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HomeMy WebLinkAboutPermit D06-446 - Apollo Holdings - Tenant ImprovementAPOLLO HOLDINGS 33145 116 ST D06 -446 Parcel No.: 1023049011 Address: 3314 S 116 ST TUKW Suite No: Tenant: Name: APOLLO HOLDINGS Address: 3314 S 116 ST , TUKWILA WA Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: htto: / /www.ci.tukwila.wa.us Owner: Name: ELLIS AND ANGELO COMPANY ET Address: PO BOX 58548 , LOS ANGELES CA 90058 Phone: Contact Person: Name: ANNE HERRICK Address: 801 2 AV, SUITE 501 , SEATTLE WA 98104 Phone: 206 - 682 -3460 City of Tukwila DEVELOPMENT PERMIT Contractor: Name: HOFFMAN CONSTRUCTION CO OF WA Address: 805 SW BROADWAY SUITE 2100 , PORTLAND OR 97205 Phone: (503)221 -8811 Contractor License No: HOFFMCC164NC Permit Number: DO6 -446 Issue Date: 01/12/2007 Permit Expires On: 07/11/2007 Expiration Date: 07/12/2008 Steven M. Mullet, Mayor Steve Lancaster, Director DESCRIPTION OF WORK: TENANT IMPROVEMENTS TO EASTERN HALF OF EXISTING WAREHOUSE. INCLUDES ADDMON OF SEVERAL ROOMS WITHIN EXISTING SPACE AND ASSOCIATED MODIFICATIONS TO MEP AND FIRE PROTECTION SYSTEMS. Value of Construction: 1,864,720.00 Fees Collected: $17,043.19 Type of Fire Protection: SPRINKLERS/APR International Building Code Edition: 2003 Type of Construction: u1 - Occupancy per IBC: 0011 doc: IBC -10/06 * *continued on next page ** D06-446 Printed: 01 -12 -2007 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N Permit Center Authorized Signature: 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.cttukwila.wa.us Fire Loop Hydrant: N Number: 0 Flood Control Zone: Hauling: N Start Time: Land Altering: Volumes: Cut 0 c.y. Landscape Irrigation: Moving Oversize Load: Start 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: N Permit Number: D06 -446 Issue Date: 01/12/2007 Permit Expires On: 07/11/2007 Size (Inches): 0 End Time: Fill 0 c.y. End Time: Date: O / /4/16 7 Steven M. Mullet, Mayor Steve Lancaster, Director I hereby certify that I have read and examined this permit and know the same to be true and correct. 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 provisions of any other state or local laws regulating construction or erfo ce of work. I am authorized to sign and obtain this development permit. Signature: I*t--�- Date: In-1 1)1 Print Name: ANA ha Y? T 1--1F-e--(eAcA7c_ 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 doc: IBC -10/06 D06-446 Printed: 01 -12 -2007 Parcel No.: 1023049011 Address: 3314 3 116 ST TUKW Suite No: Tenant: APOLLO HOLDINGS 1: ** *BUILDING DEPARTMENT CONDITIONS * ** City of Tukwila Department of Community Development 6300 Southeenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us PERMIT CONDITIONS Permit Number: D06 -446 Status: ISSUED Applied Date: 11/17/2006 Issue Date: 01/12/2007 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 (206/431 - 3670). 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 fatal 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: Partition walls that are tied to the ceiling and all partitions greater than 6 feet in height shall be laterally braced to the building structure. 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 III, 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. doc: Cond -10/06 D06 -446 Printed: 01 -12 -2007 15: 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. 16: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 17: All rack storage requires a separate permit issued through the City of Tukwila Permit Center. Rack storage over 8 -feet in height shall be anchored or braced to prevent overturning or displacement during seismic events. The design and calculations for the anchorage or bracing shall be prepared by a registered professional engineer licensed in the State of Washington. 18: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 19: Ventilation is required for all new rooms and spaces of new or existing buildings and shall be in conformance with the International Building Code and the Washington State Ventilation and Indoor Air Quality Code. 20: 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). 21: 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 presuming 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. 22: ** *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 23: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 24: The total number of fire extinguishers required for an ordinary hazard occupancy with Class A fire hazards is calculated at one extinguisher for each 1,500 sq. ft. of area. The extinguisher(s) should be of the "All Purpose" (2A, 20B:C) dry chemical type. Travel distance to any rue extinguisher must be 75' or less. (IFC 908.3) (NFPA 10, 3 - 2.1) 25: 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 (1524 mm) 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). (1FC 906.7 and IFC 906.9) 26: 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) 27: 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. (!FC 906.5) 28: 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 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 doc: Cond -10/06 006 -446 Printed: 01 -12 -2007 required surveys. (NFPA 10, 4-3, 4 -4) 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: htip: / /www.ci.tukwila.wa.us 29: Egress doors shall be readily openable from the egress side without the use of a key or special knowledge or effort. (IFC 1008.1.8.3 subsection 2.2) 30: 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) 31: 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) 32: Exit hardware and marking shall meet the requirements of the International Fire Code. (IFC Chapter 10) 33: Exits and exit access doors shall be marked by an approved exit aign 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 nun) or the listed viewing distance for the sign, whichever is less, from the nearest visible exit sign. (IFC 1011.1) 34: Every exit sign and directional exit sign shall have plainly legible letters not less than 8 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 (51 mm) wide except the letter "I ", and the minimum spacing between letters shall not be less than 0.375 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 "EXIT' 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. (IFC 1011.8.1) 35: Exit signs shall be illuminated at all times. To ensure continued illumination for a duration of not less than 90 minutes itt 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, 1006.2, 1006.3) 36: 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 1008.1, 1006.2, 1006.3) 37: Maintain sprinkler coverage per N.F.P.A. 13. Addition/relocation of walls, closets or partitions may require relocating and/or adding sprinkler heads. (IFC 901.4) 38: 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- 8.8.5.3.3) 39: 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 sprinlder 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) 40: Maintain fire alarm system audible /visual notification. Addition/relocation of walls or partitions may require relocation and/or addition of audible /visual notification devices. (City Ordinance #2051) doe: Cond.10/06 D06.446 Printed: 01 -12 -2007 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 41: Maintain automatic fire detector coverage per N.F.P.A. 72. Addition/relocation of walls, closets or partitions may require relocating and/or adding automatic fire detectors. 