH DOUBLE STRAP. AWWA I.P. THREAD TAP, ROMAC 2026 OR EQUAL SIZE AS REQUIRED. ® CORPORATION STOP. AWWA I.P. INLET BY MALE IRON PIPE THREAD OUTLET. MUELLER BALL NO. B-2969 OR EQUAL AS NEEDED. ©COUPLING MALE IRON PIPE THREAD BY MUEU.ER 110 FITTING, MUELLER NO. H-15451 OR EQUAL COPPER TUBING. TYPE K OR HIGH MOLECULAR DENSITY POLYETHYLENE. TRACING TAPE FOR POLYETHYLENE PIPE. NOTES: 1. SERVICE LINE SHALL BE PERPENDICULAR TO THE WATERMAIN UNLESS OTHERWISE APPROVED BY THE ENGINEER. 2. BYPASS WILL BE LOCKED OFF BY CONSTRUCTION INSPECTOR WHEN METER SPREADER IS INSTALLED. 3. METER WILL BE SUPPLIED AND INSTALLED BY THE CITY OF TUKWILA_ 4. SETTER SHALL. BE POSITIONED TO CENTER RIGID SPREADER UNDER INSPECTION LID AND PROVIDE ADEQUATE CLEARANCE BETWEEN BYPASS AND BOX WALL FOR OPERATING AND LOCKING BYPASS VALVE. NOT TO SCALE City of Tukwila SERVICE 1-112" & 2" DOMESTIC MEET: WS-03 I VIS OO S1: 08.03 APPR0WL• B. SHELTON (v3e4 MATERIAL LIST- COPPER BYPASS Q 2- FLEE_ CMG. TOFIT. EQUAL TO ROC/LNELL 441 ( REDUCE AT TAP). 0 2 - SINGLE STRAP SERVICE CLAMPS EQUAL TO R UAC 101 'MTH IPS TAP. ROC3061131313. 0 3-STRAIGHT CPLG.. CEPPERT0OUTSIDE IP.THREAD EQUAL TO ILLI .LER H-15428 110 OCLAP- • 1-v4 we CPLG. COPPER TO COPPER, EQUAL 10 MUELLER H-15526. © 1-114 BEND CPLG.CCPPER TO OUTSIDE LP. THREAD ECIU .TOILUELLEEt H-15630. © 2 - WILL VALVES WITH PADLOCK WINGS OR LOCK CAPS SLIER). E37 2-GV.FLEQUAL TO/WRIER A23076. c1 3' TO6.00NPOUND TJETER SUPPLED BY CITY. • 1-CLNWT, R.. X PE LENGTH TO FIT. 49 1- CPLG.ADPT.. FL EQUAL TO ROCKWELL 912. MATERIAL LOST- Di BYPASS n �3 2-RI:XCMG. TOFIT_ 2 -D1FL X PE.. LENGIHAS REQUIRED • 2-TEE.FL • 2-GM, FL. MIELLERA.23i0.6ORECM- 1-3•T000METER. ASSPEORED. 1- ADM R-XPE.1rLONG. 1-CPLGAMT FT_EQUALTOROCKWELL 2-GV.FLEQUAL TOMUELLER AZ3706 (G.v. SATISFACTORY LOCKM MOM MUST BE l'J 3-DJ.PIPE FL EACH END.!ENGEM TORT. -90.6ElDS.RANGE. 0 u 0 IWO m•.■o. NUM& INN MA IQ OM WC a Q :dos age I GENERAL NOTES: 1. HIRERS SUPPUED BY CITY. 2. VAULTSW.U. BE PRECAST CONCRETE VAULT. 3. ALL PIPEAWRINGS 4'PAD LARGER SHALL. BECEIE1ITLWEO.CLSI 4. PIPING FROUAWN TOVAULTSWNLLBE4'ON7METEZINSTALLATION. �, TEE WITH VALUE ON EXISTING UAW REQUIEM 5. REFER TO SECTION 7 32. a--• _ TO PT G E FOIE sRAW TOP OF YiAT TO MSFED GRADE 1') PLANTED AREAS 67112**45 CPCWI WCIENWIED OWUISTEit MOWER wins DUCTILE IRON SY-PASS I i •- - 1IK'6AyY •= ' retE SOtiWZAND•A•A*ETL a' : n* ' " • SWETV PURE feeja4t3'41 T75R$ S2E 1 r,! I•• . 1-2-115was. 7?_ 1 SUPPORT ELcos ri-waGE --14BAR-TONE•/P EACH COVER IPSAT sa:oscrats VERT £111 Ps2OIeTAL 147- RCJ61NDROocSASE ilea TKO( IeSTRL rocicseniz SEWEtian TOMTLKi4T: DRORPJI ItsESSOMER/ W APPRCIIED NOT TOSCALE City of Tukwila METER r TO r SHINE WS04 RTEII1c = sr !sa3 AMOVIII: B. SHELTON 1 f � 1 • • 0 b eA 0 er W O lY 0 S J N� F W V V) ✓ z L. o2 U 1- (.1 N z Z W SOU W WASHINGTON 1 1- *ar. by 1"=30 95245.08 *40t C11 sf 13 • NOTE TO KOHL'S: "YOU 'Atli BE DEEMED TO HAVE APPROVED THE ENCLOSED PLANS AND SPEC/MATIONS IF NO %WITTEN OBJECTION THERETO IS MADE WITHIN TEN {IO) DAYS AFTER YOUR RECEIPT OF SAME.' 1 952454.08 C12 NOTES: 1. RUBBER GASKET & GROUT AT ALL JOINTS GROUT ALL LIFTING EYE HOLES. 2. STEPS SHALL BE LANE UP-13938. REFER TO SS-13 FOR STEP DETAIL NOTES: 8' UNAI TO 18' 14AX PRECAST CONCRETE RINGS PRECAST CONE SECTION CONSTRUCT CHANNEL & SHELF IN FIELD_ SMOOTH FINISH WITH CLASS 3000 CONCRETE. (OPTION: PRE -FABRICATED PVC/FIBERGLASS CHANNEL) KORN-SEAL LNSEE DROP RAN 01* VAX 1.5) L "hi Pr & COVER 24 MAX �J 18' MAX j STEP ¶71YP. ACCESS DETAIL SLOPE SHELF TOPIPE: 4% SIDE CHANNEL CRUSILFOROCK 17 MAN. ( CHANNELIZATION PRECAST BASE NOT TOSCALE City of Tukwila MANHOLE ACCESS AND CHANNELIZATION SHEET: SS-08 REVISION SI: 08.03 APPROVAL: B. SHELTON DING' A CONCRETE rWitt PIPES I 1• PLET r DAL. A CLEAR ACCESS OPEHPI GS PLAN VIEW AWIST TO GRAZE iY _ - ..... - .. GROUT ALL AMINO 6OTH SHOES ?-O LIDAG H I SLOT BOTH SEES 24' CIA WORM MARE- &COVETt AAL4 a GAS TIGHT 3PLCS (2 PLCS ON 5774A) ,MOTES: SECTION A -A 1_ REFER TO CHAPTER 80F THESE STANDARDS. 2. CONCRETE: 28 DAY COMPRESSIVE STRENGTH re = 4500 PSI 3 REBAR: ASTM A-615 GRADE 60_ 4. MESH: ASTIR A-t85 GRADE 65. 4 DESIGN. ACI-318-83 BUND6'lG CODE ASTM C-857 STRUCTURAL DESIGN LOAD64G FOR MONOUTHIC OR SECTIONAL PRECAST ATE WATER AND WASTEWATER STRUCTURES'. 5. LOADS: 11-20 TRUCK WHEEL WITH 30% IMPACT PER AASHIO. 6 FILL WITH CLEAN WATER PRIOR TO START UP OF SYSTEM. 7. CONTRACTOR TO SUPPLY 8 INSTALL AIL PIPING a SAIWUNG TEES. 8. ONLY GRAY WATER. EXCEPT DISH WASHERS. 8I J L K WATER SHALL BE CARRIED BY SEPARATE SiCE SEWER SIZING CHART DESIGN NI mbei Of Ideats x Waste to Flow x Rete1,50 , x Storage = Capaa4y FORMULA Per Peak Hems Rate Time Factor In Gagers GAL.OIICAPAIXIY t Tp. 11I158 SS.. flS. 2DN - 2548 vss 3100 14HN I SAGO WO W cu so0EL" r 4 GA 4*f4I 'SaISG A s ts',T' st2$L s7 I IF4 c s 4' 7 a i ir-11 A. 1tl1�1r rT 1 !r IT-T I sip in" 74- sr 74' sr 4-r NFr if sr sr war vtr QN MC' r-r r4' r; ram' sr sr sr s-T e.r s sr firs- T o4I'0" 4'4i 54' sr its- C-7- 94- Cr sr Pr s-r -. Ti- (au►'Fa!OEPT.towe- 7aI' J 11a1' _ 44. Cr slr C.KT sr Ora` it 4'4" sir City of Tukwila SHEET: TNT TO SCALE GREASE INTERCEPTOR SINGLE VAULT 1MTH DOUBLE BAFFLE SS-14 antamosa: 08.83 I LAST1AE1I901k APPBOVAT.: B. SHELTON • S.W. 4 SEC. 26, T. 23 N., R. 4 E., W.M. r AT MJN TO 25 MAX. r i 1 I L mow U MANHOLE RAG MIDOOVER F--ACCESS 4' UN STEP PEE DIAMETER MAX 21' FOR48' Y H. MAX 37 FOR 54' M H. O4AMIWZAIXXN . i 8'MELATCL� = . 18' VAX' NOTES: __J IrmAX• • IOUS MOP IMMO nwri 6' J- 1. MAX- PIPE DIAMETER MAY BE LIMITED BY PIPE CONFIGURATION OR AS DETERMINED BY ENGINEER 2. RUBBER GASKET AND GROUT AT ALL JOINTS. 3. GROUT ALL LIFTING EYE HOLES. 4. SEE SS-08 FOR ACCESS AND CHANNELIZATION. 5. SEE SS-13 FOR STEP DETAIL 6. INSTALL PER CHAPTER 8 OF THESE STANDARDS. ' APPLIES TO 24" OR SMALLER DIAMETER PIPES. NOT TO SCALE City of Tukwila MANHOLE 48" AND 54" STEEL: SS-04 REVISION 41: 08.03 APPROVAL: B. SHELTON 1. I -Us RAISE -1/711ADE DOWER PLAN VIEW ELEVATION LAFaEDCO CAST IRON RING AND COVER NOT TOSCALE INTEGRAL NON900PATTERN JOBE CASTOR TOP OFCCNE R "/"/~.. F4 ice/ WAK1,7".#% SECTION A -A CAST IRON LOCKING COVER MINIMUM WEIGHT 150 LBS MAWS.1/2' THICK SECTION B-B CAST IRON FRAME MWIMUM WEIGHT 210 LBS 1_ FRAME TO BE GROUTED 2 OFC MH30 DIT. FCO 825OR APPROVED EQUAL 3. LOCK COVER WITH THEE 1J7 BOLTS AND PROVIDE A PICK HOLE. A. COVER SHALL HAVE THE WORD "MIER' N T RAISED LETTERS WHEN USED IN CONNECTION WITH SANITARY SEWER WSTAL ATIONS City of Tukwila MATERIAL LISTING: SANITARY SIDE SEWER CLEAN -OUT SHEET: SS-03 REASON NI: 08.03 APPROVAL: B. SHELTON T 1. 3144' SHACKLE RODS WITH STAR BOLTS AND ASPHALT EMULSION COATING. 2. 4' MINI. DJ. CLASS 52 PIPE. 3. PRECAST CONCRETE VAULT WITH HINGED STEEL PLATE COVER. DIMENSION TO VARY WITH SIZE OF ASSEMBLY. 4. O.SJi.A APPROVED LADDER IF OVER 30' DEEP. 5. PIPE SUPPORT STAND UM)ER EACH CHECK VALVE. 6_ COPPER OR BRONZE BYPASS WITH AN APPROVED DCVA AND 314' WATER METER. 7. APPROVED DCVA IN MAIN LINE WITH TWO RESIDENT SEATED SHUTOFF VALVES AND TEST COCKS_ 8. to'. tr. 6' OR 4' COUPLING ADAPTER. FL 9. HY. 8'. 6' OR 4- FL'PE DJ. CLASS 52 PIPE LENGTH TO FIT. 10_ GROUT INTERIOR AND EXTERIOR ALL AROUND PIPE USING NON -SHRINK GROUT. 11. 10'. 8'. 6' OR 4' GAYE VALVE FL'MJ WITH POST INDICATOR VALVE. 12. FLANGE TEE ASSEMBLY SIZED ACCORDINGLY. 13. FLANGED 90' BEND. 14. 4" OR 6' Di. CLASS 52 PIPE FL•FL 15. 4' OR 6' 90' BEND FL t6. 4' OR 6' DI CLASS 52 PIPE, FL'FL. 17_ 6' 90' BEND. FL 18_ UL LISTED 5' STORTZ CONNECTION WITH 30' OR 45' ELBOW. 19. 6' DI CLASS 52 PIPE LENGTH AS REQUIRED RANGE • THREADED P.E. 20_ 6' 90' BEND FL 21. SWING TYPE GRAVITY OPERATED CHECK VALVE WITH BALL MP VALVE TO BE NSTALLED HORIZONTALLY. DETECTOR DOUBLE CHECK AND VAULT ASSEMBLY GENERAL NOTES: 1_ BACKFLOW PREVENTORS SHALL BE APPROVED BYDEPART1ENT OF HEALTH. 2. SIZE VAULT BASED ON SIZE OF APPARATUS AND MEETING MMIII6JM CLEARANCES. 3. A SEPARATE DETAIL PLAN FOR VAULT INSTALLATION AND SPRINIQ.ER LINE MIST BE S1.10 NITEO AND APPROVED BY THE FIRE MARSHALL PRIOR TO INSTALLATION_ 4. MINIMUM APPARATUS SIZE SHALL BE 4'_ 5. VAULT SHALL BE SEALED TO PREVENT WATER LEAKAGE 6. LADDERS SHALL BE REQUIRED WHEN DEPTH FROM TOP OF LID TO FLOOR OF VAULT EXCEEDS 30'. INSTALLATION OF ALL LADDERS SHALL BE IN COMPLIANCE TO O.SJLA. 7_ LOCATE VAlil_T IN PUNTING AREA AND NOT N PAVING APEAL LR&ESS APPROVED BY THE ENGINEER_ 8. FITTINGS SHALL BE IN ACCORDANCE WITH ALL APPUCABLE REOII EAENTS OF ANSVAW WA C110/A21_10 AM) CEMENT LINED (SEE APWA 8 AWWA). 9. PIPE SHALL BE DUCTILE IRON MEETRIG ANSI A21.51, CLS2 & CEMENT LNEO. 10. TEMPORARY SUPPORT SHALL BE PROVIDE) ULMER VALVES AT THE T/AE OF INSTALLATION. AFTER COMPLETE INSTALLATION INSTALL PERMANENT PIPE SUPPORT STAND. 11. PROVIDE BALL ORP VALVES ON F.D.C. CHECK VALVE ASSEMBLY OR AT BOTTOM OF F.D.C. RISER 12. FIRE DEPARTMENT CONNECTION TO BE PROVIDED WITH ONE (t) 5" STORTZ CONNECTIONS AND TWO 30' OR 45' ELBOWS_ 13. ALL UNDERGROUND PIPING TO BE INSPECTED, RUSHED, AND PTA TESTED IN THE PRESENCE OF AN INSPECTOR PRIOR TO COVER MD CONFECTION TO THE OVERHEAD SYSTEM 14. UPON NSTALLATPON, BA K ROW PREVismnow ASSENMJES ARE TO DETESTED BYA CERTIFIED TESTER NAALL TEST-COCKKS ME TO BE PLUGGED AFTER THE TEST_ THEREAFTER. ANNUAL TESTS SHALL BE PERFORMED AT OWNER'S EXPENSE. MID COPES OF TEST RESULTS SHILL BE PROVIDED. 15. CONCRETE YAM SHALL HAVE ONE 4'XV OR1WC)XX?WEB_ HINGED DOORS. 16. 8AACIOFLOW PREVENTION VALVES AND POST OR WALL IAIICATNG VALVES SHALL BE PROVIDED WITH UL CENTRAL STATION TAMPER SIWERVI ION. CROSS CONNECTION CONTROL DETECTOR DOUBLE CHECK VALVE AND VAULT MT= WS-15 20F2 s ware Fit ,\\ams /,\/ SIDEWALK Is. &CATCH MARS OFPTN CURB MO GLITTER MIMEO PAVEMENT !L 2-3TASP4VIT COATEOSTEEL SHAME ROOS MANGE SEE VALVE 00XOETAL 4i RESIWlT WEDGE GATE YAM CAST RON WE (CEMENT LNEOI 4WXMIXFL SFL WS-12A .TDY4S133- VYDLSRAIDEO SOIL NOTES: 1. REFER TO OIAPTER 7 OF THESE STANDARDS- 2. HYDRANTS EQUAL TO WELLER NA423 OR CLOMP MEDALLION iF-2545r IA & H 929. 3. HYDRANTS SHAM BE EOU'PSD WITH TWO 2-i/r N..T. HOSE PORTS AND ONE r STORTZ PULVER DISCHARGE PORT AND SHALL HAVE A 1-IN' PENTAGON OPEN EFT OPERATING MT. HYDRANTS SHALL HAVE AG Mi. BO.:.^..'J CONNECTION AND 5-1W MAIN VALVE OPENING. AND SHALL HAVE 18• ABOVE GRADE LEVEL TO THE CENTER OF THE PUMPER DISCHARGE PORT. 4. HYDRANTS SHALL CONFORM TO A.W WA SPECFICATIONS C LO2-54: SHALL BE COMPRESSION TYPE AND SHALL HAVE ATM PEKE DREAXNG FLANGE WITH BREAKING THIVIB E AT THE GRCSNO ME OR STEM SHALL HAVE A SELF-OLIIG DRY BONNET VIER FACTORY FILLED RESERVORHOLDNG APPROXIVATELY 8 OUIK ES OF OK. OIL RESERVOIR SHALL BE SO DESIGNED AS TO GIVE A COMPLETE LUBRIC4110I1 OF STEMS EACH TIME THE HYDRANT IS OPERATED. THE UPPER STEM SMALL HAVE A BRASS SLEEVE. S. SHACKLE RODS SHALL BE AMYTALT-COATEDSTEEL OR CORTEPI STEEL. 6. GREEN BONNETS FILM L BE FARWEST FOREST GREEN (D3523). 7. PRIVATE HYDRANTS SHAH. BE PAWED WITH IWO COATS OF RUSTOLEUTA' f45S9 YELLOIYGLOSS OR FMYLEST CASE YELLOW (4 X3472) 8. WHERE NO CURB AND GUTTER IS INSTALLED. FIRE HYDRANT SHALL BE LOCATED CLOSE TO TIE PROPERTY LIE MD INSIDE THE RIGHT OF WAY OR EASEMENT. INSTALL BOUARD GUARD POST PER WS 14. 9. HYDRANTS *STALLED. RELOCATED OR OTH ER1 MKSE WORKED UPON AS A RESULT OF A PROJECT SHALL BE FRESHLY PAINTED. 13. HYORANF SHALL NOT BE CLOSER THAN 4' TO ANY FIXED OBJEC r WI1H THE EXCEPTION OF HYDRANT GUARD POSTS. PER INC 1424.03. City of Tukwila COMPACTED FOUNDATION GRAVEL UNDER VAULT City of Tukwila SHEE 1�-ONINI: APPROVAL_ FIRE HYDRANT ASSEMBLY AND SETTING WS-13 08.03 B. SHELTON I NOT TO SCALE LAST REWSIO x 08.04 1. DESIGN FOR 4' THRU 10' DOCV. CROSS CONNECTION CONTROL DETECTOR DOUBLE CHECK VALVE $ VAULT WS-15 1 OF 2 mem Ant 1813 annowL B. SHELTON 1 NOTE TO KOIIC& 1 WATER & SEWER DETAILS sT :r U 0' rah ( 1 SO 1"=30' oD -a YOU WILL BE DEEMED TO HAVE APPROVED THE 95245.08 ENCLOSED PLANS AND SPECIFICATIONS IF NO WRITTEN OBJECTION THERETO IS MADE WITHIN TEN (10) DAYS AFTER YOUR RECEIPT OF SAME." .,..t C12 a 13 con4 �: O O1 a. b W 5 W OC 0 re cr W V) Li V W 2 0 }0 1- 0 e•- air) z_ uD 0<Old 10 caw Of - WI y 0 WASH odes s. JDO 8/23/06 • • 95254.08 C3 SOUTHCENTER • GRAPMCSCALE t 1 NWT ) ! inch = 40 r_ .r0...107 r � SQAfz NORTH ROAD i- — �r — s __ - ir. MINKLER BOULEVARD LEGEND EXIST. SPOT GRADE PROPOSED SPOT GRADE EXST,NG CONTOUR PROPOSED CONTOUR PtGE UNE STAY cD CONCRETE PAY.NG CONCRETE SiDc-WALK SEER CEEANCST PROPOSED STORM PIPE tE� TY : al (Msi7. iO) taEs TY C6 (SOLO L:a) NEW TY 1 03 EYST C8 MST. ��S��U1Il; �� pp PROPOSED SEWER VVHaE PROPOSED WATER P-ARic G LOT LIGHT • 0 S.W. r OM. _ On. i f�� mu mom / /7YAW"; /4 SEC. 26, TWP. 23 N., RGE 4 E., W.M. LIGHT 1 i &C. PAVEiEeiT Ct. g 4_ VD OOIP 9SX 14.4x. DRY OEYSTY MEOWED PROC CR1 h' 6' 0011PACED Si :0.4 TOP CO. PSE r aY RE RECOUPS) °MOOG SOIL C POSOKS CORPACRED iOOFED9J6t E 932 PROCTJt INTERMEDIATE 3 AC. PAtiO OIT ATE; OOiiPACIFD TO 95X MAX CRY DOOM WOOFED PPOCTOR OR 6' COIPACED S iRFACeiC 10P COURSE VAY 1£ REHIRED PE OOG 9a 00,019063 CO OP4C1ED Al MME $S6 MEOWED PROCTOR PAVEMENT SECTIONS NORTH ROAD aim MINKLER BOULEVARD HEAVY %TS CO1PACs� TO 95X Kix EMY (earn WORD PROCOt Q! C COIFAC D s> AO% A:P COME VAY 6E WOUND PE>QB SOL comma CONPACED SeQtALE 93X MEOWED PROCTOR r - -_- - O.1- 0 W PROPOSED KOHL'S BUILDING BUILDING SUBGRADE=25.67 FF=26.5 f" r -,/ , ,•i/ / . •' //i %r/ :/ / ;7/,7, �'!!f /'%/' .7/ �''/i,• /� i % ' r: /� //'/ r / ,r, '/i/ )0sq i i i i 1 i i i i . • NOTE TO KOHL'S: 'YOU WELL BE DEEMED ENCLOSED PLANS AND WRITTEN OB€CTION TH TEN (10) DAYS AFTER OM2lawny Doge Osi r•To•amenctome t1a i TO HAVE APPROVED THE SPECIFICAFONS IF NO ERE TO IS WOE NITHHN YOUR RECEIPT OF SANE.* a 0 01 0 0 0 0 0 rn 4 n W W a 6 W a 0 dl S W K CITY COMMENTS 70 S cc » N O Z ti Q 0 PAVEMENT i SOUTHCENTER SQUARE SOUTHCENTER PKWY. & MINKLER BLVD. WASHINGTON x 1.=40. 95254.08 • r...- C 3 , 13 952454 08 R1 • GRAPHIC SCALE; '.O t24 I• t (DID) 1 inch = 60 IL I I • If i • Yr coy I • • r e. =Mom. r r .aearrr111••••..rrAM/m...rrrMEM. .rrs ear MAMA. rr- GENERAL NOTES: 1. LOCATIONS SHOWN FOR EXISTING UTILITIES ARE APPROXIMATE. 2. AT LEAST 48 HOURS BEFORE STARTING PROJECT SITE WORK. NOTIFY THE UTILITIES INSPECTOR AT (206) 433-0179. 3. REQUEST A PUBLIC WORKS UTILITY INSPECTION AT LEAST 24 HOURS IN ADVANCE BY CALLING (206) 433-0179. 4. THE CONTRACTOR ASSUMES SOLE RESPONSIBILITY FOR WORKER SAFETY. AND DAMAGE TO STRUCTURES AND IMPROVEMENTS RESU_TING FROM CONSTRUCTION OPERATIONS. 5. THE CONTRACTOR SHALL HAVE THE PERMITS(S) AND CONDITIONS. THE APPROVED PLANS. AND A CURRENT COPY OF THE CITY OF TUKIAiLA 'DEVELOPMENT GUIDEJNES AND DESIGN AND CONSTRUCTION STANDARDS' AVAILABLE AT THE JOB SITE_ 6. ALL WORK SHALL CONFORM TO THESE APPROVED DRAWINGS. ANY CHANGES FROM THE APPROVED PLANS REQUIRE PRE-APPROVA!. FROM THE OWNER. THE ENONEER, AND THE CITY OF TUKWILA. 7. ALL METHODS AND MATERIALS SHALL MEET CITY OF TUKWILA 'DEVELOPMENT GUIDEEUNES AND DESIGN CONSTRUCTION) STANDARDS". UNLESS OTHORVISE APPROVED BY THE PUBLJC WORKS DIRECTOR. a CONTRACTOR SHALL MAINTAIN A CURRENT SET OF RECORD DRAWINGS ON -SITE. 9. CONTRACTOR SHALL PROVIDE RECORD DRAWINGS PRIOR TO PRO.ECTt FINAL APPROVAL 10. PROVIDE TRAFFIC CONTROL AND STREET MAINTENANCE PLAN FOR PUBLIC WORKS APPROVAL BEFORE IMPLEMENTATION. 11. ALL SURVEYING FOR PUBLIC FACILITIES SHALL BE DONE UNDER THE ERECTION OF A WASirNGTON LICENSED LAND SURVEYOR. VERT1CA'_ DATUM SHALL BE NAVD 196e. HORIZONTAL DATUM SHALL BE WASF./NGTON STATE (GRID) COORDINATES. NORTH ZONE, USING HAD 83-91 SURVEY CONTROL AND TEED TO ANY TWO CITY OF TUK1M A HORIZONTAL CONTROL MONUMENTS. FOR PROJECTS WITHIN A FLOOD CONTROL ZONE. THE PERMITTEE SHALL PROVIDE CONVERSION CALCULATIONS TO SGVD 1929. 12. REPLACE OR RELOCATE ALL SIGNS DAMAGED OR REMOVED DOE TO CONSTRUCTION. 13. RETAIN, REPLACE CR RESTORE EXISTING VEGETATION IN RIGHTS -OF -WAY, EASEME`TS. AND ACCESS TRACTS. CONSTRUCTION NOTES: . ALL WORK PERFCRMED SHALL BE PER APPROVED PLANS AND SPECIFICATIONS ONLY. THE=-REMITNEE IS REWIRED TO MAINTAIN A SET OF APPROVED PLANS. SPECIFICATIONS, AND ASSOCIATED PEY1TS ON THE JOB SITE WORK SHALL aE PERFORMED IN ACCORDANCE WITH AU_ FEDERAL. STATE, AND LOCAL LAWS, PERM -Tiff SHALL APPLY FOR A REVISION FOR ANY WORK NOT ACCORYNG TO APAROVFi PLANS 1_ PEf:V:TTcE/Cad`:TR AC;O SHALL zr,RANGE A P/-cE-Cr0'1STRUCRON OCANTERENSE KITH THE C-T $ INSPECTOR(S) PRIOR TO BEG!::KWNG ANY 'AMC_ 3. WORK II ROADWAYS: A ALL WORK RI ROADWAYS S'4A .L MIT TWA 11 AND THE FOLLOWING: B. PRIOR TO ANY ACTIVITY 04 CITY RIGHT-OF-WAY, THE PERU :Tff 94ALL. PROVCE THE O T f A TRAFFIC CONTROL PLAN FOR REVIEW AND APPROVAL_ THE TRAFFIC OCIIIRCL. KIN SF�.tiL II"i.:1L:T1E THE LOCATION, ADDRESS AND DESCRIPTION CF TRAFFIC FLOW DII,RNI; TIE WOW AND SHALL MEET V:JTCD REQUIREMENTS. ALL WORK REOI RING LANE CLOSURES )$.CST BE BY PERIAT ONLY. FRCP./ ir't T -R ir& SDAY OVEWER TO Tt•E FO .CN) G JANIJARY 2,411, THE DIRECTOR DOES NOT ALLOW LAKE CLOSES IN `-E UICA/LA URBAN CENTER. J. FIDE, PEDESTRIAN. AND VD r.0 .I LR ACCESS TO BUILDINGS SHALL BE VAPITA.. D AT ALL TRIES, EXCEPT WEN PERMIT T TEE HAS F'�ERMISIQN FIRM TOE E tllDNG OIAI+iER AND THE DIRECTOR TO CLOSE AND ACCESS. E. ALL ROADWAYS SHALL BE KEPT FREE OF DIRT AND DEBRIS USING STREET SWEEPERS. USE OF WATM TRUCKS FOR CLEAWkNG ROADWAYS REQUIRES PRE -APPROVAL FROM THE DIRECTOR_ F. PiSTMj S tT'EL' PLATES OVER ANY TRENCH. AT ANY TAME WIIORIC IS STOPPED APO THE TRENCH IS LEFT OPOi. 1.