42: Maintain square foot coverage of detectors per manufacturer's specifications in all areas including: closets, elevator shafts, top of stairwells, etc. (NFPA 72- 5.5.2.1) 43: 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) (IFC 104.2) 44: All electrical work and equipment shall conform strictly to the standards of the National Electrical Code. (NFPA 70) 45: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2050 and #2051) 46: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 47: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575 -4407. doc: Cond -10 /06 * *continued on next page ** 006-446 Printed: 01 -12 -2007 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 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 Date: D06 -446 Printed: 01 -12 -2007 Site Address: bb CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 httal/www.ci.tukwila.wa.us Building Permit No. Mechanical Permit No. Plumbing/Gas Permit No. Public Works Permit No. Project No. or of tce use on 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 ** *314 6 0. Me 1F} St Tenant Name: A•?O LL 0 kOI.D1 N4S I GENERAL CONTRACTOR INFORMATION - (Contractor Information for Mechanical (pg 4) for Plumbing and Gas Piping (pg 5) ) King Co Assessor's Tax No.: 1 V 1- // 0 6d Suite Number: Floor: New Tenant: le Yes ❑..No Property Owners Name: AP01.t.D +-tt)t.DI I.4 5 1.1.G 'SEATrt.E W A 981 04 Mailing Address: CAI VP op REM. SAMS VU1.4 .1 11X., soy FIFTH Me.. 50. , 5011E 9 b6 City State Zip Name: ANMR 1-1 I.M1•a A4C411 EC:CS Day Telephone: V.*• (get. S -i(o0 801 sEcoI1D AVE- G%)a5b) , SF.. Wt4 98169 Mailing Address: State Zip E -Mail Address: O.s ht frl Coke. I YfY,GO.tc%Mted.&.CoVY, Fax Number: 20(0. 3420• 3nS City City Company Name: 14OF MA:b4 Cd1U STGJGTIOv$ CAM 9. Mailing Address: I SOS W I .Tt.• 4&t tab. Suire sob, SEPfTTLS Wit 9%1E1 City State Zip Contact Person: 2 V I N C. E*4'T Day Telephone: 2010. 28 (O • Gfogl E - Mail Address: } rob - \1V C.tt* hbrrentNnter ? •eAM Fax Number: 2OS. 25 10 . 752.'3 Contractor Registration Number: I-kOFFKC.C. 1(09 MC Expiration Date: co ' 1 2.06 ARCHITECT OF RECORD - All plans must be wet stamped by Architect of Record Company Name: 1.1i1 -I AptH'ITECTS Mailing Address: $Ol *CoNO /KVE% SWTE 5 01 1 SEPrT11 e. WA, 1$104{ City State Zip Day Telephone: Wits • (e$ 2.341 O Contort Person: ANNE PreiefAcK E-Mail Address: 0.h1CCPIGICG not01ilitA'1 . C.O(Y\ Fax Number: .OW • 3 41.13S8 ENGINEER OF RECORD - All plans must be wet stamped by Engineer of Record Company Name: 1 10( GNU SSO1.1 VaEMF•..1UG ASSocIACTf5S Mailing Address: 1 301 rink' If•• t 40I . %2.00 • SI✓PrT fl.L WA 1 01 State Zip Contact Person: 14 - 1 K B1- 0 M $ P-EP Day Telephone: a.p(Q a 2 • I'D...O 0 E -Mail Address: b1Orn9f r% O.. Yfk:0.• COM Fax Number: '- &o• - I 2- Q:tApplkation To•n..Applia•ions On Line\3-2006 - Peemit Application.doc Revised: 4 -2006 Page 1 of 6 BUILDING PERMIT INFORMATION - 206 -431 -3670 Valuation of Project (contractor's bid price): $ I , 6 (p4 . Existing Building Valuation: $ ' lop Scope of Work (please provide detailed information): " 4-ldN Tr 1 MP*ZIIEME+.7rc 1 A6 »1 C -Ni I- ALF or- Ex►KTluc, w iAnos1E (z3,433 sp ry -ejicf A vel Ii4GWDES Auvmc» -4 e Sf�£? - L. 12oat -�s WflL iU E�fI Fa sf4rr fa A� u4rE0 M►D►FI.c.A 'fb mg/ AND FIR -ti~ TEG'ria -1 sisere►1S . Will there be new rack storage? u.. Yes ❑...No (If yes, a separate permit and plan submittal will be required) Provide All Building Areas in Square Footage Below 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 ft): Floor area of principal dwelling: Floor area for accessory dwelling: 'Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: ,.,.,/ Compact: Handicap: Will there be a change in use? ❑ .... Yes L_►{.. No If "yes ", explain: FIRE P OTECTION/HAZZAARDOUS MATERIALS: FIRE I ..Automatic Fire Alarm ❑..None ❑..Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? 0.. Yes ErNo Ij'yes ", attach list of materials and storage locations on a separate 8 - 1/2 x 11 paper indicating 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 :'Applica6ons\FonN.Applic.tions on Lin.3-2006 - Permit Applicalion.doc Revised: 4-2006 bh Page 2 of 6 Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC I ° Floor 411 SF 23,433sF no- nn, Z7pg. III 6 s -1 2v Floor 4.69fo 3 Floor Floors thm Basement Accessory Structure' Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck BUILDING PERMIT INFORMATION - 206 -431 -3670 Valuation of Project (contractor's bid price): $ I , 6 (p4 . Existing Building Valuation: $ ' lop Scope of Work (please provide detailed information): " 4-ldN Tr 1 MP*ZIIEME+.7rc 1 A6 »1 C -Ni I- ALF or- Ex►KTluc, w iAnos1E (z3,433 sp ry -ejicf A vel Ii4GWDES Auvmc» -4 e Sf�£? - L. 12oat -�s WflL iU E�fI Fa sf4rr fa A� u4rE0 M►D►FI.c.A 'fb mg/ AND FIR -ti~ TEG'ria -1 sisere►1S . Will there be new rack storage? u.. Yes ❑...No (If yes, a separate permit and plan submittal will be required) Provide All Building Areas in Square Footage Below 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 ft): Floor area of principal dwelling: Floor area for accessory dwelling: 'Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: ,.,.,/ Compact: Handicap: Will there be a change in use? ❑ .... Yes L_►{.. No If "yes ", explain: FIRE P OTECTION/HAZZAARDOUS MATERIALS: FIRE I ..Automatic Fire Alarm ❑..None ❑..Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? 0.. Yes ErNo Ij'yes ", attach list of materials and storage locations on a separate 8 - 1/2 x 11 paper indicating 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 :'Applica6ons\FonN.Applic.tions on Lin.3-2006 - Permit Applicalion.doc Revised: 4-2006 bh Page 2 of 6 ON 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 180 days. The extension shall be requested in writing and justifiable cause demonstrated. Section 103.4.3 Uniform Plumbing code (current edition). I 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 1 AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNEjt OR AUTHORIZED A ENT: Date: 9 • Ce (4) Print Name: MME lit-4 Day Telephone: ZOO .68 2 .39(.o Mailing Address: U114 k4t4kt rcc(S t Sod sr%coPD A , corm 061 r sect-mt. WA gist OA City State Zip Signature: Date Application Expires: tsiata I Date Application Accepted: Q ^AppricationsWonn- Appuwions On Line13-2006 - Permit Application:doe Revised: 4-2006 bb Staff Initials: 1 Page 6 of 6 Parcel No.: 1023049011 Address: 3314 3 116 ST TUHW Suite No: Applicant: APOLLO HOLDINGS Receipt No.: R07 -0059 Payee: MOSAIC INVESTMENTS INC ACCOUNT ITEM LIST: Description BUILDING - NONRES STATE BUILDING SURCHARGE 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 RECEIPT Initials: LAW Payment Date: 01/12/2007 04:25 PM User ID: 1632 Balance: 50.00 TRANSACTION LIST: Type Method Description Amount Payment Check 101245 10,330.98 Account Code Current Pmts 000/322.100 10,326.48 000/386.904 4.50 Total: $10,330.98 Permit Number: D06 - 446 Status: APPROVED Applied Date: 11 /17 /2006 Issue Date: Payment Amount: 510,330.98 7 1 / 1 7 9714 TOTAL 10370.7E doe: Receipt -06 Printed: 01 -12 -2007 Receipt No.: R06 -01850 Payee: MOSAIC INVESTMENTS INC. ACCOUNT ITEM LIST: Description PLAN CHECK - NONRES 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.cttukwila.wa.us RECEIPT Parcel No.: 1023049011 Permit Number: D06 -446 Address: 3314 S 116 ST TUKW Status: PENDING Suite No: Applied Date: 11/17/2006 Applicant: APOLLO HOLDINGS Issue Date: Initials: JEM Payment Date: 11/17/2006 02:30 PM User ID: 1165 Balance: 510,330.98 TRANSACTION LIST: Type Method Description Amount Payment Check 98842 6,712.21 Account Code Current Pmts 000/345.830 6,712.21 Total: $6,712.21 Payment Amount: $6,712.21 1835 11/17 9710 TOTAL 6712.21. dnr; Rernint -06 Printed. 11 -17 -9006 Project: .94 S. Type of Inspection: 5 � «�r /'i" -e Addres . 33 3y 9)/4' / Dat Called: Special Instructions: Date Wanted: � sal Phone 7..rzr 79T / 1 1. INSPECTION NO. Retain a copy with permit 10; r3/44 INSPECTION RECORD o. PE CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3 7 V Approved per applicable codes. Corrections required prior to approval. COMMENTS: 1. O Date: / .0 0 558.E EINSPECTI N FE EQUIRED. Prior o inspection, fee must be paid at 6300 Southcenter vd.. Suite 100. Call the schedule reinspection. 'Receipt No.: (Date: Project; fro /4 Type of Inspection: : 3 (, / n ��� Date Ca led: Special Instructions: Spec Date Wanted: CR. & ^' r go - / v/ Requester: Phone No: - n INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 20•)431.3 r 1 Approved per applicable codes. El Corrections required prior to approval. COMMENTS: dr' Inspector: I Date: 77 D$58.00 EINSPE "FEE REQUIRED. Prior o inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. (Receipt No.: 'Date: Project: / �� PYfO / - 4 44 Type of Inspection: NJ ' / / mil 1 " - %W Addr s: l' / // O / ' : Date Cal ed: ns: Special Instructions: Date Wanted :: 0�r / g—+� ' Requester: Phone No: A pproved per applicable codes. Corrections required prior to approval. /1 COOMME//NTS: 4P /; i/ j 9! 