-' 444Weli [-1••• _ wwr_dr Me AWE: fr rrnL fbA7-11.S LI a a S.W. 1/4 SEC. 26, T. 23 N., R. 4 E., W. SOUTHCENTER SQUARE TUKWILA, WASHINGTON NORTH ROAD .•.1•pl e•■••• ea ea eanw+ra. .6111aeMIIM arrr swan rr .0.•.+11r•..-aee�,�rr••e•eea eft r I rr erw.� ear .11M•mmkr,t rrritirr.r.�,y �.rr r �-;rib .411MIAIM6--rr�aAIM* ainsa.....rr rrr� 1 _ 1 �;: ti1\;:?{,y.14. $ .:$$'C•7�c i�� 4j•:'-Ws �,t+C•:: �:t iti�\y:Sl�b�4 C ��7�< ' ` "� • :�:�' �'•v ;•:::`,.Y •�''+ i:': ,.•�+ ` C•v".'i5'S � }rr.�v v � //.� � r .i�:• �:S :. Z'.�.":,%:, >...:.. :.�::. �.{•.,.1?`:.:.5•isdr....SLY:��.}fir,[:.....-._._:�`�.,: r... a.�<, J of LEGAL DESCRIPTION: MINKLER BOULEVARD PARCEL k THAT PORTION OF THE NORTHWEST QUARTER OF THE SOUTHEAST QUARTER AND OF THE NORTHEAST QUARTER OF THE SOUTHWEST QUARTER OF SECTION 26. TOWNSHIP 23 NORTH. RANGE 4 EAST. NM, DESCRIBED AS FOLLOWS: BEGINNING AT THE NORTHEAST CORNER OF THE SOUTHEAST QUARTER OF SAID SECTION 26: THENCE NORTH 8805 42' WEST ALONG THE NORTH LINE OF SAID SOUTHEAST QUARTER, A DISTANCE OF 1998.68 FEET TO THE WEST LINE OF THE EAST 659.34-FEET OF SAID NORTHWEST QUARTER OF THE SOUTHEAST QUARTER; THENCE SOUTH 0147'29' WEST ALONG SAID WEST UNE A DISTANCE OF 658.25 FEET TO THE TRUE POINT OF BEGINNING; THENCE CONTINUING ALONG SAID WEST UNE, A DISTANCE OF 66205 FEET TO THE SOUTH UNE OF SAID NORTHWEST QUARTER OF THE SOUTHEAST QUARTER: THENCE NORTH 87'55'02" WEST ALONG SAID SOUTH LINE. 666.56 FEET TO THE WEST LINE OF THE NORTHWEST QUARTER OF THE SOUTHEAST QUARTER; THENCE NORTH 0112'25' EAST ALONG SAID WEST LINE. 661.03 FEET: THENCE SOUTH 88 00'36' EAST 673.30 FEET TO THE POINT OF BEG N NG; EXCEPT THAT PORTION CONVEYED TO THE CITY CF TUKWEI.A BY DEED RECORDED AUGUST 29. 1994 UNDER RECORDING NO. 9408290323 FOR MINKLER BOULEVARD: PARCEL B: THAT PORTION OF THE NORTHEAST QUARTER OF TIE SOUTHWEST QUARTER OF SECTION 26. TOWNSHIP 23 NORTH. RANGE 4 EAST. WY.M.. DESCRIBED AS FOLLOWS: BEGN&NG AT THE NORTHEAST CORNER OF THE SOUTHEAST QUARTER OF SAID SECTION 26: THENCE NORTH 880542E WEST ALONG THE NORTH LINE OF SAO SOUTHEAST QUARTER. A DISTANCE OF 2678.68 FEET TO THE EAST LINE OF SAID NORTHEAST QUARTER Of THE SOUTHWEST QUARTER; THENCE SOUTH 0112'25' WEST ALONG SAID EAST LINE 657.29 FEET TO THE TRUE POINT OF BECROING; THENCE CONTINUING SOUTH 0112'25_ WEST 661.03 FEET TO TIE SOUTH LINE OF SAID NORTHEAST QUARTER OF THE SOUTHWEST QUARTER; THENCE NORTH 875553' NEST ALONG SAID SOUTH LINt 185.28 FEET: THiENCE NORTH 6158'27' EAST 349.95 FEET; THENCE NORTH 8755'53 WEST 48 FEET; THENCE SOUTH 0204'07" WEST 10 FEET; THENCE NORTH 815553E WEST 371.43 FEET TO A TANGENT CURVE TO THE LEFT. WITH A RADIUS OF 25 FEET; nvcE SCUTD4'BESTERLY ALONG SAID CURVE THROUGH A CENTRAL ANGLE OF 9055 31 ; AR ARC DISTANCE CF 39.67 FEET; THENCE NORTH 01'08'35' EAST TO A POINT KORTH 881DO 06' WEST TRW THE TRUE PONT OF BEGINNING; THENCE SOUTH 88'00'36' EAST TO THE TRUE POINT OF BEGh7/RIO, EXCEPT THAT PORTION CONVEYED TO THE CITY OF TUICWRA BY DEED RECORDED AUGUST 29. 1994 UNDER RECORDING NO 9408290323 FOR 160QER BOULEVARD; PARCEL C: THAT PORTION OF THE NORTHEAST QUARTER OF THE SOUTHWEST QUARTER CF S: ECTiO 526. TO ip 23 NORTH, RANGE 4 EAST, N3L, DESCRIBED AS iii LEGAL DESCRIPTION: cont. BEGINNING /A�T� THE NORTHEAST CORNER OF THE SOUTHEAST QUARTER OF SAID SECTION 26; THENCE NORTH 88'O5'42' WEST ALONG THE NORTH LINE OF SAID SOUTHEAST QUARTER, A DISTANCE OF 2678.68 FEET TO THE EAST LINE OF SAID NORTHEAST QUARTER OF THE SOUTHWEST QUARTER; THENCE SOUTH 0112'25' WEST ALONG SAID EAST LINE 1318.32 FEET TO THE SOUTH UNE OF SAID NORTHEAST QUARTER OF THE SOUTHWEST QUARTER; THENCE NORTH 87955'53' WEST ALONG SAID SOUTH LINE. 185.28 FEET TO THE TRUE POINT OF BEGINNING; THENCE CONTINUING NORTH 87'55'53' WEST 439.92 FEET TO THE EAST RIGHT-OF-WAY LIE OF SOUTHCENTER PARKWAY; THENCE NORTH 0108'35" EAST 314.59 FEET ALONG SAD EAST RIGHT- OF-WAY ME TO A TANGENT CURVE TO THE RIGHT WITH A RADIUS OF 25 FEET; THENCE NORTHEASTERLY ALONG SAID CURVE THROUGH A CENTRAL ANGLE OF 90'55'331'. AN ARC DISTANCE OF 39.67 FEET; THENCE SOUTH 8T5553' EAST 371.43 FEET; THENCE NORTH 02104'07' EAST 10 FEET THENCE SOUTH 8755'53' EAST 48 FEET: THENCE SOUTH 01.58'27' WEST 349.95 FEET TO THE TRUE POINT OF BEGINNING; EXCEPT THAT PORTION CONVEYED TO THE CITY OF TUKWILA BY DEED RECORDED AUGUST 29. 1994 UNDER RECORDING NO. 9408290322. FOR NRNICLER BOULEVARD: SITUATE IN THE COUNTY OF KING. STATE OF WASIANGTON. • EAST OWNER/DEVELOPER WIG PROPERITIES, INC. LLC-SS 4811 - 134TH PLACE SE BELLEVUE. WA 98006 CONTACT: LEYSHA WIG (425) 957-4774 ARCHITECT FREIHEIT & HO ARCHITECTS 10230 NE POINTS DRIVE. 1300 BELLEVUE. WA 98033 CONTACT: NORA NG (425) 827-2100 CIVIL ENGINEER BUSH. ROED & HATCHINGS 2009 MINOR AVE. EAST SEATTLE, WA 98102 CONTACT: RON GOLDY. P.E. (206) 323-4144 SURVEYOR BUSH. ROED & HITCHINGS 2009 MINOR AVE. EAST SEATTLE. WA 98102 CONTACT: SIEVE HITCHINGS, P.L.S. (206) 323-4144 R-IIz.0N VICINITY MAP UTILITY PROVIDERS: SANITARY AND STORM SEWERS CITY OF TUKWILA PUBLIC WORKS DEPARTMENT 6300 SOUTH CENTER BOULEVARD TUKWILA, WA 98188 (206) 433-0179 WATER CITY OF TUKWILA WATER Iif.PARTMENT 600 MINKLER BOULEVARD TUKWILA. WA 98188 (206) 433-0179 GAS AND POWER PU;ET SOUND ENERGY MUNICIPAL CONSTRUCTION PLANNING DEPARTMENT 411 108TH AVENUE NE, IJ/S XRD-1W PO BOX 90868 BELLEVUE. WA 98009 (888) 225-5773 - PRESS 5 THEN ENTER 83-663: TELEPHONE OWEST IDA GROUP PO BOX 625001 UTILETON, CO 80162 (800) 526-3557 DATUM: VERTICAL DATUM: NGS - NORTHEAST BASE BOLT OF TRAFFIC SIGNAL POLE AT THE NORTHEAST CORNER OF ANDOVER PARK EAST AND STRANDER BOULEVARD. DATUM EQUATION: ELEVATIONS SHOWN ARE PER VERTICAL DATUM NGVD29. FOR CONVERSION TO CURRENT CITY OF TUKWILA DATUM (NAVD88) USE THE FOLLOWING DATUM EQUATION: NAVD88=NGVD29 + 3.524 FEET { REl; :E' !ED FOR CODE COMPLIAI: E I r Iv; nil ~r Cf I IS Ti_3":" WjS'rt•. UTILITY CONR,.ICT NOTE- THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LOCATION, DIMENSION, AND DEPTH OF ALL EXISTING UTILITIES WHETHER SHOWN ON THESE PLANS OR NOT BY POTHOLING THE LR<UTIES AND SURVEYING THE HORIZONTAL AND VERTICAL LOCATION PRIOR TO CONSTRUCTION. THIS SHALL INCLUDE CALLING UTILITY LOCATE 0 1-800-424-5555 AND THEN POTHOUNG ALL OF THE EXISTING UTILfnES AT LOCATIONS OF NEW UTILITY CROSSINGS TO PHYSICALLY VERIFY WHETHER OR NOT CONFLICTS EXIST_ LOCATIONS OF SAID UTELfiIE S AS SHOWN ON THESE PLANS ARE BASED UPON THE UNVERIFIED PUBIC INFORMATION AND ARE SUBJECT TO VARIATION. W CONFLICTS SHOULD OCCUR, THE CONTRACTOR SHALL CONSULT BUSH, ROED & HTTCHINGS ENGINEERS, INC. TO RESOLVE ALL PROBLEMS PRIOR TO PROCEEDING WITH CONSTRUCTION. 910(p-Wii SHEET INDEX COVER SHEET.-_-._ _____________ ________ __ _ . - . _-R1 NORTH ROAD-GRADING/STORM PLAN & PROFILE--_--.R2 NORTH ROAD -UTILITY PLAN & PROFILE .____ _-__ ____ R3 NORTH ROAD-GRADING/STCR+M PLAN & PROFILE _ . _. _ -_ _ R4 NORTH ROAD -UTILITY PLAN & EAST ROAD-GRADING/STORM PLAN & PROFILE- -R6 EAST ROAD -UTILITY PLAN & PROFILE -..R7 MINKLER 13LVD-GRADIiG/STORM PLAN & PROFILE.-_-...__.R8 MIT1KLt"R BLVD-UTILITY PLAN & PROFILE R9 Ini/CLER BLVD-GRADING/STORII PLAN & PROFILE -___- -R10 Y4F,CLER ELV'D-UTR.ITY PLAN & PROFLE ---- _-- RI1 STREET IMPROVEMENT DETAILS. --_ R12 Stt tf 6IPROV MENT DETAILS R13 NOTE TO KOHL'S: 'YOU WILL BE DEEMED TO HAVE APPROVED THE ENCLOSED PLANS AND SPECIFICATIONS IF NO WRITTEN OBJECTION THERETO IS MADE WITHIN TEN (10) DAYS AFTER YOUR RECEIPT OF SAME: • i Call 2 rolling Days Before You Dig 1-800-424-5555 L. l%lderirevld Location Cellar IMIAMIICRWA) Il u z 0 m N w >_ V III eeCkat sy .THAW .ADD 1'=30' 1 9/18/06 95245.08 RI 5f 13 95254.08 R2 Ai- !:i'2 0 G n V • • PF (MATH_E! SrTcA:: 504 40..2(11.�� O11-Sg :' 60.56 1 I . a^ • - R=35.00 a aieRsEonoeil • I VA 50t00 ROAD (ME:Yj STA 145t93L388. I. /• I' I Off(- .y1�((��.' r • I .t ' L�Fp83 Tont41.40 A --9'34'55` r 1; • • I .•IOC AT CUR TA:1,50+57;1 OFFSET 20.00: R=1s O0 L 9.50 ' Toq=29.91 6=$1'00'50" • PC (MATCH EX.), STA: 50 54 :OFFSET: 49.54 R 0 0 + N •• :i ' s.- f.l' t� .l [, • 1 Z. --.tl -S3 :s+ '•-- • W. I i 1 j „ ." • ; ; L. ;--:10 , L I 11: I i-�:tl-!I..] [1/ A , I 1 . T . I; : 30.0 25.0 20.0 15.0 10.0 5.0 I • 1 f • • ` I61FN127 s• '65.00% ;4 • i • i : 1 I ALL OFFSET'S ARE -TO-- FACE OF CURB . UNLESS NOTED OTT -CRUSE :ate . �-t-: Y Y. =:1.7., �: NORTH ROAD I!CAUUONII EXISTING ELEC.-GAS -AND TELE •- - - CONTRACTOR TO VERIFY LOCATION PRIOR TO CONSTRUCTION. - . s E .:Fr ... 1 @MN, .��� •se - Mink MEW 'STA:- 53+89.67 20'LT BEGIN TAPER'' D CURB do B GIN EXTRUbtO-�CUR6 I.:«n. �:-. is RL _. c.-�r x anti :s:,._a...:: �r�.i..�:,, v:ac:: xy�T-ti. t#Op •gip, �t ._ • _ 5. :ti 0, ---- ,R ?,r jo .y L .,n .:• i a wa v ve-.- ` r �cewjoae': ' ^ ' 1G1.ttiQ1 ; }; °S- - y` Y a -i 2; f +a - is:i4� :wt A;7 rw jtil-iicav` i;sai.Y.2-4w , 4,;I .T a K:Lana ;- 1 vl •- _ i ' ..y: J�� : Y t.a_ t s- asv'.s��it :ar• us.. x i\ -.'a v-'•Lr.j7 o .._a1 •.n .� k �ysas.�-ai_R]o.jr µcs i w ict , .a a�say.-^r......-riv.:z:c :C._=s !!CAUTION!! 12" GAS PIPEUNE CONTRACTOR TO VERIFY LOCATION W/ OLYMPIC GAS PIPE UNE COMPANY PRIOR TO CONSTRUCTION. (800) 424-5555 + 0 ear I a 1-227 BOTTOM OFVAM t3.35 E (0i�15..35 - E t' U1 =f7.35 -- : - 0 al ID 20 o L. IN 0 am INNS I • 0 0 las > EXISTING GRADE- NI CI 50+90 51+20 ICI OS tio, ea Id X Its `Si co el 0 cs o ail 1 vs CI NORTH 10 Li 0 • 51+50 51+80 :7 WAIN FOC AT CUR N1 ir ROAD It • HORIZONTAL CONTROL PLAN REPLACE TOP W/ SOLID UD MARKED "STORM DRAIN". ROTATE TOP AS NEEDED IN ORDER TO LOCATE MH ACCESS IN LANDSCAPE AREA. CLOSE OFF SOUTH CONNECTION. so so 0 10 In • I i 1 r FF=6.5 -z i, i q :. GRADING & STORM DRAINAGE PLAN OD 0 co 52+10 52+40 so oi us 04 cii os sli- o PROPOSED ri 6.1 co 0 40 CD NORTH ROAD - STA 50+00 TO STA 56+25 • fC io al 24.80 Pi a o 54+20 54+50 eri fai ILE ri END TAIR1 :*`•"/ '''...*:1,•••-•:%..'::;:t.Ef„.2-!--4-7.1.., ...:Zt.404.4........1u4.1.........g...,:i:.-sLr,4.z.„*.i:74...i...101,_ux..cflt77_,,,, ,..:,..„..7.,A. ::__:7:,,, ii,„,...:)„ _:. ,.,..........,........,,,,..,....,„,...„.„...„.....,4„,.,„....,_:.,,.....- . ,t- iiiiingi II It. 7:11.1 4 L.-7P-4". il I F., 0 /*lc; 1;1'1- ' 2 .1;"4 a f:# j . " 1"/-1 • • 54+80 • L=39.27 .27 moi:. I 42.59 R Z INSTALL NEW SDMH ON EXISTING STORM LINE. PROVIDE SOUD UD MARKED "STORM DRAIN'. LOCATE ACCESS IN LANDSCAPE AREA. CONTRACTOR TO VERIFY PIPE INVERT PRIOR _ TO CONSTRUCTION. CLOSE OFF SOUTH CONNECTION IF FOUND. 55+10 ABANDON DOSING SD - Lai CC 201 trit CD nO 55+40 412 Lil 56+00 - I La co -J rata I- CONC. CURB & GUTTER PER TUKITTLA STD. ai CPIO CNILC 4.00' WEARING COURSE 2" CRUSHED ROCK COMPACTED TO 95% MAX. DRY DENSITY MODIFIED PROCTOR VARIES 13' CRUSHED RECYCLED ASPHALT COMPACTED TO 95% MAX. DRY DENSITY MODIFIED PROCTOR MAY BE REQUIRED PENDING SOIL CONDITIONS SUBGRADE COMPACTED TO 95% MODIFIED PROCTOR SECTION 1 NORTH ROAD CROSS-SECTION STA 50+00 - STA 53+89.67 4.00' PLANTER STRIP 4.00' PLANTER STRIP CONCRETE SIDEWALK CONC. CURB & GUTTER PER TUKWILA STD. EXTRUDED CURB 2% WEARING COURSE 2'. CRUSHED ROCK COMPACTED TO 95% MAX. DRY DENSITY MODIFIED PROCTOR Si • • 2% 13' CRUSHED RECYCLED ASPHALT COMPACTED TO 95% MAX. DRY DENSITY MODIFIED PROCTOR MAY BE REQUIRED PENDING SOIL CONDITIONS SUBGRADE COMPACTED TO 95% MODIFIED PROCTOR SECTION 2 NORTH ROAD CROSS-SECTION STA 53+89.67 - STA 56+02.13 GRAPHIC SCALE sr Asa ft Dgo IMP CONC. CURB & GUTTER PER TUKVALA STD. • MAY CONWCT NOTE: OF ALL oositc UTILITIES WHETHER SHOWN ON THESE PONS CR NOT IN POTHOUNG THE UPJUTES RO SLMETNIS THE HORIZONTAL MO WHEN. LOCATION PRIOR TO CONSTRUCTIOIL AU. OF DE DOSING UTILITIES AT LOCATIONS OF NEW UITJTY CROSSINGS TO HNSiCALLY letFY WHEDIER CR NOT CODEUCTS COST. LOCATIONS or smo unures AS SHORN ON THESE PUNS ARE LIMED UPON DE UNIAPIED PUEUC WORT/ATM AND ARE SUBJECT TO VARMTION. F COHTUCTS SHOULD OCCUR. TIE CONTRACTOR SitiLL COMULT BUSH. RCED & HITOINGS ENISINMS, NC. TO RESOLVE ALL PRCEILEMS FROR TO PROCEEDING NMI CONSTRUCTION_ DATUM EQUABON: ELEVATIONS SHOWN ARE PER VERTICAL DATUM NGVD29. FOR CONVERSION TO CURRENT CITY OF TUKWiLA DATUM (NAVD88) USE THE FOLLOWING DATUM EQUATION: NAVD88=NGVD29 + 3.524 FEET • • • • ICRISURORING 0 cif ce CO %...,`""Irli) Slon47t°,`11Z(51° - ---.1:(..: Le Lai 0 C 201? OW CO 611 0 0 F- 0 0 S S WA SIM late JOD 95254.08 • • 95254. 08 .`}= Jr • ::• •• ii r • 1 , =1 • .,• • .. • 30.0 25.0 20.0 15.0 10.0 5.0 }; is -I i ) 0 0 n L DL S9.01 TE=22.33 IE=11.58 (12 1V) 1E=11.91 (VE) CONNECT TO EX. SS STUB OG • R3 N U) . X 431 N O (0 0 n M o, It) U) n, d • 1- csi ks gas NORTH ROAD ♦F 52+00 s 53+00 fi { 4y NORTH _ I ICAUTIOM! EXISTING' ELEC.-GAS -AND -TELE - • - - •- .}- �_ _ CONTRACTOR TO VERIFY LOCATION PRIOR TO CONSTRUCTION: 4 is 52+00 51+00 GAS PIPE UNE COMPANY PRIOR TO CONSTRUCTION. (800) 424-5555 - 50+30 50+60 50+90 51+20 • EXISTING GRADE 51+80 52+10 PROPOSED BUIthING N1 I rE.26.5 FRANCHISE UTILITY PLAN SCALE: r=30' to ID en qk OAD 53+00 FTRE HYDRANT ASSEMBLY PER TUKTW LA WS-13 2(54+60 In rz ui S.W. ei ilirm mow AZ • fordallklairoz_ filka SEWER & WATER PLAN PROPOSED 8. SANITARY it en • .1 tab NORTH ROAD - STA 50+00 TO STA 56+25 I 4 SEC. 26, TWP. 23 N., RGE. 4 E., W.M. • • • 1.41.AAJ ADAPTOR rier 7 4.1 1r4* BEND 1 ',CONC. BLOCK 11 56+00 -10 • 56+30 56+60 • 1411 GRAPHIC SCALE a MI D o -wid OF AiL DOM% MUTES *ETHER 9-01111 ON THESE RAW OR NOT BY POTHOLING DE ALL GUDE DOOM UTILITES a MOONS OF NEW UMW CROSSINGS TO PHYSICALLY VERSY WHEWER OR NOT COW 'JOS MST. LOCATIONS OF SP20 UMIES PS SHOWN ON THESE PING ARE BASID UPON THE 1.11WERIFED MAX; INFORMATION AND ARE SUBJECT TO VAINITIOPt DATUM EQUATION: ELEVATIONS SHOWN ARE PER VERTICAL DATUM NGVD29. FOR CONVERSION TO CURRENT my OF TUKWILA DATUM (NAVD88) USE THE FOLLOWING DATUM EQUATION: • 'tail ow tI4 4-8 OM. Dadergraand Loailbm Coeur • CD • iriploax 01— (13 .-- ti-; la 0/3 cki 571 Li! :GOO! NORTH ROAD -UTILITY PLAN 84 PROFILE so STA 50+00 - STA 56+25 Isoor 95254.08 R3 13 95254.08 R4 1 1 57+00 ' 0 -.. S .87'S9•10' E I . -r ?32.7i " ._ I ` 58+00 • -tea: rf - -I - i 1 + m N co • i, . LOW PUTT ELEV = 22.64 LOW PONT- STA = 56+37-49 Put " STA = 56+33-61 ?Vi EI.EV =22.50 A.D.=2.37 jy■21.72 �■ Do �({{//�\ &' vc 41 1 V 47 1.1 • N j ! -fr\ I M :u i a,; >10 L'> - 1 - ..• - - _ -- -- - �1.00% : -. I:.1 ! t F• ABANDON EXISTING 57+00 : 1 1 1 1-4 cE 19 • • -71 • NORTH ROAD 11 S.W. 1/4 SEC. 26, TWP. 2 59+00 r, f _. r _ .._.�.� • t299.37•U 1 6(T+00 • r� F i • -�-- �, FOC AT CUR A-'S8 F94:8- 1 1 f I R= ' • 1� F I 1I L= • � J? i ! t l r Tti;11-04; - --FOG- T-CUR. STA: q59+19.87 - -- OFFSET! 44.92 R 584-00 'If 0 04 Fn Mk I • • I R !• ezi - -- -62+ :,tom:-N , ., efY •t .r-±c r � = i sir f ; i1�'' is '� .:23 20•r ' �:• ' ~ 1-•�-y-ter - ���-"-r.` '1��L�_raai-7•�:•.-.�:. ...T�� iiiii`; tall " 0.00 R lilt. r - 02 .00kik ' k.132.0.1 an=2 O r 93'4Z6' oil AT CURVE' • A: 59+49.87.., ' • 'SET: 39.92 R - -. 4- 1 .A HORIZONTAL CONTROL PLAN SCALE.: 1 "= 30' INSTALL NEW SOMH ON EXISTING STORM UNE_ PROVIDE SOUD UD MARKED 'STORM DRAIN'. CONTRACTOR TO VERIFY PIPE INVERT PRIOR TO CONSTRUCTION. ORTHR • 1_ • r -_;,: , j 1• : HIGH PCiMaT ELEV = 23.38 HIGH POINT STA .= 57+33.61 PV9 STA = 574-33.61 PVI" ELEV = 2350 A.D. = -2.CO K = 25.00 50 00' VC BVCS: 57+08.61 BVCL•': 23.25 196EF^�12 SD 0 0.50% Mk /-y Si 55+03 56+30 56+60 cfl M N N U Id ` \', i ' 17E=24.30 - i1' r' T LOW PONT STA 58+35:61 50.00' VC 0 03 zto sn de, isi 56+90 57+20 57+50 57+80 58+10 58+40 58+70 • • 0 41) iti 0 co • CLEAN EXISTItl, G SOMH REPLACE UEC;W/ NEW UD MARKED -s-roRm DRAIN". 23.64 SUMP DRAIN 5tP-6- PERFORATED PVC DRAIN PPE GRADING & STORM DRAINAGE PLAN co Bosoms co aarriBut€ GRADE • 50.00' VC -08 got ow= sow C 59+00 59+30 59+60 59+90 60+20 60+50 60+80 • NORTH ROAD - STA 56+25 TO STA 63+34.90 01 CM 07. cG 03 POINT STA 01_442.16. 