9 r ` t t 'it g 1 � �, c V/ o Pi v C p2, Z` ,f� J s /G/r „ V v /T /sn A-e ti, � 'e- fir / 3 ,f ` Inspector: J , l61A , -- � eh Date: �/ /W J 3 INSPECTION RECORD Retain a copy with per(it INSPECT'' N NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 r PER �. 0 ri $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: 'Date: Project: i OltN..SC APOd3.7 �{ Type of Inspection:__ S Pe0 I r i4 1 n5P / 1-1k P t Address: 3; 14 S&lf I^ We le yF Date Called: G'7Pe 4 A.,A( `e+-ter yA.at Ie5 -1 Na h k A-bC 3- 2 ,0 _cm Special Instructions: Date Wanted: L+ 12 - Cl P.m. Requester: Date: $ Phone No: W/ COMMENTS: \ S R (t Wr(k - n/lr rl/ / � _6) ) / jev - V IN — A n,P✓w - 4 ( \n SI. S (`ng C.IIVM - ✓ — AN rude §) r —nil( c � � 1n,,tI G'7Pe 4 A.,A( `e+-ter yA.at Ie5 -1 Na h k A-bC 3- 2 ,0 _cm ec or: I Date: $ 47.00 REINSPECTION EE REQUIRED. Prior to inspection, fee must be W/ Da c,-44 INSPECTION RECORD Retain a copy with permit INSPECTION 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. al . a 6300 Southcenter B lvd., Suit 100. Ca to sc reinspe Ion. Receipt No.: Date: Project: O / h /44/ / Type of Inspection: ! / /i rfr.• y Addre ( , / 1/ //C Uate Called: I Speciaf'Instruct' ns: Date Wanted: ley 0 Requester: Phone No: /� - 541% 7 .Ot ' 2-u Approved per applicable codes. INSPECTION RECORD Retain a copy with permit INSPECTION N CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -36 El Corrections required prior to approval. COMMENTS: n n 5 n ( lHn c ✓ c% 4t A2 All / ; / fa. -tc_ t2 r /4, �y (4 /�) ,Ly/1 .en, L z • S Ot - J • St, v: h h / �� t vi 'C•IA ne i. 4 . n %, 74 ri $58.00 FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: "" Project � 4 t " - e o InspRCtig9y 1-,-,4 �,_ / v 4 � �4 Address: ) ✓ Date Date ��++ Special Instructions: Date Wanted:�//JJ''��dm, 74(x/ m. Requester: Phone No: INSPE ION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3 Approved per applicable codes. Corrections required prior to approval. COMMENTS: p01 [w ltia // Srno/ *at El $58.00 REINSPECTION FE 4EQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: !Date: Project: / a 74 /14// Type of Inspection: 7a Z if , � Add135 C , S, //4 _Vs, Date Called: Special Instructions: Date Wanted. //�� .I 26"V� m. Requester: Phone No: / ? -.S /O- INSPECTION RECORD Retain a copy with permit INSPECT N NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 4226 9 / PE (206) T Approved per applicable codes. 0 Corrections required prior to approval.'( MENTS: SZa4 /,IA/ / 7 71 Inspecto Date; $58.00 REINSPECTION F REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. 'Receipt No.: Date: Project: Apollo /44,/, b Type of Inspection: -.- 'i /v, // T 'x Address' // Date Called: Special I ructi ns: Date Wante 21a--0 Requester. Phone N 6 i So-2s / INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 0 Approved per applicable codes. 0 Corrections required prior to approval. COMMENTS: A L,% / mi l 4 (; 4141 i >-i So /('/ a4 /Zf Y /9r film /le./ 6,dyle- / 4 l�4p /tio J / yll. /i4,3,7 i tiiD.i al; Lvv.+ a 17 4 d le .01.4,4 ! 7i�1 %,L_ 2' /9 , ' Inspector: $58.QJYKEINSPECTIOIOEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: Yi' /1�st� INSPECTION RECORD Retain a copy with permit PERM (Date: 7� 7 (206)431 - 36[70' Project: , Type of Inspection: free-tfry, ) Address. // : // Date Called: Special Instructions: if 'ca / Z Z 00 799 ' 7 — o f Date Wanted: /-_ JT. 31v/ J a.m. Requester: M, he Phone No: 0 Approved per applicable codes. INSPECTION RECORD Retain a copy with permit INSPECTIO- NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 PERM (206 431 -3620 0 Corrections required prior to approval. COMMENTS: /J f{ 1)F-2,7- ,7.7 /-' c7 r arZleii /6I//>i ^ f s '7 Fl $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection: - • Receipt No.: Date: Projec it lj4/4- s' TYP�ofl Y.4 /PAZ „� Addres 33/V S. //6 Date Cal e Special Instructions: Date Wanted: 3 —/27797 �_� t P.m. Requester: Phone No: 2 '- GS/a 2 5 - 2, INSPEQION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #1 00, Tukwila, WA 98188 El Approved per applicable codes. El Corrections required prior to approval. COMMENTS: / 6) A , / 1 6 1— /J 1- $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: (Date: Project: A f NOW, /fp /4 /1l�Q.l}o Type of Inspection: £ff9 tell/ ftivu'/ Addr s7: � f (J s: S. JJ� _ d ate Called: Special Instructions: Date Want lVJ p.m- Requester: Phone Noi _ sr' 2 - si 7 INSPE ON NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. COMMENTS: ,r #''f >> z -� 1- 44 /i T�� c -/ r � lent. ei; Lot." frolent-7 (-1) 44 / !), s / t /)fl n2/i. -2, /ct/ 3) C! 2?2S &W1-/ Inspector: Date: 3 - y ".. _. (206)431 -367 Corrections required prior to approval. Q $58.00 REINSPECTION F REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. (Receipt No.: (Date: Project: , r AAZ( 0 1/624.)//V 4 Type of Inspection /-7-9,9,7piv ,0 Address: / Date Called: i r/V S 1/‘ 5 Special Instructions: Date Wanted: (a.m' 3- 7 -07 P.m. Requester: Phone No: r ,2 0G . 5ia - ?S 3c-2 INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. Corrections required prior to approval. COMMENTS: fr /I 7 lye 4' Dr9+-A- /O/ b r Ic / 1-0 � �S�l7.t�i .`�, rech, io 1 0 $58.00 REINSPECTION FL REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. (Receipt No.: 'Date: Project: n / 4/%3 Type of Inspection: 0 /f/ f,; Addr 3/N .5. / /A- Date Ca led: _ Special Instructions: Date Wanted: �m 77��/�� Requester: Phone No 7a — , ¶/o ZS-37 INSPE ON NO CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. Corrections required prior to approval. COMMENTS: /) 1 1 b'i r7,02 t^ .S G Inspector: d- 1 i t8f',_/ INSPECTION RECORD Retain a copy with permit (206)431 -3fj7 6Aykt, i t Dater � r% F1 $58.0 (REINSPECT) 1 FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: Project: /QAc7 //1 %O /n%,% J S Type of Inspection: roor»vG V Address: ? ?/ .S //6 Sr Date Called: Special Instructions: Date Wanted: (P Requester: Phone No: 220 6-41C S -d.2‘ INSPECTION RECORD Retain a copy with permit INSPECT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 PE Approved per applicable codes. Corrections required prior to approval. COMMENTS: / a2 /I U`n stfi � O4 Inspector: ,Date: Z / - 67 $58.00 INSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: 'Date: Prod : 4 Type of Inspection: .. Address. 2 2 , Li S. I l Co s4 Date Called: Special Instructions: Date Wanted: I — (C( -0 -7 Cain P.m. Requester: Phone No: tirXe- 3g INSPECTION NO. El Approved per applicable codes. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 Corrections required prior to approval. COMMENTS: M arc"( titc- Date:/ 558.00 REINSPECTION FE O REQUIRL" Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. !Receipt No.: Date: P /kD CO Type of Inspection: / `�- FOC) 77 Address: 3 / y W s.4- Date Called: special Instructions: / �n 4 S l , l J i S/� - /lggv Date Wanted: a.m. / — / 7 - Requester: Phone No: r-20 - L / (,2 a() El Approved per applicable codes. INSPECTION RECORD etain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431.36(70 Corrections required prior to approval. COMMENTS: ' 4' et / 7`A'S ?t- io A J y frtr / �es / /-1 Date a .,,,,.Ae, F 7 7 - °7 LI $58„60 EINSPECTION FEE RE UIRED. o or to inspection, fee must be pal 6300 Southcenter Blvdddlll, Suite 100. Call to sechedule reinspection. Receip o.: 'Date: Project: _._ -___, - -- Type of Inspection: Address: 3 $.3 `/ Suite #: S l J6 -fr.' Contact Person: Gc? rr -ecu11 11,4 `; •11 Special Instructions: Phone No.: 7,co - V I - 6.7aA 6 INSPECTION NUMBER Approved per applicable codes. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA FIRE DEPARTMENT Word /Inspection Record Form.Doc 1/13/06 D oc - 94/ PERMIT NUMBERS 206 - 575 -4407 I - 1 Corrections required prior to approval. COMMENTS: Frce Fig Needs Shift Inspection: Monitor: Fire Alarm: Permits: Sprinklers: Hood & Duct: Pre -Fire: Occupancy Type: Inspector: t 5/ 1 7 --- Date: p/ Hrs.: $80.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. T.F.D. Form F.P. 113 Project: 0 p 0 ,ly t✓ GrchQc4sy Type of Inspection: Cell err ✓1'1 A.5 Address: 3 33,E 5 Suite #: //G sr Contact Person: C q,,,-e nv ,i N.rYgC.s Special Instructions: j Phone No.: ,2 tiff,' -- CZ, C Needs -Shift Inspection: Sprinklers: Fire Alarm: / Hood & Duct: / Monitor: Pre -Fire: Permits: 1 Occupancy Type: 444 Andover Park East. Tukwila. Wa. 98188 206 - 575 -4407 COMMENTS: EMt� /i�cc � 14 ✓/Y7d. do 4,1.1 liyll)f 4 1 . /ht. Inspector: Sw ,S /r Date: G/ /SA 7 Hrs.: INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA FIRE DEPARTMENT Approved per applicable codes. Word /Inspection Record Form.Doc 1/13/06 DoG - y` /6. PERMIT NUMBERS ❑ Corrections required prior to approval. $80.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. T.F.D. Form F.P. 113 Project: e ,/pa 00 Sprinklers: Fire Alarm: Hood & Duct: Typ9 of Inspection: Address: 3 3 it/ Suite #: .5 / / 6 Contact Person: Gait 0c- w\eAoP -i 1 °S' Special Instructions: Phone No.: 806, - l i c i? - 2o- Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206 - 575 -4407 COMMENTS: 7 eeo O(ln -v) 2. tJk Inspector: / v Date: 4///L/p Hrs.: a INSPECTION NUMBER %Approved per applicable codes. INSPECTION RECORD Retain a copy with permit Word /Inspection Record Form.Doc 1/13/06 ors s- isfe PERMIT NUMBERS n Corrections required prior to approval. $80.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. T.F.D. Form F.P. 113 COMMENTS: Type of Inspection: c0 Address: ; 3 /1 Suite #: 5 )16 fr` Contact Person: C i 0 _c / 0 t o /-f 4a 5 /tie C Special Instructions: Permits: Phone No.: ° 2 4/ - 7 O 1.7 Ce$ii R 0 -Ff, c e_ 42P UNlj ( U -PfrV -c A ( > S C .0 c to; 5- Project: R Poi <o NA-P-40 hoe t 6 r � z Type of Inspection: c0 Address: ; 3 /1 Suite #: 5 )16 fr` Contact Person: C i 0 _c / 0 t o /-f 4a 5 /tie C Special Instructions: Permits: Phone No.: ° 2 4/ - 7 Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: INSPECTION NUMBER ,Approved per applicable codes. INSPECTION RECORD Retain a copy with permit ■ CITY OF TUKWILA FIRE DEPARTMENT Word /Inspection Record Form.Doc 1/13/06 -5.- ) 4 !pu b- f/ PERMIT NUMBERS 444 Andover Park East, Tukwila, Wa. 98188 206- 575 -4407 Corrections required prior to approval. Inspector: 9 S �� Date: 3/310-7 7 Hrs.: fr" Al I $80.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. T.F.D. Form F.P. 113 MAYES TESTING ENGINEERS, INC. March 20, 2007 City of Tukwila Building Department 6200 South Center Blvd Tukwila, WA 98188 -8188 Attn.: Building Official Re: Tukwila Warehouse - 3314 South 116 Street Tukwila, WA MTE Project No. E7001 Gentlemen, Special inspection was provided for: Soil Bearing Capacity Reinforced Concrete Masonry Structural Steel Erection Epoxy Anchors Reinforcing Steel Welding Sincerely, MAYES TESTING ENGINEERS, INC. Michael .1=Mes, P.E. President FINAL LETTER Permit # D06 -446 RECEIVED MAR 2 3 2007 COMMUNITY DEVELOPMENT We trust that this provides you with the information which you require. Should you have any questions give us a call. cc: Tal Fowler — Vulcan, Inc. Hans Erik Lindgren — Magnusson Klemencic Associates Anne Herrick — LMN Architects Bob Vincent — Hoffman Construction Company Everett Office 917 -134th Street SW Suite A -1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253 584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 This is to inform you that registered special inspections have been completed for this project as per our reports, copies of which have been sent to you. To the best of our knowledge, all work inspected was either performed in accordance with, or corrected to conform to, the city approved drawings, or engineer approved changes. MAYES TESTING ENGINEERS, INC. March 20, 2007 City of Tukwila Building Department 6200 South Center Blvd Tukwila, WA 98188 -8188 Attn.: Building Official Re: Tukwila Warehouse 3314 South 116 Street Tukwila, WA MTE Project No. E7001 Gentlemen, FINAL LETTER Permit # D06 -446 This is to inform you that registered special inspections have been completed for this project as per our reports, copies of which have been sent to you. Special inspection was provided for: Soil Bearing Capacity Reinforced Concrete Masonry Structural Steel Erection Epoxy Anchors Reinforcing Steel Welding To the best of our knowledge, all work inspected was either performed in accordance with, or corrected to conform to, the city approved drawings, or engineer approved changes We trust that this provides you with the information which you require. Should you have any questions give us a call: Sincerely, MAYES TESTING ENGINEERS, INC. Michael "yes, P.E. President cc: Tal Fowler— Vulcan, Inc. Hans Erik Lindgren — Magnusson Klemencic Associates Anne Herrick — LMN Architects Bob Vincent — Hoffman Construction Company /9z Everett Office 917 -134th Street SW Suite A -1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 95499 ph 253.564.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Dnve Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 MAR 23 '07 `ANDERSON Y,.PETERSON 1 i__] BJORH PETERSON 1 CHANGFULLER OUACH 1 SEE EDN'.ARDS JOHNSON __ 1 KROSTiN'G ^ JACKSON hMAUSSRARD T ' 4,'CHINSON ❑ NOLANDER EbENT C t File: ,* —z/Bo o ff ' r� !NAY f MAYES TESTING ENGINEERS, INC. MTE No.: Project: Address: Permit No. Bldg Dept. Owner: Architect: Engineer: Contractor: Page 17 Date: Weather: Inspection: Sample(s): Preliminary Inspection E7001 TUKWILA WAREHOUSE 3314 S 116th Street, Tukwila, WA D06 -446 City of Tukwila Apollo Holdings, LLC LMN Architects Magnusson Klemencic Associates Hoffman Construction Company IAA /x"/ 2/20/07 !l (indoors) Project Management N/A Traveled to the project site to perform a final inspection of the project prior to issuing a final letter for the project. Met with Cameron Hayes with Hoffman, and reviewed testing and inspection requirements. All structural work was completed which required special inspections. The areas inspected are: reinforced concrete, structural masonry, structural steel, reinforcing steel welding and epoxy grouted anchors. We also verified soil- bearing capacity via a sub- consultant, GeoEngineers. All lateral wood framing was inspected by the city. Reviewed the project file and noted'thatalt deficient reports have be oleared. _ Beckerle, P.E. .. INSPECTOR: Paul Myers Everett Office 917 -134th Street SW Suite A -1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 N D tt m3ltk:Q C2t?y" €'1M Wrkei ti,:,;,rrSIIAC ii ® NOLAtiDFR Copy; Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 R 27 'u7 REVIEWED BY: % Timoth cc: Tal Fowler — Apollo Holdings, LLC; Anne Herric — LMN Architects; Hans Erik Lindgren — MICA; Bob Vincent — Hoffman Construction Company; Bldg Dept — City of Tukwila Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253 584 3720 fax 253.584.3707 L ARSON ti:NCEtif File: (��S��L MAYES TESTING ENGINEERS, INC. MTE No.: Project: Address: Permit No.: Bldg Dept.: Owner: Architect: Engineer: Contractor: Page 17 Date: Weather: Inspection: Sample(s): Preliminary Inspection E7001 TUKWILA WAREHOUSE 3314 S 116th Street, Tukwila, WA 006 -446 City of Tukwila Apollo Holdings, LLC LMN Architects Magnusson Klemencic Associates Hoffman Construction Company 2/20/07 (indoors) Project Management N/A REVIEWED BY: / Timoth Beckerle, P.E. RECEIVED APR 122J/ COMMUNITY DEVELOPMENT Traveled to the project site to perform a final inspection of the project prior to issuing a final letter for the project. Met with Cameron Hayes with Hoffman, and reviewed testing and inspection requirements. All structural work was completed which required special inspections. The areas inspected are: reinforced concrete, structural masonry, structural steel, reinforcing steel welding and epoxy grouted anchors. We also verified soil- bearing capacity via a sub - consultant, GeoEngineers. All lateral wood framing was inspected by the city. Reviewed the project file and noted that all deficient reports have be cleared. INSPECTOR: Paul Myers Everett Office 917 -134th Street SW Suite A -1 Everett WA 98204 ph 425.742.9360 fax 425.745.1737 cc: Tal Fowler — Apollo Holdings, LLC; Anne Herric — LMN Architects; Hans Erik Lindgren — MKA; Bob Vincent — Hoffman Construction Company; Bldg Dept — City of Tukwila Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503 