65.00 or cd Co 40 0 o d to el 0 • -LOW: POWIT7STA-74"-T6Z+50:28 NOTED OTHERWISE- ri- , .0 IS 04 40 co GRADE 62+30 law w 62+60 tri • 62+90 s. io Mem 63+20 AT CURVE +73.20 (EAST ROAD) 30.0 25.0 20.0 15.0 10.0 5.0 3- CLASS B ACP WEARING COURSE COMPACTED TO 95% MAX. DRY DENSITY MODIFIED PROCTOR 1-800-424-5555 0 cr 0 S STA 56+25 *4007 - zott moot S IC SAE 95254.08 ri Id • • 4.00' PLANTER STRIP lr CRUSHED FtECYCLED ASPHALT CONC. CURB COMPACTED TO 95% MAX. DRY DENSITY & GUTTER MODIFIED PROCTOR MAY BE REQUIRED PER TUKWILA SID. PENDING SOIL CONDITIONS SUBGRADE COMPACTED TO 95% MODIFIED PROCTOR SECTION 1 NORM ROAD CROSS-SECT1ON STA 56+02.13 - STA 63+34.90 boosi4 GRAPHIC SCALE 30 130 IfilJTY CONFLICT NOTE: OF la DOSING UTILITIES %TETHER SHORN CO THESE MANS OR NOT et POTHOUNG TPE uriges SURVETIVG THE HORIZONTAL MID MIX& LOCATION PRIOR TO CONSTRUCTION. ALL OF THE MING MITES AT U3CATIONS OF t4EW WM CROSSINGS TO FSITSICW.LY VERIFY *ETHER OR NOT CONFUCTS INST. LocAncus OF SAID MUTES AS SHOW ON THESE PUNS AX 1:115F11 UPON THE MERITED FIJELIC INFORNATION MI PRE SUM! TO VARIATION. OGNEUCTS WALD OCCUR. CONTRACTOR SHOAL COTEAU BUSH. ROED IiiTCHNGS IENGiNTEERS. NC. TO RESOLVE ALL PROMISES PRIOR TO PROCEEDING sum 0004-TRW/OH. DATUM EQUATION: ELEVATIONS SHOWN ARE PER VERTICAL DATUM NGVD29. FOR CONVERSION TO CURRENT CITY OF TUKWILA DATUM (NAVD88) USE THE FOLLOWING DATUM EQUATION: • I I I') I 95254.08 R5 J.._.••-- - 57+00 r.-► :...^� -_.. : 7-1-777 I 7.l !MI Li NORTH ROAD 31 Jo •. ED G•. «- -: Pot i v' v1 aU P1 LATH '• f Ol':_Y rE r 59+00 1Z99.37• i 6�' -00 7 NORTH ROAD 1N1Yls'TEE(r L) J ' *r I�,. I. Z-.' 1. L-," ID *"___i•J�: „ 9�...\ .A..,ii • r ...1`..--1 Jam_/ `• S S.W. 1 4 SEC. 26, TWP. 23 N., RGE. 4 E., W.M. 41 I :I e con /� 9r�r Youwp -62+00-- N 00 I � 63+ t- 44 i FRANCHISE UTILITY PLAN SCALE: 1-= 30• • r .,• 11FH.2auw ADAP"T'OR .,, -�. � W: .i of ' -'�"'i_ - .' +_is ti - �' • ' 1 $+ C.(�`�K Cr.,:, o,W M t! . CPLEK LATH L� H1 J��'rAS.Si �i 0.441.0 • I r .^•rr'.'. 58 - - - y-_ ice.. r 1 �Z99, r .n' i rmow. + \� AQ IRE Li., 3 2_ a - �.:� - -• �7•� ; f ,nA�t IDS-13� W 20LfN1 0N'_ s2- . - - I _:: Ir• f = -- - - �` �"'r-:---•-,--..- 6t+oo f{ . • r ' i• Pa. .-. _. �. f rT----- ),-f .— r; • / N $;'") 4•0 �'S .1. z ! I f I I •i ;--- . . 1• ..i - 1 , i • -r--- I—_i I'' ; I I ' LI 1 I I 1 . I' 'II D I n k `LA. I�4 -' Is t 12"w J S SEWER & WATER PLAN SCALE: 1-=30' EXISTING- . CENTERLINE GRADE fr= t • 318LF•••1YOIP 0.52 l ir•_i..'•.i�tJ.` `� /,__'•-1 --- --�----�._-— NORTH ROAD 63+00 1 .....90'BEND NOQyC JI.141 , el 40 i'- �• _• ......... — -.' ';t .l fT �/ � y 1.o � ,...`:`flz, y I. ''''‘... I de T.-,- I __ELO THE - GRADE I CAS METER ,as •csr 1r it ?sr, 1RANSFCRMER CIrDr..e { r i`1 16i STA 86+57.90 EAST ROAD GAS ME-JER IRANSFORMER SERVICE " ..�yy-����� '� �'�.: ,:.� e,`' 1•e-..�. {i+�{3r�.iY z'.'4 rim r .+`• - . . Sii. �i.st t--c=•2�L�.�-__���-��..' .�iLt�=�ZY4- -•rG�Gl'C '.it'i�..i�r ,.�� LCR SSINCEI E=18.1(12.S0) lE .16 9(6'FiRE) • 30.0 25.0 20.0 15.0 10.0 5.0 56+30 56+60 56+90 57+20 57+50 57+80 58+10 58+40 58+70 59+00 59+30 59+60 59+90 60+20 60+50 60+80 --- 61+10 61+40 61+70 62+00 62+30 62+60 62+90 63+20 NORTH ROAD — STA 56+25 TO STA 63+34.90 SCALE: I�F:1'=3G a+��CRIC _ AS ..... -- 6..s tea.. sz Lae CO 211b0). Oqui Wan Yon nip ,wdLoca 4246 Mao Umiwgrllba OHM, IDASIERCIRWA) 0 Z U 0/3 CC 1-- Ow< LZc. �?Q o o,.) Z in I > 2 "i a U oto NNo)CO H RO sou STA 56+25 - STA 63+34.90 WASHINGTON 071.11 Dy 0 mat 1-=30. 9/18/06 95254.08 R5 1 13 • 64 •-••10 _ _ 1 ,,• GRAPHIC SCALE 1P 1ger ) 1 ior-b = 90 ft. UTILITY CONFUCT NOTE THE comma si ati 6( RESPONSIBLE FOR WRE1fl1IG TIME L0CATlON. 00ENSIONR N) TEPitl OF AIL D 6TVNG MUTES I WfIER Si'A7INH ON THESE PLANS OR NOT 811 POTHOLING THE tams AND SURVEYING THE HIORQONTPL ANrD '&RTICk LOCATION PRIOR TO CONSTRUCTION. THRS SHWL LVCLUOE CALLING UMW LOC 1E A 1-800-424-5565 NO THEN POiHOIJIG ML OF THE C TNG UTI TES M LOCATIONS OF NEW LIMY CROSSINGS TO PINSICALLY VERIFY WHETHER OR NOT CONFLICTS MST- LOCATIONS OF SAID %MUT S AS SHOWN ON DESE RAM ARE BIM URN THE biNER ED PUBLIC EFORNADON NO AIE SUBJECT TO VAMAI ON. F CONEt;= SHGIAD OCCUR. THE CONTRALTOR SKILL CONSULT BUSK ROED & HRCHIMIGS DIGRIEDZS. RC. TO RESOLVE NI PROEXEMS P180L2 TO PROCEEDING WITH CONSTRUCTION. DATUM EQUATION: ELEVATIONS SHOWN ARE PER VERTICAL DATUM NGVD29. FOR CONVERSION TO CURRENT CITY OF TUKWILA DATUM (NAVD88) USE THE FOLLOWING DATUM EQUATION: NAVD88=NGVD29 + 3.524 FEET • • 95254.08 • e •.1 1.: 1. •• fio , R6 AT CURVE A: 22. 78.59 MINKLER) - FSET: 20.16 I_ R=25.00 •! L=39.49-. - �. T ` =25.22 • �p90'30'40- •. , FOC AT CURVE ` :4Y -1 _• SSA: _80+3.5.394EASLRD) �--. OFFSET: 20.00 L .. ._ _ • - -- Rf10.00 STA: .80+29.98 (EAST •1iD) =15 68 OFFSET: 0.00 -< A=9.96 .-1 .�• 8•� ~�w 8 400 l:•.: - _=r i':�a SO 4 �t=57'90'r_' FOC. AT Ci1RilE 89 42'31' FOC AT CURVE I ! STA: 23+33.76 (MINKLER) Ii OFFSET: 20.00 L STA 80+60.00 EAST ROAD STA123+•23.88 YIMCIER BLW '4 I • I. I • LOW PONT. -ELEV 21.96 LOW POINT STA =- 80+25.87 PIA STA = 80+29:57 PVI ELEV = 21.86 AD_ = -4.38 K_4.57 20.00' VC 20.0 LATCH Oos1JNG GRADE Ar WINKLER scup • CO r) , on a 80+00 80+30 t_•-+-4fACMC-r-sr_+..4Rt a... •l_l!l : 1:• 0 CO Ow • • C=54:86 . Ton=34.88 �89'48'05- FOC AT CURVE STA: 81 +73.09 OFFSET: 54.86 L FOC AT CURVE STA: 81+38.09 OFFSET: 20.00 L -24.717 • i r S.W. • r • • • • • ♦ /4 SEC. 26, TWP. 23 N., RGE. 4 E., W.M. • FOC 'ATIGUit FOC AT CURVE FOC AT CURVE o Cat' HIGH 'PONT STA 61493.66 ALL OFFSETS ARE ,TO FACE ;OF CURB UNLESS ri 41.3 or PROPOSED GRADE 06% HCROSSINGH CQ eh - tat -0- co GRADE Hatosspia! PROPOSED 12- SD 1E=16.72 Or SO) 1E-15.75 Or SD) 80+60 80+90 81+20 81+50 15,25x7. DEEP IIET VAULT TOP OF VAULT=-19.50 BOTTOM OF VAULT=1250 DOSING 30' SD fir Ss 81+80 ittiet \NZ oo Ira FOC AT CURVE qm.2p.00 L EAST ROAD HORIZONTAL CONTROL PLAN 0 1-714.4 8 Fis • • RA 63+34.90 NORM STA 66+57.90 EAST ROAD Olt 40 ler I At 3 IC re --4-- --1.-1----- -%-: 7.+:-...A....,•.. ze.•..„,.. .3.-_-....A.L4_0„..Nriz"........2..3..es. • •""11.--.:".L.f __-,-6....1..„.4 _ 1.....k.,,a___.,3,....k-k-it....11131-„...0.-__-1- -..K-x......,„ -,... - .. .... 'a...-.%?"5-:,,_...4:...==.1.-,:eib,._ __ . ,.. . iii GRADING & STORM DRAINAGE PLAN eNe 01 ri -HIGH PONT ElEV to so ID CENTERLINE GRADE __P tO co • 1981F-12. SD 6 awl EAST ROAD - STA 80+00 TO STA 86+57.90 SCALE: Ei:1".30- EMSIINC • Ot ri -112 84+50 84+80 CO go 30 0 85+10 co tas tO • r •, :: PROPOSED ' 2". ppm . . : . .. : -: : -. - : .. : : . : . • • • 85+70 86+00 • 86+60 30.0 25.0 20.0 15.0 5.0 30 6.00' IS GRAPHIC SCALE 30 4.00' PL AN TER STRIP 20.00' 120 4.00' CONCRETE SIDEWALK 1-800-424-5555 fasamcmgm Gs ce ›... Loclirq: LLI (ncr 0:0 ....„› C3-N2)09....co 0.7! la L; l'i; ztljz :6:5_ EM an 1 0 Of 0 0 WASHI *van by dseza•ttl ti, 95254.08 86+50 • EXTRUDED CURB & GUTTER WEARING COURSE PER TUKIMLA STD. DENSITY 2. CRUSHED ROCK -/ TO 95% MAX. DRY MODIFIED PROCTOR SUBGRADE COMPACTED TO 95Z MODIFIED PROCTOR 13" CRUSHED RECYCLED ASPHALT COMPACTED TO 95% MAX. DRY DENSITY MODIRED PROCTOR MAY BE REQUIRED PENDING SOIL CONDITIONS SECTION 1 EAST ROAD CROSS-SECTION OtOszii miry CONFUCT NOTE: THE CONTRACTOR SHALL BE RESPONSECE FOR VERIFYNG THE LOCATION. DIMENSION. NO DEPTH OF AIL easnNG LAMS 111tifER WON ON THCX PLANS OR NOT BY POTHOLING TIE MUTES MD SURIEMV TIE HORIZONTAL PM WHEAL LOCABON PRIOR TO CONSTRUCTIOIL TIIS SIV41 MIME MING UTRITY LOCATE 0 I-800-424-5555 RID 'PEN POTHOLING PAL OF BE DOSTMG mires AT LOCAMONS OF NEW UTIUTY CROSSINGS TO PINSICALLY VERIFY *EWER OR NOT CONFLICTS EAST- LOCATIONS OF SND UTILITIES PS SHOWN TIESE Rpm ARE BAsED WA TIE unease) Pusuc efoRwinom NO PRE %SECT TO VARIATION. F CONFUCTi WOW OCCUR. TFE altORACTOR SHALL CONSULT BUSK RIND =HMS MOWERS. NC. TO RESOLVE Pa PROBLDIS PRIOR 10 PROCEEDING WITH OCASIIIICTION. DATUM EQUATION: ELEVATIONS SHOM ARE PER CONVERSION TO CURRENT CITY OF TUKWILA DARN (NAVD88) USE THE FOLLOWING DATUM EQUATION: • • 95254.08 R7 1 ;I :1 :1 11 • ' I; $ I I • • i- Ileftl{la Oft Jr.' • • • r ~ " •••• r• • S.W. 1/4 SEC. 26, TWP. 23 N., RGE. 4 E., W.M. e- s. rf• I 1 ors S • -- 81+00 - 82+00 83+00.._ - - - a -- �- w { ' ;�8-4+..00.. •::::'.: s-85+00 r- t_ - - � r �: . � . r �' _. �- 1 _.� � ,rA � • • _ ���1� -nJ `•- \���./���,i v - �•irr f r� � �C�'• "' � :--- - : ' _-- :'- '' '' ... - - — -+ . �.� ., ate: ��d"� JS...�� f�i� .:t' - - J. i 80400.00 EAST ROAD :1 ' . ST 23t23.88 II NKLER BLVD i 20.0 MATCH EIOSIWiG, GRADE 'Alf I INKIER BLVD • EKISTRiG� SSW I go tr a" co•Ices.EAST ROAD ray . Yrr N_`• FRANCHISE UTILITY PLAN SCALE: 1"=30' 06EFN12'0•LP. CI. 52 81+00 - - - - - - - -1 t" 12'x8"TEE(M.fxFL) 1. 8 C.V.