281 7515 fax 503.281.7579 MAYES Project Name: Site Address: Client: Engineer: Contractor: Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) Water /Cement Ratio: ti Date Made Sample # 02/15/07 02/15/07 1 02/15/07 02/15/07 02/15/07 ) 69 °F 0.324 0005 0005 0005 1 0005 ) 0005 TESTING ENGINEERS, INC CONCRETE LABORATORY TEST REPORZanuNiTY DtvtLOP09ENT Project No: Issued on: Sample Set ID: Tukwila Warehouse 3314 South 116th Street Tukwila, WA Vulcan, Inc. Magnusson Klemencic Associates Hoffman Construction Company 58 °F Inside Concrete Stoneway 766284 665374 Initial Storage Temp. (ASTM C31) NR Slump (ASTM C143)1 [Placement Location and Notes: II 3750 3751 3754 1 3752 3753 6 -1/4" 1 02/19/07 02/21/07 02/26/07 1 03/15/07 03/15/07 1 Set 1 Mezzanine slab -on -deck 4- 5/A.6 -B.4 slab -on -grade column pourbacks A.8/3.5, A.8/2.9, A.8/2.3. Sampled at 11 cubic yards of 42 cubic yards placed. COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Lab # Date Tested Age Size (in) Load (Ibs) Dia On) 4 6 11 1 1 28 1 28 FIELD DATA ASTM C31 and C172 Entrained Air (ASTM C231) NR Sample(s) Rec' 02/16/07 4x8 Actual 47430 4 x 8 148750 4x8 4x8 1 4x8 Remarks: Cameron w/ Hoffman Construction notified on 2/21/07 Inspector(s): Szurek, S. Tested by. Liaw, E. 68500 1 1 90570 1 93160 4.00 1 4.01 4.01 1 1 4.00 1 4.01 RECEIVED Everett 1 34t h Street SW Suite A -1 APR Everett WA 98204 rte ii �� f ph 425.742.9360 fax 425.745.1737 Permit # (s): D06 -446 Original: Reviewed by: Revised: 9 I Mix Proportions: Ingredient ADVA Cement Slag Cement - -Type 1 & II Coarse Aggregate 3/8" Daraset Fine Aggregate Water WRA Required Strength: (f'c) 6000 psi @ 28 days Surface Strength (psi) 1 12.57 12.63) L 3860 1 12.63 1 12.57 12.63 E7001 03/16/07 32043 3770 ) 5420 1 1 7210 7380 Weight (per cu.yd) 21.3 oz 111.0 Ibs 598.0 Ibs 1,937.0 Ibs 22.7 oz 1,283.0 Ibs 230.0 Ibs 31.9 oz Break Type NA j' NA J' NA - 1" Type r1" 1 Type 5 �' Timothy G. kerle, P.E. Branch Manager All testing performed in accordance with applicable ASTM's except C -31, 10.1.2 - - recording field temperature" Information In this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc, MTE 1050-10, Rev 2. 10n8f MAYES TESTING ENGINEERS, INC Project Name: Site Address: Client: Engineer: Contractor: Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. I (ASTM C1064) 69 °F Water /Cement Ratio: 1 Placement Location and Notes: Set 2 of 2 placed. 02/15/07 02/15/07 02/15/07 1 02/15/07 Remarks: 0.339 Driveway infills at loading dock ramp, bollard bases (2). Sampled at 5 cubic yards of 5 cubic yards COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Made Sample # Lab # Date Tested Age Size (in) Load (Ibs) Dia (in) Surface 0006 0006 1 0006 0006 1 Tukwila Warehouse 3314 South 116th Street Tukwila, WA Vulcan, Inc. Magnusson Klemencic Associates Hoffman Construction Company 56 °F Overcast Concrete Stoneway 766491 557175 Initial Storage Temp. (ASTM C31) 3755 3756 1 3757 3758 NR Slump (ASTM C143)1 6 -1/2" 02/16/07 02/22/07 03/15/07 1 03/15/07 1 03/15/07 Inspector(s): Szurek, S. Tested by Liaw, E. RECEIVED git' 1 2 2::i CONCRETE LABORATORY TEST RElikte Entrained Air L (ASTM C231) 4.9% rSample(s) Recd: 7 28 28 28 FIELD DATA ASTM C31 and C172 4x8 1_ 4x8 1 4x8 Actual Mix Proportions: 1 59160 1 74750 1 77000 1 Ingredient A/E Admix ADVA Cement Slag Cement - -Type I & II Coarse Aggregate 3/4" Coarse Aggregate 3/8" Fine Aggregate Water WRDA-64 Required Strength: (Pc) 5000 psi @ 28 days 4.00 4 x 8 1 76500 L .00 1 4.01 4.00 Project No: E7001 Issued on: 03/16/07 Sample Set ID: 32044 Permit # (s): 006 -446 Original: Revised: 12.57 12.57 1 12.63 1 1 12.57 Reviewed by: 7' 5920 6130 Everett 917. 1341h Street SW Suite A -1 Everett WA 98204 ph 425.742.9360 fax 425.745.1737 Weight (per cu.yd) 1.6 oz 31.2 oz 118.0 lbs 498.0 lbs 1,605.0 Ibs 277.0 Ibs 1,230.0 Ibs 209.0 Ibs 24.6 oz Strength (psi) Break Type 4710 - 1L NA — 1" 6090 Type _5 j Type 5 T e 51' Timothy G. ckerle, P.E. Branch Manager All testing performed in accordance with applicable ASTM's except C -31, 10.1.2 - "recording field temperature" Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. MTE 1050 -1C, Rev 2, 10/18/ Lab # Date Tested Age Grouted Yes No, HIT Factor Total Load /Ibs Net Area Sq. In. JJ I Strength psl PSI/With HR Factor Type of Fracture 2408 2 -1 7 X 2.07 1.006 222,970 59.95 3720 3740 C 2409 2 -1 7 X 2.11 1.009 190,890 59.87 3190 3220 C 2410 3-6 40 X 2.09 1.010 263,750 59.71 4420 4450 2411 3-6 40 X 2.08 1.010 242,210 59.48 4070 4100 2412 3-6 40 X 2.08 1.010 232,890 59.83 3890 3920 MAYES TESTING ENGINEERS, INC. .,,a.....,,,`a°°� imS;.?7u". h T' :1': Job No.: E7001 Project: Tukwila Warehouse Client: Contractor: Hoffman Construction Date Laid: Type of Unit: ASTM / UBC Spec: Size of Unit: Unit PSI Required: Air Temp: Mortar Temp: Grout Temp: 1 -24 -07 C90 8x8x16 1900 Design F'm: 1500 Date Grouted: 1 -25 -07 Mortar / Grout as spec: Yes X No 45 °F 62 °F rnmprecclnn Test Marhinn Infnrmatinn Diameter of Spherical Seat: 6.83 Req. Upper Bearing Plate Thickness: Req. Lower Bearing Plate Thickness: MASONRY PRISM TEST REPORT fax 425.745.1737 FIELD DATA wsTM CI314) INSPECTOR: REVIEWED BY: Permit No.: 006 -446 Date Rec'd.: 1 -26 -07 Date Issued: ❑ Original ❑ Revised Mortar Producer: Design f c /28 days: Mix Proportions: Cement: Lime: Sand: Water: Grout Producer: Design fc/28 days: 2000 Mix Proportions: Cement: 656 Sand: 2026 Gravel: 890 Water: 350 WRA: RECFI ver, Everett Office 1 2 dm,-, L I C . 917 -1341h Street SW DEVEL UNITy Everett, WA 98204 SENT ph 425.742.9360 Mutual Materials Spec -Mix 1500 (sacked mix) Stoneway mix 7034 Remarks / Locations: Grouted during placement of first 4'0" lift — represents entire job < 5000 sq. ft. 2.06 Provided Upper Bearing Plate Thickness: 0.00 Provided Lower Bearing Plate Thickness: COMPRESSION TEST RESULTS (ASTM C1314) Legend: CB- Conical Break, CSh -Cone & Shear, CSp -Cone & Split, TB- Tension Break, SCB- Semi - Conical Break, SB -Shea Break, FSS - Face Shell Separation T Cain Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 5.00 5.00 Lab # Date Tested Age Grouted Yes No /VT Factor Total Loadfbs Net Area Sq. In. Strength psi PSIIWith HIT Factor Type of Fracture 2410 3-6-07 40 X 2.09 1.01 263,750 59.71 4420 4450 C 2411 X 2.08 1.01 242,210 59.48 4070 4100 C 2412 X 2.08 1.01 232,890 59.83 3890 3920 C /� RECEIVED MA YES �s ES TESTING ENGINEERS, INC. , 1 + Everett Office / 917 -1341h Street SW h ,, " t ti j Mute uite A-1 -- -- Everett, WA 98204 COMMUNITY ph 425.742.9360 MASONRY PRISM TEST REPArdaff fax 425.745.1737 Job No.: E7001 Project: Tukwila Warehouse Client: Apollo Holding, LLC Contractor: Hoffman Construction Date Laid: 1 -24 -07 Type of Unit: CMU ASTM / USG Spec: ASTM C90 Size of Unit: 8x8x16 Unit PSI Required: 1900 Design F'm: 1500 Date Grouted: 1 -25 -07 Mortar / Grout as spec: Yes No Air Temp: Mortar Temp: Grout Temp: Remarks / Locations: First 4' lift. INSPECTOR: REVIEWED BY: Permit No.: D06 -446 Date Rec'd.: 1 - 26 - 07 Date Issued: 3 -6 -07 X Original [1 Revised FIELD DATA (As rim c13141 Mortar Producer: Design Pc128 days: Mix Proportions: Cement: Lime: Sand: Water: Grout Producer: Design Pc/28 days: Mix Proportions: Cement: Sand: Gravel: Water: WRA: COMPRESSION TEST RESULTS (ASTMC1314) Stoneway mix 7034 T.nmpreccinn Trct Marhinp Infnrmatinn Diameter of Spherical Seat: 6.83 Req. Upper Bearing Plate Thickness: 2.05 Provided Upper Bearing Plate Thickness: 5.00 Req. Lower Bearing Plate Thickness: 0.00 Provided Lower Bearing Plate Thickness: 5.00 Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253 584 3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 tax 503.281.7579 Legend: CB- Conical Break, CSh -Cone & Shear, CSp -Cone & Split, TB- Tension Break, SCB- Semi - Conical Break, SB -Shea Break, FSS -Face Shell Separation T Cain MAYES TESTING ENGINEERS, INC Project Name: Site Address: Client: Engineer: Contractor: Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : ( Sample Temp. (ASTM C1064) 64 °F ITA/r/Cement Ratio: Date Made Sample # Remarks: 0.426 Tukwila Warehouse 3314 South 116th Street Tukwila, WA Vulcan, Inc. Magnusson Klemencic Associates Hoffman Construction Company 50 °F Cloudy Concrete Stoneway 762757 6001 1 02/08/07 0004 3209 J [ 02/08/07 IL 0004 11 3210 1 11)2768767 11 0004 J( 3211j 102/08/07) 0004 32121 CONCRETE LABORATORY TEST REP6Rt 1 2 2L3/ fax 425 Initial Storage Temp. (ASTM C31) NR Slump (ASTM C143) Sample(s) Rec'd: 6" `Placement Location and Notes:' Set 1 Loading dock ramp walls. FIELD DATA ASTM C31 and C172 Entrained Air (ASTM C231) 5% 1 02/09/07 COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Lab # Date Tested Age Size (in) Load (Ibs) Dia (in) 02/13/07 03/08/07 03/08/07 1 03/08/07 Inspector(s): Cain, T. Tested by: Liaw, E. 5 L 28 rJ 1 28 4x8 4x8 4x8 1 4x8 Design 47570 1 79000 1 72500 1 76430 1 Everett 917. 134th Street SW RECEIVED Everett WA 98204 ph 425.742.9360 COMMUNITY POrsisISMIIIENT E7001 Issued on: 03/09/07 Sample Set ID: 31929 Permit # (s): D06 -446 Original: Revised: E Mix Proportions: Ingredient Cement - -Type I & II Coarse Aggregate 3/4" Daravair Fine Aggregate Water Required Strength: (fc) 4000 psi © 28 days 4.01 (_4.02 4.02 1 4.00 1 Surface 12.63 1 12.69 ( 12.69 12.57 Reviewed by: Strength (psi) 3770 6220 5710 6080 Weight (per cu.yd) 564.0 Ibs 1,880.0 Ibs 4.0 oz 1,287.0 Ibs 240.0 Ibs Break Type NA LTYP? 6 1 • Type 5 l' Dy pe i Timothy G. Beckerle, P.E. Branch Manager NOTES: Break descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C -31, 10.1.2 •"recording field temperature' Information In this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. MTE 1050.1C, Rev 2. 10/18/ MAYES TESTING ENGINEERS, INC. : . v"_ RECEIVED MTE No.: Project: Address: Permit No.: Bldg Dept.: Owner: Architect: Engineer: Contractor: Page 15 E7001 TUKWILA WAREHOUSE 3314 S 116th Street, Tukwila, WA IWO:64446 "' City of Tukwila Apollo Holdings, LLC LMN Architects Magnusson Kiemencic Associates Hoffman Construction Company Date: Weather: Inspection: Sample(s): Observed placement of concrete into mezzanine slab -on -deck at 4 to 5 from A.6 to B.4. Reinforcing steel, clearances and cleanliness were acceptable. 42 cubic yards of Stoneway mix 665374 were placed by pump with mechanically consolidation. Sampled, tested and cast one set of (5) 4x8" cylinders. Also placed slab -on -grade column pourbacks at A.8/2.3, A.8/2.9 and A.8/3.5. 2115/07 (indoors) Reinforced Concrete Set of (5) and set of (4) 4x8" Sampled, tested and cast one set of (4) 4x8" cylinders of Stoneway mix. Four cubic yards were placed in unreinforced driveway infills at ramp walls and bollard bases. Labor foreman ordered mix 557175 not preapproved mix 450174. MKA called and no exception take to substitution. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. REVIEWED BY;/ Timothy G. Beckerle, P.E. MAR 13 2001 nEvELOPMENT INSPECTOR: Skip Szurek cc: Tal Fowler — Apollo Holdings, LLC; Anne Herric — LMN Architects; Hans Erik Lindgren — MKA; Bob Vincent — Hoffman Construction Company; Bldg Dept — City of Tukwila Everett Office 917 -134th Street SW Suite A -1 Everett, WA 98204 ph 425.742.9360 lax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E•2 Tacoma, WA 98499 ph 253 584 3720 lax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 lax 503.281.7579 MA ■ ES TESTING ENGINEERS, INC. MTE No.: Project: Address: Permit No. Bldg Dept. Owner: Architect: Engineer: Contractor: Page 16 Date: Weather: Inspection: Sample(s): E7001 TUKWILA WAREHOUSE 3314 S 116th Street, Tukwila, WA D06 -446 City of Tukwila Apollo Holdings, LLC LMN Architects Magnusson Klemencic Associates Hoffman Construction Company 2/13/07 (indoors) Reinforcing Steel, Bolting, Epoxy Grout N/A RECEIVED MAR 13 2001 Everett Office 917 -134th Street SW Suite A•1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 COMMUNITY Tacoma Office DEVELOPMENT 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 Inspected reinforcing steel for mezzanine between gridlines 4 and 5. All reinforcing steel per notes on S2.01. Checked that LeJeune bolts are snug tight for column /beam connections along gridline I and A.8. Heads are snapped off. Observed epoxy grouting for #4 dowels embedded 3" into existing slab for column infills. Holes were blown and brushed clean, and filled with Hilti HY150. All per 1/S4.01. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. REVIEWED BY: INSPECTOR: Lisa Pyper O • Ti o by G. Beckerle, P.E. cc: Tal Fowler— ,4pollo Holdings, LLC; Anne Herric — LMN Architects; Hans Erik Lindgren — MICA; Bob Vincent — Hoffman Construction Company; Bldg Dept — City of Tukwila MAYES TESTING ENGINEERS, INC Project Name: Site Address: Client: Engineer: Contractor: Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) 1 Water /Cement Ratio: 1 Placement Location and Notes: Set 1 Loading dock ramp walls. COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Made Sample # Lab # Date Tested Age Size (in) Load (Ibs) Dia (in) 1 02/08/07 02/08/07 1 02/08/07 [02/08/07 Remarks: 64 °F 0.426 0004 0004 0004 0004 1 Tukwila Warehouse 3314 South 116th Street Tukwila, WA Vulcan, Inc. Magnusson Klemencic Associates Hoffman Construction Company 50 °F. Cloudy Concrete Stoneway 762757 6001 I Initial Storage Temp. (ASTM C31) Slump (ASTM C143) 1 3209 3210 3211 3212 CONCRETE LABORATORY TEST REP8M 1 3 2007 CQMMUN(Ty R aPRPIFNT E7001 Issued on: 02/14/07 Sample Set ID: 31929 Permit # (s): 006 -446 Original: WI Revised: n NR 6 " 02/13/07 1 03/08/07 03/08/07 1 03/08/07 1 Inspector(s): Cain, T. Tested by. Liaw, E. I Entrained Air (ASTM C231) Sample(s) Rec'd: 5 28 28 28 1 FIELD DATA ASTM C31 and C172 5% 02/09/07 4x8 4x8 4x8 4x8 Design 1 47570 Everett RECEIVED 917 - 134th Street SW Suite A -1 Everett WA 98204 ph 425.742.9360 fax 425.745.1737 I Mix Proportions: Ingredient Cement - -Type I & II Coarse Aggregate 3/4" Daravair Fine Aggregate Water Required Strength: (Pc) 4000 psi @ 28 days 4.01 1 0.00 0.00 0.00 Surface Strength (psi) 12.63 0.00 0.00 0.00 3770 Reviewed by. dias ..�t / Timothy G. Beckerle, P.E. Branch Manager NOTES: Break descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C-31, 10.1.2 - "recording field temperature" Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. Weight (per cu.yd) 564.0 Ibs 1,880.0 Ibs 4.0 oz 1,287.0 Ibs 240.0 Ibs Break Type NA J' NA l' NA " NA • MTE 1050 -1C, Rev 2.10/18/ MAYES TESTING ENGINEERS, INC RECEIVED Project Name: Site Address: Client: Engineer: Contractor: Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) 67 °F {Water /Cement Ratio: II 0.434 01/17/07 01/17/07 01/17/07 1 01/17/07 1 Remarks: 1 0001 0001 0001 1 0001 Tukwila Warehouse 3314 South 116th Street Tukwila, WA Vulcan, Inc. Magnusson Klemencic Associates Hoffman Construction Company 40 °F Inside Concrete Stoneway 751198 448174 Initial Storage Temp. ` (ASTM C31) I NR Slump (ASTM C143) j { 6 -1/2" [Placement Location and Notes: j Set 1 CMU wall footings 4 to 5 /A.5 to B.5. 1 1468 1469 1470 1 1471 1 CONCRETE LABORATORY TEST RE 3 Ma1NIw TY DEVELOPMENT Project No: Issued on: Sample Set ID: 01/24/07 02/14/07 02/14/07 1 02/14/07 Inspector(s): Cain, T. Tested by: Liaw, E. Entrained Air (ASTM C231) 7 28 28 1 28 FIELD DATA ASTM C31 and C172 Design NR Sample(s) Recd: 01/18/07 COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Made Sample # Lab # Date Tested Age Size On) Load (Ibs) Dia (in) Surface Strength (psi) Break Type 4x8 4x8 4x8 1 4x8 1 1 42970 70700 66150 1 71570 1 Mix Proportions: Ingredient ADVA Cement Slag Cement - -Type I & II Coarse Aggregate 3/4" Daraset Fine Aggregate Water WRA Required Strength: (f c) 4000 psi @ 28 days 4.00 1 4.02 4.01 1 Permit # (s): D06 -446 Original: Revised: 12.57 12.69 12.63 1 12.63 1 Reviewed by: f E7001 02/16/07 31547 3420 5570 5240 1 5670 NOTES: Break descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C -31, 10.1.2 - "recording field temperature" Information In this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers. Inc. Everett 917 - 134th Street SW Suite A -1 Everett WA 98204 ph 425.742.9360 fax 425.745.1737 Weight (per cu.yd) 10.6 80.0 450.0 1,929.0 68.9 1,445.0 230 0 21.2 1 NA 01 Ibs Ibs Ibs oz Ibs Ibs 01 NA NA ]" r NA H' Timothy G. Beckerle, P.E. Branch Manager MTE 1050-10, Rev 2,10/18/ RECEIVED MAYES TESTING ENGINEERS, INC MAR 13 1 u e 13 A -1 tt street sw suite a ,mow+ . 