(FLxNJ) 1r.CONC BOCK 44LFr 12"0.1.P_ CI 52 1»TAPPING TEE 10" PER TUKWILA WS-10 G.V.(FT.OL) 1-ADAP'TOR 1NREDUCER 1O_ x12"(FLxMJ) 1,-GONG. BLOCK FLONEINE GRADE - PROPOSED 2' - DOM & 8' FLARE PROPOSED 12' SO l!CR065NNG!! 1E_ 180•(12"w) . TE=17.0 (12'SD) PROPOSED 12 SE) HCROSSRNG11 E=18.3 T'E=17.6 (12511) _ - 1S5LFN12'D.LP. CI. 52 • 82+00 ya 83+00 __ _ ^ - - •1�" —• �-✓'i �,r✓.4 ��-✓`ate/ ��.✓. FIRE HYDRANT ASSEMBLY W/ 25LF SPOOL PER TUKWA WS-13 E>6STRTIG CENTERLRIE GRADE 80+00 80+33 80+60 80+90 81+20 81+50 EMSiNG 30' SO 8' SS I SEWER & WATER PLAN SCALE: 1 "=30' PROPOSED 18' SO III! - E=19 4 (12'TI) - TE=189 -(irs* - 81 + 80 82+10 82+40 82+ 70 83+4)0 } i✓ _149LE' 12"DDP. -CI.-52 -- - - -. -85400- --- •: — 1 �� i-:/�l'_�� lwel:-StieTC:l?-_r. _ .. __ - 1»12"x8'IEE(NJxFL) �;• • FIRE HYDRANT ASSEMBLY W/ 22LF SPOOL PER 1UKWILA WS-13 AST ROAD 1»8'G.V.(FL,c J) 1. AIR/VAC RELEASE 1NCONC BLOCK PER TUKWILA WS-07 • I. Jt EX/5iI11G� SS1W 83+30 83+60 83+90 EAST ROAD — STA 80+00 TO STA 86+57.90 SCJ:E: POSTING tim 84+20 84+50 84+80 85+10 PROPOSED 6' SS, !ACROSS/Nei . lE=17.46 or SO) 30.0 25.0 20.0 15.0 10.0 5.0 0 IIS GRAPHIC SCALE 30 1 inch IS 30 IL 1) 0 9-2 120 I is.:;1";::: 7"; CONFIJCT NOTE: THE OONTRICTOR SHALL BE RESPOIaBIE FOR VERFHPAG THE LOCATION. DIMENSION. AND DEPTH OF Al EXISTING MUTES %NETHER SHOWN ON THESE FLANS at NOT BY PODIOUNG THE UTILITES AND SUMEYNG THE HORIZONTAL MD VERTICAL LOCATION PRIOR TO CONSTRUCTION. DRS SHILL INCLUDE CALLING UTILITY LOCATE 0 1-800-424-5555 MO THOI POTHOLIAG ALL OF THE BEIM WIRES KT LOCATIONS OF NEW UTUTY CROSSINGS TO PHISICAILY voaFY *ETHER OR NOT commas DOSI. LOCATIONS OF SilD MUTES AS SHOWN ON THESE PLANS PRE BASED UPON THE UNWIZFED PUBLC INFORIIADON NO ME VOBECI TO VARATIOPi. ENGINEERS. INC_ TO RESOLVE AU. PROBLEMS PRIOR TO PROCEEDING WITH CONSTRUCDON_ DATUM EQUATION: ELEVATIONS SHOWN ARE PER VERTICAL DATUM NGVD29. FOR CONVERSION TO CURRENT CITY OF TUKWILA DATUM (NAVD88) USE THE FOLLOWING DATUM EQUATION: Cd 2 Wang dip Base Ton Op 1-800-424-5555 • • Ci (I) -low 55-1z ;04,:: 013 rx M‘ 5:--1 ciZtairs4t°:ii 03 611 EAST ROAD- UTILITY PLAN & PROFILE SO WA &tun by SRA JDD • 95254.08 • • R7 13 • • ti 95254-.08 R8 1 j . . r t I 1 fr 1 i+.\t} )I. �_ .1T 3, : ; I; • 7-1 '; i+-. A.- ' ,,:.....1:-(:-:41... : -8-Tot1-00,..„....-... --z-f 1 ..' . 1 1 il --r..‘„...,.........,. -6 I ' I I. \� -i ,. - .'; ,1 1 �.�'�� ; :f.- - -.` i i �.._L '- -- - ._:- f" i 4 i iI I .' __` _ ;iI _ -:.+= I :, tit '' - _ Qfi yV...I./A +-iliL- I .....‘... .00 4,...s.,, . ...... , : \ pr.,. ...i _ 1. x ,.... . ...7.1:771247..., ....-.-e1":.1•2.1,--.... ----....-.- ... ---- -. XL - t: ;- 1..:4 y • 25 15 10 5 • S.W. 1 /4 SEC. 26, TWP. 23 N., RGE. 4 E., W.M. 1 +w- �i 4mlb Sm. f� ..�-.13+00 -'- 14+0D Ur t win. co co MINKLER BOULEVARD HORIZONTAL CONTROL PLAN SCALE: 1 `=30' 1 � tv..3.#;:a.,, `a11a; .L-t_ .__.._=:7"=" _ - 1 p0��` 14+00 -f- - �a I ;� 7:1 ` \ o• of r — —_ - __ 1Si-00 t • `•', ~......... = * .K. Tar a _e _� - -- --- _ —T - _—�- - _ 16+00 '-+ 31. 1 • MINKLER BOULEVARD GRADING & STORM DRAINAGE PLAN SCALE: 1-=30' MINKLER BLVD — WEST PROFILE SciLE: • t I I I I NOTES; 1. STORM DRAINAGE OFFSETS ARE MEASURED TO CENTER OF STRUCTURE. 2. CATCH BASIN INSTALLATION SHALL CONFORM TO COT RS-27. 3. FACE OF CURB ELEVATIONS SHALL BE 0.05' LESS THAN ELEVATION SHOWN AT PROPOSED ASPHALT/GUTTER JOINT UNLESS NOTED OTHERWISE. DESIGN FOR MINKLER BLVD IMPROVEMENTS ARE CURRENTLY IN PROGRESS. 1)06-v+ GRAPHIC SCALE INAS) ft. -- I I rl ;a WIRY CONF11CT NOTE: THE CONTRACTOR SHILL BE RESPONitSELE FOR WRFVING DE LOCATION. OSIENSON . AND OMH OF ALL COSiNG vll1IES WEINER SHOWN ON THESE PLAITS OR NOT BY POTHOLING TIE MUTES NO SUFNEVNG THE HORIZONTAL AND VENOM LOCATION PRIOR TO CONSTRUCTION. THIS SPAL MUTE CMING UIRJIY LOCATE 0 1-800-424-5555 AND BEN POTHOLNG Mi. OF TIE COSTING MITES AT LOCATIONS OF PEW UTILITY CROSSINGS TO PI YSCMIY VEIBEY WHETHER OR NOT COIJUCTS E±OST. LOCATIONS OF SPA) WLi ES AS WIN ON 1)-ESE FUNS ORE BASED UPON TIE MEWED MAX INFORIKBON RID PRE %SECT TWIZA OONFUCIS SHOII<D OCCUR CONTRACTOR SHALL CONSUL BUSH. ROED & MTCHNCSTec ENGINEERS. NC. TO RESOLVE AIL PRODLENS PRIOR TO PROCEEDING WT H CONSTRUCTION. DATUM EQUATION: ELEVATIONS SHOWN ARE PER VERTICAL DATUM NGVD29. FOR CONVERSION TO CURRENT CITY OF TUKWILA DATUM (NAVD88) USE THE FOLLOWING DATUM EQUATION: NAVD88=NGVD29 + 3.524 FEET •i are ofp.edbrelooag 1-800-424-5555 tie b. eezv . e, 1 c 5 44 O_ 1- 0Lai Lai � Wzh' O ix z -c t _IL" ego w ._J Zan N Do U 49W m Si w U- 0 0 4 z Et Q a lL - 0 (I) 0 z 5 c�a CO w J z SOU STA 10+00 - STA 16+50 WASHINGTON i scx '=30' 9/18/06 95254.08 • „, R8 . 13 • • 1 s ll: • + 1 L J i1+00 .-h-• 1\ . r r....�._ �. — — 1 __-� __ --a • _ 1: r• .'., .mom : (_ (• ,...—_--_---_ .-- --- _= s} - _ _ /: ! � r. V..::•• - i• _. O. aa1e ''-'� ai�c ' ^ ..r ._ :.- :-z. - • 14+00 l 1 ' w- m Eao 15+00 35" 16+00 1 _ r .• 1 MJNKLER BOULEVARD e 25 20 15 10 5 1.AYCR5: • 41, • • rY tool 'Erg. Rat SEWER & WATER PLAN SCALE: 1'=30• MINKLER BLVD — WEST PROFILE SCALE: 14::-=30' V: J,i t- � f` r 1. 95254.08 R9 • e. 4 , •1 �. f -r " e •- 1y' • own ammo • • �I� d 1 - -1 __•t-1 L` _ 4r 'Ea _ _ __.__--___..._-._ �__._.__ 7.1 I1 Oj� OQd.'t•_-.0 .(;�.�•isw._.-- --.,--'�`—`�—�_ (rf o !` i Hsu = " 'i 12i 00 1! "— 3a-AA Late • ll l'w'.� - • 'y jq ! .r. -. . ___ .• [�_'a anti- .. _• - --_-•� .L _ __ --� ft- %' 'i i ,. #I - -- I r •• . • I�•�• I ' t. r 4••.:scs . cam.: ' f;' - �: . A a.27. r ts i I 1 S.W. 1 /4 SEC. 26, TWP. 23 N., RGE. 4 E., W.M. • i f 1 A 22.50 c- WEPT caw_ �e __ a'► tAimm+e - - -- --_ .. u+x._ 14+00 29 15+00 g it,. Y Dr r 71q Tit wad �� ` CO MINKL6? BOULEVARD FRANCHISE UTILITY PLAN SCALE: 1'=30' 16+00 I I I I I I a • NOTES; 1. STORM DRAINAGE OFFSETS ARE MEASURED TO CENTER OF STRUCTURE. 2. CATCH BASIN INSTALLATION SHALL CONFORM TO COT RS-27. 3. FACE OF CURB ELEVATIONS SHALL BE 0.05' LESS THAN ELEVATION SHOWN AT PROPOSED ASPHALT/GUTTER JOINT UNLESS NOTED OTHERWISE. DESIGN FOR MINKLER BLVD IMPROVEMENTS ARE CURRENTLY IN PROGRESS. • GRAPHIC SCALE s Oa : -210ThvglINge>11ax.1bstip 1-800-424-5555 aksinctomva DS U MINKL ER BVLD.- UTILITY PLAN & PROFILE W 0 V / STA 10+00 - STA 16+50 WASHINGTON 1'=30' 9/18/06 95254.08 R9 d 13 tre,r� n • - 1 MAY CCNFL cE NO THE CONTRACTOR SHALL BE RESPONSEILE FOR 1rtNIFNG TIE LOCAT)0N. 1111ENSON. AND Rai 1Fi OF ALL EXISTING !RITES 1hirr'Rt SWIM ON THESE PEARS OR NOT Br POTHOLING THE MIMES AND SeAVEYL+1G THE HOORNT.AL AND VERTICAL LOCATION PRE TO CONSTRUCTION. 'MIS SHALT. NCUAE C.N.LI IG MAY LOCATE ® 1-800--424-5555 NO THEN PONOU G Ni Of THE MING WILMS AT LOCATIONS OF ND UMW CROSSPHILS TO PHY9CAILY VE¢FY WHETHER OR NOT CONFUC1S POST. LOCATIONS OF SW Min AS SHWA ON THESE PLANS ARE PASED UPON DIE liTiVi RFI D MIX INFORMATION AID ARE 9a.EECT TO WAF61lT L F CONFLICTS SHOULD OCCUR, TIE CONTRACTOR SHILL CONSULT 9!i'SH. ROED a feTC*'.NGS DCINEIRS. INC. TO RESOLVE ALL PIR)BLEUS PRIOR TO PROCEEDLNG !i'iH CONSTRUCTION. i DATUM EQUATION: ELEVATIONS SHOWN ARE PER VERTICAL DATUM NGVD29. FOR CONVERSION TO CURRENT CITY OF TUKWILA DATUM (NAVD88) USE THE FOLLOWING DATUM EQUATION: NAVD88=NGVD29 + 3.524 FEET • • i 95254.08 R10 •Oi \DWG\XE•-f<Dt.d%9 • I +i ,Lr� i•_,.. • kJ I fl •� SL r t,1 6XT, i# n�'�;• • - - J - 7_+00_ --\ I I I 12• a: --`=- _ - --e •/• ja. • • 118 • • • l; r .•-1, 74 ob:= I I -•1 -4:-.,. . _ r_ 1 LI. j... ....., I - _—T—t- 1 •Ti MINKLER BOULEVARD I I U„-__--;-9-• TTh�?, CV•:. • •— -- 1._ hi t;: (i} SE. FIRE erORw�T 6qi --1 1L 1 I i j ! oal-is1 i l..... i_4 .ice >z..t2211I 9- 7 Q • • • -17+00 • -=-=i= 1 18+�----=•• �_ v.. - -+— - (G'CRORT n .1E OfrOTMRAOY MEI '.[C. IIO 9IC223O3ii S.W. 1 /4 SEC. 26, TWP. 23 N., RGE. 4 E., W.M. 15,150 S.F. i ei r•..,, .., ._...,> ... r --24+00 -- -!� HORIZONTAL CONTROL PLAN SCALE: 1-=30' 1 y � f. 1— 20+ao '-- i. c",,.'T- ? t I: S_ • A[ ti .1T- 9- Jap Kt sz. ._ �__.-�_..---' -;ram' 1 uVI4_Uirely t) • 15,150 S.F. ! /--- MINKLER BOULEVARD MINKLER BLVD - EAST PROFILE SCALE-- 14:1-=30 V.1-=5' are ... L.. a •.. •r. w. M .•s .•. w .-� GRADING & STORM DRAINAGE PLAN SCALE: 1=30' -Q' 22 CO 4?33-- — — Cd I=II 2133 IL 16.11 ?�•r•33 I1r :6.37 _0{ 22+ ?2 CO 2� 17.00 25 =01 44 2-1 T 50b71 LAE Or 41PI�^ST OOator to 'IC yWra ES1 WJR:tP A Lars 1{ i•SrY: Cr•Z ^'LS 24+00 • 10 NOTES: 1_ STORM DRAINAGE OFFSETS ARE MEASURED TO CENTER OF STRUCTURE. 2. CATCH BASIN INSTALLATION SHALL CONFORM TO COT RS-27. 