71: ,rm .. COMMUNlTYE 4 "'t " e:.uv 4 .. ,w.me:......,, s, ..a _. ,_. , . - - DEVELOPMENT') 425.742.9360 CONCRETE LABORATORY TEST REPORT fax 425.745.1737 Project Name: Site Address: Client: Engineer: Contractor: Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. I (ASTM C1064) Water /Cement Ratio: 02/15/07 02/15/07 02/15/07 02/15/07 1 02/15/07 Remarks: 69 °F 0.324 0005 0005 0005 1 0005 1 0005 Tukwila Warehouse 3314 South 116th Street Tukwila, WA Vulcan, Inc. Magnusson Klemencic Associates Hoffman Construction Company 58 °F Inside Concrete Stoneway 766284 665374 Initial Storage Temp. (ASTM C31) NR Slump (ASTM C143) 1 Placement Location and Notes: Set 1 Mezzanine slab-on-deck 4- 5/A.6 -B.4 slab -on -grade column pourbacks A.8/3.5, A.812.9, A.812.3. Sampled at 11 cubic yards of 42 cubic yards placed. Date Made Sample # Lab # Date Tested Age 3750 3751 3752 3753 3754 6 -1/4" 02/19/07 02/22/07 1 03/15/07 03/15/07 03/15/07 Inspector(s): Szurek, S. Tested by: Revilla, Z. FIELD DATA ASTM C31 and C172 Entrained Air (ASTM C231) NR Sample(s) Rec'd: 02/16/07 Actual COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Size (in) Load (Ibs) Dia (in) 4 7 1 28 1 28 1 1 28 4x8 4x8 1 4x8 1 4x8 1 4x8 47430 J 1 1 1 1 1 I Mix Proportions: Ingredient ADVA Cement Slag Cement - -Type I & II Coarse Aggregate 3/8" Daraset Fine Aggregate Water WRA Required Strength: (f'c) 6000 psi @ 28 days 4.00 0.00 1 0.00 1 0.00 0.00 Project No: E7001 Issued on: 02/20/07 Sample Set ID: 32043 Permit # (s): D06 -446 Original: Q Revised: ❑ Surface Strength (psi) 12.57 0.00 1 0.00 0.00 1 0.00 Reviewed by; 3770 1 NOTES: Break descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C -31, 10.1.2 - "recording field temperature' Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. Weight (per cu.yd) 21.3 oz 111.0 Ibs 598.0 Ibs 1,937.0 Ibs 22.7 oz 1,283.0 Ibs 230.0 Ibs 31.9 oz Break Type NA N' NA 1' NA NA — 1' L NA Timothy G. Beckerle, P.E. Branch Manager MTE 1050 -1C, Rev 2.107181 MAYES TESTING ENGINEERS, INC :.72..n MAR 13 2001 MUNITY CONCRETE LABORATORY TEST R COM g& Project Name: Site Address: Client: Engineer: Contractor: Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) 69 °F Water /Cement Ratio: Y 0.324 Placement Location and Notes: Date Made Sample N Lab # 02/15/07 02/15/07 02/15/07 1 02/15/07 1 1 02/15/07 0005 0005 1 0005 1 0005 1 0005 1 Tukwila Warehouse 3314 South 116th Street Tukwila, WA Vulcan, Inc. Magnusson Klemencic Associates Hoffman Construction Company 58 °F Inside Concrete Stoneway 766284 665374 I Initial Storage Temp. (ASTM C31) Slump (ASTM C143) 1 3750 1 3751 1 3752 3753 3754 NR 6-1/4" 02/19/07 02/21/07 03/15/07 03/15/07 03/15/07 4 6 28 1 1 28 28 FIELD DATA ASTM C31 and C172 NR 02/16/07 4x8 4x8 4x8 1 1 4x8 1 1 4x8 Actual Entrained Air (ASTM C231) Sample(s) Recd: Set 1 Mezzanine slab -on -deck 4- 5/A.6 -B.4 slab -on -grade column pourbacks A.8/3.5, A.8/2.9, A.8/2.3. Sampled at 11 cubic yards of 42 cubic yards placed. COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Tested Age Size (in) Load (IDs) Dia (in) Remarks: Cameron w/ Hoffman Construction notified on 2/21/07 Inspector(s): Szurek, S. Tested by: Revilla, Z. 47430 48750 1 1 Mix Proportions: Ingredient ADVA Cement Slag Cement - -Type I & II Coarse Aggregate 3/8" Daraset Fine Aggregate Water WRA Required Strength: (fc) 6000 psi @ 28 days 4.00 4.01 1 0.00 1 0.00 1 0.00 1 RECEIVED Project No: E7001 Issued on: 02/22/07 Sample Set ID: 32043 Permit # (s): D06 -446 Original: Revised: Surface Strength (psi) 12.57 12.63 0.00 1 0.00 1 0.00 Reviewed by: 3770 3860 Branch Manager Everett 917- 134th Street SW Suite A -1 Everett WA 98204 ph 425.742.9360 fax 425.745.1737 Weight (per cu.yd) 21.3 oz 111.0 Ibs 598.0 Ibs 1,937.0 Ibs 22.7 oz 1,283.0 Ibs 230.0 Ibs 31.9 oz Break Type NA 7" NA T° NA NA NA y G. Beckerle, P.E. � NOTES: Break descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C31, 10.1.2 - "recording field temperature" Information In this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. MTE 1050 -1C, Rev 2, 10/18/ MAYES TESTING ENGINEERS, INC " "`�"u.s.La. Project Name: Site Address: Client: Engineer: Contractor: Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) 66 °F Water /Cement Ratio: 1 56 °F Inside Concrete Stoneway 754603 448174 RECEIVED MAR 13 1001 p� M QUNITy ptdENT CONCRETE LABORATORY TEST REPORT Tukwila Warehouse 3314 South 116th Street Tukwila, WA Vulcan, Inc. Magnusson Klemencic Associates Hoffman Construction Company I Initial Storage Temp. (ASTM C31) NR Slump (ASTM C143) FIELD DATA ASTM C31 and C172 Entrained Air (ASTM C231) NR Actual L Sample(s) Recd: Project No: Issued on: Sample Set ID: E7001 02/22/07 31629 Permit # (s): D06 -446 Original: Revised: ❑ 1 Mix Proportions: Ingredient Cement —Type I & 11 Coarse Aggregate 3/4" Fine Aggregate HRWRA MRWRA Water Everett 917 - 134th Street SW Suite A -1 Everett WA 98204 ph 425.742.9360 fax 425.745,1737 Weight (per cu.yd) 532.0 Ibs 1,930.0 Ibs 1,453.0 Ibs 10.5 oz 21.0 oz 207.0 Ibs 0.389 4" 01/24/07 Required Strength: (f c) Placement Location and Notes: 11 4000 psi a 28 days Set 1 Two concrete infills at loading dock doors on gridline 2 and three column footings on gridling A.8. Sampled at West side of Northwest infill loading dock door, top 1/3. COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Made Sample Al Lab # Date Tested Age Size (in) Load (Ibs) Dia (in) Surface Strength (psi) Break Type 01/23/07 01/23/07 01/23/07 1 01/23/07 1 01/23/07 Remarks: 0002 0002 0002 1 0002 0002 1 1832 1833 1 1834 1835 1836 01/29/07 01/30/07 1 1 02/20/07 1 1 02/20/07 02/20/07 1 6 7 28 I28I 28 Inspector(s): DeVoe, A. Tested by: Johnson, S. J. 6 x 12 6x12 6 x 12 6x12 1 6 x 12 1 115470 110370 177200 1 181550 1 169220 6.02 6.00 1 6.02 1 6.02 1 1 6.00 1 28.46 28.27 1 28.46 28.46 1 1 28 27 Reviewed by: 4060 3900 6230 1 6380 1 NA 1' if ,f- 5980 NA NOTES: Break descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C -31, 10.1.2 - "recording field temperature" Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. NA — 1' NA �' NA imothy G. Beckerle, P.E. Branch Manager • MTE 1050 -1C, Rev 2, 10/18/ MAYES TESTING ENGINEERS, INC Project Name: Site Address: Client: Engineer: Contractor: Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : 1 Sample Temp. (ASTM C1064) 69 °F (Wafer /Cement Ratio: 0.339 Tukwila Warehouse 3314 South 116th Street Tukwila, WA Vulcan, Inc. Magnusson Klemencic Associates Hoffman Construction Company 56 °F Overcast Concrete Stoneway 766491 557175 Everett WA 98204 dR ph 425.742.9360 CONCRETE LABORATORY TEST REPYM 13 2001 fax 425.745.1737 commuivir P rrool ec I N1 E7001 Issued on: 02/28/07 Sample Set ID: 32044 Permit # (s): D06 -446 Initial Storage Temp. (ASTM C31) NR `Slump (ASTM C143) 6 -1/2" [Placement Location and Notes:! FIELD DATA ASTM C31 and C172 Actual 1 Entrained Air (ASTM C231) 4.9% Sample(s) Recd: 02/16/07 RECEive 917 A 134 .1 th Street SW Original: Revised: Mix Proportions: Ingredient A/E Admix ADVA Cement Slag Cement - -Type I & II Coarse Aggregate 3/4" Coarse Aggregate 3/8" Fine Aggregate Water WRDA-64 Required Strength: (fc) 5000 psi @ 28 days Everett Weight (per cu.yd) 1.6 oz 31.2 oz 118.0 Ibs 498.0 Ibs 1,605.0 Ibs 277.0 Ibs 1,230.0 ibs 209.0 Ibs 24.6 oz Set 2 of 2 Driveway infills at loading dock ramp, bollard bases (2). Sampled at 5 cubic yards of 5 cubic yards placed. Date Made Sample # L02/15/01110006 02/15/07 [02/15/07 11 0006 1 1 02/15/07 0006 Remarks: 0006 Lab # 1 3757 1 1 3758 Inspector(s): Szurek, S. Tested by: Revilla, Z. COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Tested Age Size (in) Load (Ibs) Dia (in) 3755 11_02/22/07 3756 I 3/15/07 1_03/15/07 1 03/15/07 L7J 28 28 4x8_J H 4x8 1 4x8 1 L 4x8 59160 4.00 0.00 0.00 1 0.00 Surface Strength (psi) 12.57 0.00 0.00 1 0.00 1 4710 NOTES: Break descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C -31, 10.1.2 - "recording field temperature" Information in this repot applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers. Inc. Break Type NA NA J" 1 NA NA Reviewed by: /Tim• i y G. Beckerle, P.E. ( Branch Manager MTE 1050 -1C. Rev 2. 