3. FACE OF CURB ELEVATIONS SHALL 13E 0.05' LESS THAN ELEVATION SHOWN AT PROPOSED ASPHALT/GUTTER JOINT UNLESS NOTED OTHERWISE DESIGN FOR MINKLER BLVD IMPROVEMENTS ARE CURRENTLY IN PROGRESS. dnoo-170 GRAPHIC SCALE (>�F T) 1 inch = 30 ft. - 1 • Ut`. Iti •-f1rt:t"--r1 UTUTY CONFLICT NOTE THE CONiPXTOR 943411 BE REsPoNSKE FOR w?ntaG THE LOCI+J1011. 01100 s10N. Ai4i) OEPTH OF ALL DOSING MITES 11 E'i}ER SI OINI ON DOE PINTS OR NOT BY PORIOLING THE UTLIW NO S RR EY 4G THE HORIZONTAL AN) WRFCAL LOCATION PRIOR TO CONSTRUCTION. INS SHALL VAL DE CALL24G UTILITY LOCATE 0 1-800--424-5555 NO THEN POTHOLING ALL OF THE DOSTING U U E'S AT LOCATIONS OF IEN U1l rT CROSSRIGS TO PI ISIC.N.LY MER Y %NET ER OR NOT COIFUCTS DIM. LOCATIONS OF SAM UTIU E,'S AS SHIM ON THESE PUNS ARE BASED UPON DE MERCED PI.BX LIFORWi11ON AND 'SE SUBJECT TO VARATION. F CORFUC=S SHOIAD OCCUR. THE CONTRACTOR SKILL LL CONSULT BUSH. ROED & L DCHN1GS INC. TO RESOLVE ALL PROBLEMS PRIOR OR TO PROCEEDING NMI CONSTRUCTION. UCiION. DATUM EQUATION: ELEVATIONS SHOWN ARE PER VERTICAL DATUM NGVD29. FOR CONVERSION TO CURRENT CITY OF 'TUKWILA DATUM (NAVD88) USE THE FOLLOWING DATUM EQUATION: NAVD88=NGVD29 + 3.524 FEET ed2t1IbaiW Samellosi>b 1-800-424-5555 eolmm alive 5 cc C3 Z w *ono tonU w O 1�mIiv Z M1°)01} c> mVotO Z0000 N0 /�Z _ ......• (f) X_j 11 Z kJ 1 Cki • (.0 W1.-. lil O L!1 d ca W Zlac 5 ce Z is La. v o w -1 _z» 0., Y) 06 CO CO n U 0410130 03 COMM 211 LI- 0 w a_ Et � Q Q V a. N 1— ii .l� W �■■ • Z I W o J m c w 0 Z_ STA 16+50 - STA 24+00 — Iltee er-Jmn by ascbed by safe 9/18/06 95254.08 • R10. 13 • • • I 22.00 22 Go -7 - S ,- co 23 5 ' ,' 2;.0 Y ti MESA= O. u:ilIeS \- SOUA, Use OF T�yT/1:wt•~T •-.« 1.0. St,XSZI OWRRa Cr 7E Jourw.st OVADISIr 1s 31 S D3 - - - _ .�.• ''scetom-/:+ -0 .iv.wa: art/ �:�.- / �__--7 • — • ' ft, 414 '°11110141'11.74 24+00 24+00 3O jab 15 10 95254.08 Ril .../, T �i� -1i_-- _ — r ~ f fI -17400 � 1 I \,i f •r►`. .'1 r, >c. ; et'•\,^iw.i i -;.1 1_I- FOC iflOPPAT B23 0.i'�': AF7IR FE .... I r �r I OCT 25 ++I F-- - - •: -1 - •�\ �- i r �_`` ,•gab �� 24-21 --19300- L 15.150 S.F. C. S.W. 1 /4 SEC. 26, TWP. 23 N., RGE. 4 E., W.M. ........ ••. gabs ♦....,. ...._gab. a. gabs .s.._ •s !TJ' 22.00 22.00 25-30i 23.5 C.,:C. - ��-- - - ~ - -- - - wa�Ot ""_ '� `� " w_�-gab- — — -• — -- -• - 4010 ---21+00--- __....._ b CV E744 F 10 1E / • _ r'C OTC OF /MCA- D' - --_ •- .. _ _ • LIED REC. NO sr 1 5' Cry.0 CiTtr �-SO 1Y WIC (.l MINKLER BOULEVARD 1 f' 1 f—�f 2391 ti. • sr- nPE T - NIle F. •Oo I �IR DE p- I _ .1 23 IA 125 ds • _r-18}1 19+00'~!---- 1 • FRANCHISE UTILITY PLAN SCALE: 1'=30. 27 00 ♦1 1W h ]3 IL 1!.)3 -- —3. '\ 1 `1SY • a vvty UVILVII•f 2., CJ •�.� .. 1 \Y € 15,150 S.F. C M. ts -.._ ga. •., _ ._ _. ,- l -' 0-, -T e:,e,ie {/ MINKLER BOULEVARD SEWER & WATER PLAN SCALE: 1-=30' MINKLER BLVD — EAST PROFILE SCALE: F.1-=30- V: r=5' 1, •+.9aCIGn.L !"'• -- .•. . :1•� l.�t e1d'f•!r..'_YS NOIE& 1. STORM DRAINAGE OFFSETS ARE MEASURED TO CENTER OF STRUCTURE 2. CATCH BASIN INSTALLATION SHALL CONFORM TO COT RS-27. 3. FACE OF CURB ELEVATIONS SHALL BE 0.05' LESS THAN ELEVATION SHOWN AT PROPOSED ASPHALT/GUTTER JOINT UNLESS NOTED OTHERWISE. DESIGN FOR MINKLER BLVD IMPROVEMENTS ARE CURRENTLY IN PROGRESS. 1)06-38+ 70 ,�r A I ��::�'= -=`fit.,,-,. - ►` -o,c - fir• 1 ` t GRAPHIC SCALE It .-1 -' >s JO CO eta (ate*) i inch a 30 !L UILI Y OOPFUCT NO TEz THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERFY2TIE LOCATION. 1i1ENS 001. AND DEPTH OF ALL DOSING mums INCOIER SHOWN ON THEE PLANS OR NOT by POTHOLING THE UTuTES AND StR&EYING DE HCRCONTAL AID *RocIIL LOCATION PRIOR TO CONSTRUCTION. THS SHAH. "cum CALL ; UIU!Y LOWE 0 1-800-424-5555 HO THEN POTHOLING NI OF THE COSTING IJWT S AT LOCIOIONS OF NEW UMW CROSSINGS i0 PHYSICALLY VEINY WHETHER OR Ntii CON UC;'S COST. LOCATIONS OF SAD Innis AS 904ti OK THESE PUHS NM UPON DE IMERIFED PUEUC "FORMATIONTO MARWICK COP 1XFS�SHOULD OCCUR. CONTRACTOR SFPLL CORM B!� ROED SUBJE& iiro icS INGREERS. INC. TO RESOLVE ALL Mann PRIOR TO PROCEEDING 1RH COIGTRUCTDOK. DATUM EQUATION: ELEVATIONS SHOWN ARE PER VERTICAL DATUM NGVD29. FOR CONVERSION TO CURRENT aTY OF TUKVALA DATUM (HAVD88) USE THE FOLLO M 4G DATUM EQUATION: NAVD88=NGVD29 + 3.524 FEET Mess Mellwgrasselloodkadolor i"ab:W„lolZl a,. W�IA.,k55C d 42 0 11 4 0 S. MINKLER BVLD.-UTILITY PLAN & PROFILE LIJ SOUTHC WASHINGTON JIMi o vcde 1.=30' 1 9/18/06 95254.08 R11. 13 952454.08 R12 t'LASE P: 11'1F CPTIO:lA; CLNIADEIt 'M NALBOX HFE'GHT 6' Mf.N FROM PASS USE EGG CRATE VISOR PUSH BUTTON POSITION Mow 2.1Jr PUk )ER Y►1ntaMoVE FIYJSII REES PAOCEL tO1371-412 PUSH BUTTON ATTACHMENT PARR ARRO.YON PUSIBUFTO:N (2 SLOES 6 TOP) PUSH BUTTON TO ACINATE WALKIN UiSLrre.:1ton !lS TALL PUSH urro:N 11' FROM GROUND INSTALL6 FROM GROUND ` PEDESTRIAN SIGNAL NOT TO SCALE City of Tukwila PEDESTRIAN SIGNALS SHEET: RS-23 REVISION WI: 08.03 1 APPROVAL: B. SHELTON I 1--"- s�- 1 6s �FACEOF CURB PULE FOUNDATION PLAN 7.3fN-- 3-7s-- CiF:iSB(Aa.;iat:a�E r2-5 NOTES: /Tv-•i'/ CL..R JL =�7 FSfiF:caJ a t3S7 AH7+JEt 6Gt T 1-17 CIA ASV. r it J a. TOP 0 TECO C LV HOCK EACH MD. LOLn D'SQ.scIi OKAY 8077031 es 6aC. EI!O! ONYJ HOOK EACH END. 1„/".-- 6RADIUS LF-12' CLNIs a GUTTER :PNDISiL+"�7ivRnZTMO:toC Pt- TEGF-mot 141s'OPJ .00.7.aT FOUNDATION SECTION 1. THE FOUNDATION SHOY.11 IS SPECIFICALLY DES':G'IED FOR A'i'WP.PCO TYPE" ALUMINUM POLE UP TO 30' L OV1T1NG HEIGHT AND 8 MAST ARM. 2 CONCRETE FOR FOUNDATION SHALL. BE CLASS B. 3000 PS! COMPRESSIVE STRENGTH AT 28 DAYS. 3 REINFORCING STEEL SHALL CONFORM TO 142,41MUM REQUIREM.ENTS OF ASTIR AS15 C-RADE o^ 4 CONTACT CITY 0= TUKW1LA FOR SECCN 3 &RY VOLTAGE ANO GROUND WIRE CONNECT7011. 5 FOR SERVICE CO?` ECTION. CONTACT PROVIDER AT LEAST TWO WORKING DAYS IN ADVANCE- 6 ALL PERMANENT CONDUCTORS SHALL BE COPPER. A.L ELECTRICAL WORKMANSHIP AND MATERIALS Sr -IA L CONFORM TO NATIONAL ELECTRICAL CODE REQUIREMENTS NOTTOSCSiE City of Tukwila LUMINAIRE FOUNDATION SIDEIIWILK APPLICATION SENT: RS-25 08.03 1 APPTIvIw� D. SHELTON • ..a....cAlica. ymr,...._..tz,BB 1 _ S.W. 1 4 SEC. 26, T. 23 N., R. 4 E., W.M. ELEVATION 7r M141181AI • TU KWI LA PKWY sr mom SIGN: SHEET ALUMINUM, .080 GAUGE, SIZED AS NEEDED WITH ROUNDED CORNERS. BACKGROUND: GREEN, ENGINEER GRADE LETTERS: LOCAL ACCESS INTERSECTION - 4" UC C SERIES WITH 2" UC C SERIES ARTERIAL INTERSECTION - 6" UC 0 SERIES WITH 3" UC C SERIES BORDER -SCREEN PRINT 5/16' WIDE WITH 3/4" RADIUS ON CORNERS. POST MOUNT OAST ARM STREET NAVE SIGN STABaESSSTEEL BOLT EY1ASHER FRONT VIEW STAN&ESSSTEEL BANOS (IS!• X0-OIS) T!r j STREET IAVESIGN SIDE VIEW SIGN: SHEET ALUMINUM. 0.100. SIZED AS NEEDED WITH ROUNDED CORNERS. BACKGROUND: GREEN, ENGINEERING GRADE 3M OR APPROVED EQUAL LETTERS: WHITE, DIAMOND GRADE 3M OR APPROVED EQUAL V' SERIES D. OR AS APPROVED. BORDER -SCREEN PRINT 5/8" WIDE WITH 3/4" RADIUS ON CORNERS. RAREDLEG HIGH CARBON STEEL S1GN VOUNILNG BRACPETS MAST ARM MOUNT NOT TO SCALE ♦ City of Tukwila STREET NAME SIGN SHEET RS-10 REVISION s1: 08.03 _APPROVAL: B. SHELTON C 1t-111' 10.1J1' PLAN - FRAME & COVER' 1M'RRfET 23N- an • 't:Vi 2O' SECTION - FRAME & COVER 10' ameri 1I4-X 1-1I2' BOLT ; IS" LONG Vat DAMS ER BRASS DISC 1AREBAR CONCRETE Iir01allAENNI CLASSCCOTX:RETE BOTTOM VIEW OF COVER. NOTES: 1. MACHINE BEARING FACES OF COVER AND CASE TO INSURE POSITIVE FIT. 2. CASTINGS SHALL BE GRAY IRON, AS.T.M. DESIGNATION A-48, CLASS 40, AND SHALL CONFORM FURTHER TO APPLICABLE SECTION OF THESE SPECIFICATIONS. 3. MONUMENTS ARE REQUIRED AT STREET INTERSECTIONS AND MUST BE SET BY A SURVEYOR LICENSED TO PRACTICE AS SUCH BY THE STATE OF WASHINGTON. NOT TO SCALE City of Tukwila STREET MONUMENT WI FRAME & COVER SIEET: RS-07 REVISION s1: 08.03 APPRINAL: B. SHELTON i ID POLE CAP ALLOY43 WDISTA3RESSSUET SCREVIS -1\ TM S.V° -1 I�1 BOLTCL®Cll: (H) 1 or MA BOLT HOLES I.SOUARE aAsE ANCHOR BOLT LAYOUT 33-L2' 1?-a Mt. DISTANCE REM TOROIIO►E POWER BOOR F .i'r 533' � AOJUSTABLEFRR 1-1r6• THIEF rrwE LUMINAIRE DETAIL PQE W . 1z-13NCTAPPED GJLOMMGNOLE SECTION THRU HANDHOLE NOTES: 1. BRACKETS SUPPLIED WITH 2' NP,S. SUPFITCER SPECIFY MOD. 140 FOR 1.25" N.P.S. SUPFITTER. 2. TWIN BRACKETS ARE LOCATED 180OC. 3. 10" BASE DIA. POLES REQUIRE 1'-8NC • 48" LONG ANCHOR BOLTS %MTH A 3-114' PROJECTION. 4. RRSTAWL STREET IJGHTS BEHIND SIDEWALK 5. INSTALL JUNCTION BOX 6" INTO SIDEWALK 6. SECURE ANCHOR BOLTS IN PLACE BEFORE POURING CONCRETE 7. INSTALL BOLTS WITH A MINIMUM OF'IW O (2) THREADS EXPOSED. 8. SEE RS-22 AHD RS-26. rs G (SA ) 7.1-d1RAIFER fl HOOPS a T-QCTRS cuREstre AIRMAN S T"l 11AF l TARE TRUSS ARM A TOPJPGF A It C 0 E 1f o so 1r r r r '.qI' 27r 1st 1rlolr le r r .1M' 1Tr 112P 1r IO1T 1= r r ./111' 3rr 112W` 11•701i s r r .1/1' 2Tr war 1rlow v r r r ssr 3rr MS' trTo /r 1I r r .337 3 T 11mr 23-70ir >r r r .' PT 11.1S T221r 1a r _ r 2,r Sri a:7t •rw12' MID HOLE (1-rNOIlcui.)Taomaus tnem. COMPLETE Wm RE1tir0J C K: MAW: : ALLOV 351.TTL OCWERPAOSSMINX STITLiSSSTEISCREW& cgs') EASE FIL MCE ALLOY3S*-T6tLTBCLT 00'JEAS sso sracacas STL$ SCARY$ TYPICAL LUM1NAIRE POLE DETAIL r1) r-ISVC: STEEt MOTOR JOLTS ASTLI AS76.AfS1GRADE tMI-liC 50.010PSY/71. yeomen TPA OF ROOSTOQC 09CStow. OUT OF NOC7rD P'OLEFO C£ `bOTr RO►1EOOROff 1HiNEPOSPER ANT. CLASS 2A . TOP TO'GALY.SR_ LOCK acac ERS IL ON roam. STL F.ATIRADI GAIN. STLOC,ADMIT (PER RAN) 1 r� 114711ARS EVOILYSWED irrvg24 SO.cRJOMA CLASS SSE GO+ E. FOUNDATION DETAL Hal TO SCALE City of Tukwila STREET LIGHT POLE 3r&w MOUNTING HEIGHT SINET: RS-2U1 nEwaaest II8.1 3 I aosraesesoft SPrRorM 8 SHELTON 0 A KOHL'S COMMENTS & SITE PLANCHANGE AT EAST BUILDING 01 3 Ole) el I oaao Lai of) csbuo No co CO ti STREET IMPROVEMENT DETAILS SO W WASH 43( NC 1- sIDD was 95245.08 A rvac EDGER FRISK sa RJLLLYFPTsi E IVAT4 0NJOifT CUPS GUTTER NOTES: 2%IMOUIS RL Ir w SECTION A -A SIDEWALK WIDTHS MINOR ARTERIAL* PRINICIPAL ARTERIAL* TUKWILA ` URBAN CENTER (SEE NOTE 1) 5 V 6' CUPBRA•D'(SEE RS-12) SCORE JOLVfSEVERTS' S Slr MINUS CRUSH EDROCK TIif.1EPREDEGE aiRACNIS E7CDA4.11 1. J O WITS EMERY 1S PLAN VIEW reADE x acr Deep SCORE MUMS ELEVATION 1_ SIDEWALKS SHALL BE A MINIMUM OF 8 FEET WIDE AT BUS STOPS AND PULLOUTS, OR WHERE DE SPEED LIMIT IS OVER 35 MPH, OR WHERE A TRAIL AND SIDEWALK ARE CONIN ED 2. RACE CEMENT CONCRETE OVER 2' OF 518' MINUS CRUSHED ROCK OR AS SPECIFIED IN THE CURRENT APWANYSOOT STANDARD SPECIFICATIONS. 3- REMOVE EXOSTI.YG CONCRETE CURB, GUTTER OR SIDEWALK TO THE NEAREST JOINT; SCORE JOINTS II JST BE SAW CUT AND REPLACED WITH F W- SM3110SCAIJE City of Tukwila SIDEWALK MEM RS-11 RI<+Rsio>sst 08.03 I >iJtmanon& WAS ATNs afig>L: D. SHELTON • ASPHALT CONC.:4EIEOR El TUwIOIJS RANT MXREPLACEMENT PATCH CUT YAM SELMA= PAVEMENT CUTTER OWING ASPHALT PAVEMENT ODDRA RIGID RIB 517IMIJS cOSPACTE 0 CR3JSHWROCKU MESS OTHERWISE METERED DV THEaIY SAWCUT DOMINO t MAT OM:CRETE 150%0F €GSTIYG DEPTH EIEPTH DETEFMONEA - BY CITY TYPICAL PATCH FOR RIGID PAVEMENT SAWCUT OUSTING CONCRETE PAVEMENT / Seer BOWS COMPACTED CRUSHED ROCK UNLESS OTHERWISE ORDERED BY TIE CRY ASPHALT OGNCRETEOR OTLP81 OUS RANT MIXR4]' RE]'/CEMENT PATCH SAWCUT TWA OFEASTING DEPTH MISTING ASPHALT PAVEMENT • //f% iii+i+i+i•+•ii'i•i'i'iii' i'ii'i'iii'ii'iii+ii: / L SWSINUS COMPACTED CRUSHED ROCK UAESS OTHERV1*SE OROERED BY THEOTY TYPICAL PATCH FOR FLEXIBLE PAVEMENT NOTES: 971MTUS COMPACTED CRUSHEDROC1C MESS OTHBRVWSEORDERED BY THEOTY 1. ALL WORK TO CONFORM TO THE CURRENT WSDOT/APWA STANDARD SPECIFICATIONS FOR ROAD, BRIDGE. AND MUNICIPAL CONSTRUCTION. 2. A MINIMUM OF A ONE YEAR GUARANTEE IS REQUIRED ON ALL PAVEMENT PATCHING AND OVERLAYS. 3. CONTROLLED DENSITY FILL IN PLACE OF CRUSHED ROCK MATERIAL MAY BE REQUIRED IN CASES OF RECENT PAVEMENT OVERLAY, OR AS DIRECTED BY CITY ENGINEER. NOT TO SCALE City of Tukwila PAVEMENT RESTORATION RS-03 REVHsoo>I sl: 08.03 1 APPROVAL: B. SHELTON EXISTING PALENeiT TE EEf:FAEiIEWARTE NG PATTET:21(SEE DETM.) N! ATAX TO 1:491121.1UP 1-J 6' THICK GINTER SECTION A -A 11' 3 NEL A /' THIaccieweLT CONCRETE SIDEMAIX irMICIC3oa GE SXSLADDMG REBORED A s c O LIDI SAr 7f1S 71F MAX Mir 3r 1JY.£ CODE CLOY LhI'tr`~r. 0 Cf T:l';c':''a 1 jj1ir-{�T•N1S_Ob 1 ill D11 'JJ- . L- rC r2,16. -I I - I ELEVAT1CAI DETECTABLE WARNING PATTERN (SEE NOTE 5) NOTES: 1. MAP ANDAPPROAIQES SHALL BE Q.E R OF OBSTACLES ir0.1AI0G HI/DRAMS. POLES PAID II.ETS. 2 IMP CENTER .8E SHHML SE PERPENOCUUIR TO OR RADTAL TO CURB RE FINS U[1EESS OT1t RW4E SPECIRED BY" HE BIGONEER UAMQA1/1 SLOPE SWILL SE 1L1. 3. FAIT. DEPTH EXPANSION JOINTS PRE REOUDED ON EACH we OF RAMP AND SHALL BE PtACED AT 1S SPACING PI GEIE &SDQADWCPORiION. t CURB RIMS SHMJL SE MOM TWO PER RADIUS ON ARTOtILL STREETSORAS DIRECTED SYTHE ENGINEER. S. DETECI (EWARNNGPATTER NS(TRW-MED0CIES)11EJGTSEPRECASTPAVERS1EETNGASIMCS02CLASSSXTYPE1 ORC736ORC1272TYPE Ft_ ACCEPTABLE WMJFSt:TURSISA17DPRODUCTS ARE : a) ADAPAYERS ASILVOESCIUREDBYWIETACRE AS DESCRIED ONTHEM WEH BE A►3rww N Ww.er lolAfJdb (BRICK b) AR IORTILE AS IKIIJFAICiURED BYARIIOR THE TACTILE SYSTEMS. AS DESCRY ON TIE VIE9SRE tiaPa►Ilalaraww-Ee000slr Jtr ` `420h1620141c•%X20 oixs il3RICK HIED) c) CASINTACT ~WIGPNELSASMANJFACTURB.BYMASONSUPPLYOQ.OFPOR LAND,. OR AsoAS OESCRIXDON TIER WEHSH E: Nej/bnsAarco (MOIRE% -0 STEP -SAFE AS IMPRFACTURED BY TRANSPO reusTraes, NC. OF PEW ROCHEU E, NY. AS Oc.sCRmED oN men tIEEISTIE AlpArawJavep000raGbp.Saf." :;311X3CRED) ONA CP.% BYC-ASE OASIS FOR REMITTING SOSTNG MIPS. THE IFOU.ONSIG PRODUCTS WAY BE PPPROVEDL ONLY WHEN 11RICAC RETTCOLOR BECOIESAV9LT1,ArKA` e) TOP sum ASWAUFPCTi BYRiff TRaDs11GLASOESCREIEDONTHEIR 1 TE 9 V91lYa)110 DETECT/ME wRIIING SYSTEICS WNJFACTURED BY VANGUARD ADA SYSTi31Ls OF lidERI & SYAFIGIe15l1.V" AS (EXPOSED ON THEIR VIEBSITe Awitowacianseacbaracexerf 6. PAPERS VALLLAYOVICP CFA da UHREWORCEDOONCRETETIME SETTING BID AMJOINTS TOSEMORTARED IN PCCORDANCEWITH MNO.FACTt1'Bt'' bVSTRi1CT10N OR WITHAiIAMIAN 1AZ mac EEDOFIJ17EI(WODFT®CLIENT WORM. R. M RT.AYtJONTSTOAWDT!(NOTGREATERTHANSr32'0443 TLESSTMHAIINVW PAVERS SUiLNOT eE DIRECTLY TOUCHNG EPOT OTHE UNLESSUri HAVE SPICING OARS. MORTAREDJOINTSARE TOSEFLUSH NITH TOP SeRiFPCEPAD STRUCK SOASTOGMASUOMISURFACE PAVERS SHALLeEINDSUM TlHAIJOINTS ARE LEVEL PATH PDOOSING JOINTS AS TO PROVIDE ASMOOHTH TRANSITION FRCSI BRICKTOBRICK AMMO( TOCONCRETE %MAGE. 7. SG TILSOOT STAADi®RAN F3A FOR DIMENSION OF GETECTPRIEViARNIN SIDFPiCE ILDT TO sCAL.E City of Tukwila CURB RAMP NEM RS42 SIEVINDA 0E1.03 1 IAtSTMEMNON MPIb : B. SHELTON • 1 • 952454.08 R13 \E -al': f lV /fie•a..k VC 4,Aft • 0 KOHL'S COMMENTS & SITE PLANCHANCE AT EAST BUILDING 0 i STREET IMPROVEMENT DETAILS WIG WASHINGTON i drzen by JHH JDO 4444 1"=30. 9/18/06 F 95245.08 �,,.R13 y 13 S.W. 1/4 SEC. 26, T. 23 N., R. 4 E., W.M. i 13, J-BOX • • f L... J J-Box rii L_J J-BOX J-BOX LJ I I I [A_ — STOP UNE LOOP SCHEMATIC NOTES: SINGLE LANE 1. INSTALL PER THESE STANDARDS. 2. DESIGNER SHALL MODIFY LOOP SPACING FOR LOOPS IN PARALLEL OR IN SERIES. 3. SEE APWA 9-29.3 AND THESE STANDARDS. 4. SEE WSDOT STD SPECS 8-20.3(14)D FOR MEGGER TEST. NOT TO SCALE City of Tukwila INDUCTION LOOP VEHICLE DETECTORS MEET: RS-28 REvisoontl: 08.03 APPROWAL. B. SHELTON i 3 125 IS CO 1 I TYPE "P" CABINET I I 6CO BEST LOGIC IF COUSTROCt]0N1 CORE [_A L.a L� L.-1 L-._1 44 CO FRONT VIEW 90C 850 306 f 204E � e 500 23E a050 Sst) 2l00 CONDUIT ZONE & ANCHOR BOLT LOCATION S475 2600 10-SLGPE SIDE VIEW NOTES: 1. ALL DIMENSION S W MILES 2 CITY PROMES 8 PHASE t1EMA CONTROLLER. UNLESS OTHERWISE DIRECTED. 3. FOUNDATION SHALL MEET OR EXCEED FOUNDATION DETAIL ON WSOOT STANDARD PLAN .1.3 4. CABINET SHALL BE ANODIZED NLUMNUIA, 0.125 THICK. 5052 SERIES. NEMA 3R. 110110 WALE cuy of Tukwila ■ RAFFIC SIGNAL CONTROLLER CABINET SHEER RS29 wft 66.03 i APPRO B. SLTON • 9.4' NOTES: DETAIL A 1. 90 MIL MIN. THICKNESS 2. THERMOPLASTIC IF PAVEMENT TEMPERATURES ARE >60° F. IF <60°F. ACRYLIC SHALL BE USED. _,•S 90• DETAIL B DETAIL C 93' NOT TOSCALE City of Tukwila PAVEMENT ARROWS SHEET: RS-18 MOON e: 08.03 APPROVAL: B. SHELTON Ok,301P RFC EV.'ED FOR CODE COM Lid?:CE NOTE CURD MIPS SHOULD* ONVIIM RAMC ace LeES _IVASMC xiwl s O0R MOE OF PAYMENT (71:dr CURB atE�C1 OFROADWAY City Of T1' 'i a r7 I 1r 12 I a 3 ari I 1r s$ TRFL.AFRC OW as I 3$ SIGNALED OR STOP SIGN SCHOOL OR UNPROTECTED CONTROLLED CROSSWALKS NOTES: TRAFFIC FLOW 1. CROSSWALK BARS NOT TO BE PLACED ON TW WHEEL PATHS AND EVEh1Y DISTRIBUTED. 2 USE 12' BAR F SPEED LESS THAN 35 MPH. 3: USE 24' BAR IF SPEED IS GREATER OR EQUAL. TO 35 MPH. M. 2' CROSSWALK BARS TO BE CENTERED ON CENTERLWE. LAW LINES. ANO TRAVEL LANES. IsaYTOSOME City of Tukwila CROSSWALK DESIGN AND puCSI ENT RS-» AMMON eft 119.03 Msana: E. SHELTON I • 1; • • i Milli{ " iliF PL, ` iiCRTr • ♦4• 33q ! : ! 1 ! ! 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