10/181 MAYES TESTING ENGINEERS, INC Project Name: Site Address: Client: Engineer: Contractor: Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. I (ASTM 01064) 69 °F Water /Cement Ratio: 02/15/07 02/15/07 02/15/07 1 02/15/07 1 1 02/15/07 0.324 Placement Location and Notes: Date Made Sample if Lab it 0005 0005 0005 1 0005 1 0005 1 Tukwila Warehouse 3314 South 116th Street Tukwila, WA Vulcan, Inc. Magnusson Klemencic Associates Hoffman Construction Company 58 °F Inside Concrete Stoneway 766284 665374 Initial Storage Temp. (ASTM C31) Slump (ASTM C143) 1 3750 1 3751 3754 3752 1 3753 CONCRETE LABORATORY TEST REPORT NR 6 -1/4" 02/19/07 1 02/21/07 02/26/07 1 03/15/07 03/15/07 1 4 11 28 1 1 28 1 FIELD DATA ASTM C31 and C172 1 Entrained Air (ASTM C231) NR Sample(s) Recd: 02/16/07 Set 1 Mezzanine slab-on-deck 4- 5/A.6 -B.4 slab -on -grade column pourbacks A.8/3.5, A.8/2.9, A.8/2,3. Sampled at 11 cubic yards of 42 cubic yards placed. COMPRESSION TEST RESULTS (ASTM C39, C1231, and 0617 when applicable) Date Tested Age Size (in) Load (lbs) Dia (in) 4x8 4x8 4x8 1 1 4x8 4x8 Actual Remarks: Cameron w/ Hoffman Construction notified on 2/21/07 Inspector(s): Szurek, S. Tested by: Revilla, Z. 47430 48750 I Mix Proportions: Ingredient ADVA Cement Slag Cement--Type I & II Coarse Aggregate 3/8" Daraset Fine Aggregate Water WRA Required Strength: (fc) 6000 psi @ 28 days 4.00 4.01 reliSaCTIL4.01 1 0.00 1 0.00 1 1 12.57 12.63 1 12.63 1 0.00 1 0.00 Reviewed by Project No: E7001 Issued on: 03/01/07 Sample Set ID: 32043 Permit # (s): D06 -446 Original: WI Revised: 3860 3770 _j Surface Strength (psi) Break Type 5420 RECEIVED 1 NOTES: Break descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C-31, 10.1.2 - 'recording field temperature' Information In this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. Everett 917 - 134th Street SW Suite A -1 Everett WA 98204 ph 425.742.9360 fax 425.745.1737 MAR 131001 oEEVELOOp r Weight (per cu.yd) 21.3 oz 111.0 Ibs 598.0 Ibs 1,937.0 Ibs 22.7 oz 1,283.0 lbs 230.0 Ibs 31.9 oz NA 7 ° NA j I' NA 1 NA NA B° < A4 ,4__ . Timothy G. Beckerle, P.E. Branch Manager MTE 1050 -1C, Rev 2, 10/18/ A. Owner, Architect, Consultants B. Hoffman Construction HCC — Project Office file HCC — WAMO HCC — Cameron Haynes HCC — Bob Vincent H.S.I. — Brian Grevious Mayes Testing C. SubcontractorsNendors O /F. O/F Apex Steel Fairweather Gary Merlino Holmes Electric H.S.I. Concrete McKinstry Ming P.C.S. Enclosure(s) Nuprecon Queen City Zesbaugh You are to: LA HOFFMAN CONSTRUCTION COMPANY OF WASHINGTON r Lie. FHOFFMCC164NC MM4, r � Incorporate this information into your work immediately. No cost impact is apparent. O/F 9.1N Con erC 41 %.1bs \ T u.. - n,c t J Apollo Tukwila Warehouse 3314 S 11e Street Tukwila, WA. 98168 Our Job No. 2180505 Date: 2/5/07 Enclosed are the following: Submittal #20 Floor Strapping, Marked "No Except - on Taken" r Submit price as described in the paragraph 0,6-1/1/4 Please review the enclosed response carefully. Should these documents require revisions to your work that effect your schedule (time delays) or contract price (either additions or credits) please: (1) submit your not to exceed price by fax within 48 hours, and (2) submit your firm proposal with complete breakdown for these changes to ourjobsite office within seven calendar days. If your schedule or contract price are affected and you are unable to prepare your proposal by this date please fill out the following and fax to Bob Vincent at (206) 286 -6697. Date Proposal Will Be Submitted By: Reason Proceed with Work on a T &M basis. Have time r cards signed daily by HCC superintendent or engineer. , G 5 7 n 3w ., - 7._> Note: Pricing submitted after above liste may result in cost,proposai not being accepted by Owner /Contractor. Comments: j,r; s i:' V fi t' { ?.0.,,, e cvatt o gt s r 3314 S. ii&' Street Tukwila, WA. 98168 PHONE (206) 499 -6206 FAX (206) 241 -0258 Sincerely, x Lrnberly Petersavv Kimberly Peterson, Asst Project Engineer RECEIVED MAR 12 2007 BUILDING DEPARTMENT Apollo Holdings, LLC. LMN Architects Magnusson Klemencic 505 Union St. Suite 900 Seattle, Wa., 98104 Attn: Tal Fowler 801 2 Ave. Suite 501 Seattle, 98104 Attn: Anne Herrick 1301 Fifth Ave., Suite 3200 Seattle, WA 98101 Attn: Hans -Erik Blomgren A. Owner, Architect, Consultants B. Hoffman Construction HCC — Project Office file HCC — WAMO HCC — Cameron Haynes HCC — Bob Vincent H.S.I. — Brian Grevious Mayes Testing C. SubcontractorsNendors O /F. O/F Apex Steel Fairweather Gary Merlino Holmes Electric H.S.I. Concrete McKinstry Ming P.C.S. Enclosure(s) Nuprecon Queen City Zesbaugh You are to: LA HOFFMAN CONSTRUCTION COMPANY OF WASHINGTON r Lie. FHOFFMCC164NC MM4, r � Incorporate this information into your work immediately. No cost impact is apparent. O/F 9.1N Con erC 41 %.1bs \ T u.. - n,c t J Apollo Tukwila Warehouse 3314 S 11e Street Tukwila, WA. 98168 Our Job No. 2180505 Date: 2/5/07 Enclosed are the following: Submittal #20 Floor Strapping, Marked "No Except - on Taken" r Submit price as described in the paragraph 0,6-1/1/4 Please review the enclosed response carefully. Should these documents require revisions to your work that effect your schedule (time delays) or contract price (either additions or credits) please: (1) submit your not to exceed price by fax within 48 hours, and (2) submit your firm proposal with complete breakdown for these changes to ourjobsite office within seven calendar days. If your schedule or contract price are affected and you are unable to prepare your proposal by this date please fill out the following and fax to Bob Vincent at (206) 286 -6697. Date Proposal Will Be Submitted By: Reason Proceed with Work on a T &M basis. Have time r cards signed daily by HCC superintendent or engineer. , G 5 7 n 3w ., - 7._> Note: Pricing submitted after above liste may result in cost,proposai not being accepted by Owner /Contractor. Comments: j,r; s i:' V fi t' { ?.0.,,, e cvatt o gt s r 3314 S. ii&' Street Tukwila, WA. 98168 PHONE (206) 499 -6206 FAX (206) 241 -0258 Sincerely, x Lrnberly Petersavv Kimberly Peterson, Asst Project Engineer RECEIVED MAR 12 2007 BUILDING DEPARTMENT LJ n HOFFMAN CONSTRUCTION COMPANY OF WASHINGTON #HOFFMCC164NC A. Owner, Architect, Consultants B. Hoffman Construction HCC — Project Office file HCC — WAMO HCC — Cameron Haynes HCC — Bob Vincent H.S.I. — Brian Grevious Mayes Testing C. SubcontractorsNendors O/ F O/F Apex Steel Fairweather Gary Merlino Holmes Electric H.S.I. Concrete McKinstry Ming Nuprecon P.C.S. Queen City Enclosed are the following: Submittal #020- Floor Strapping at Hazelnut Ceiling Please review the enclosed response carefully. Should these documents require revisions to your work that effect your schedule (time delays) or contract price (either additions or credits) please: (1) submit your not to exceed price by fax within 48 hours, and (2) submit your firm proposal with complete breakdown for these changes to ourjobsite office within seven calendar days. If your schedule or contract price are affected and you are unable to prepare your proposal by this date please fill out the following and fax to Bob Vincent at (206) 286 -6697. Date Proposal Will Be Submitted By: Reason: You are to: r Incorporate this information into your work Immediately. No cost impact is apparent. Proceed with Work on a T&M basis. Have time r r cards signed daily by HCC superintendent or engineer. Enclosure(s) O/F r Submit price as described in the paragraph Note: Pricing submitted after above listed date may result in cost proposal not being accepted by Owner /Contractor. Comments: 3314 S. 116'" Street Tukwila, WA. 98168 PHONE (206) 499-6206 FAX (206) 241-0258 Apollo Tukwila Warehouse 3314 5 116 Street Tukwila, WA. 98168 Our Job No. 2180505 Date: 1/31/07 Sincerely, K innberly Peterson Kimberly Peterson, Asst. Project Engineer Apollo Holdings, LLC. X LMN Architects X Magnusson Klemencic 505 Union St. Suite 900 Seattle, Wa., 98104 Attn: Tal Fowler 801 2 Ave. Suite 501 Seattle, 98104 Attn: Anne Herrick 1301 Fifth Ave., Suite 3200 Seattle, WA 98101 Attn: Hans -Erik Blomgren LJ n HOFFMAN CONSTRUCTION COMPANY OF WASHINGTON #HOFFMCC164NC A. Owner, Architect, Consultants B. Hoffman Construction HCC — Project Office file HCC — WAMO HCC — Cameron Haynes HCC — Bob Vincent H.S.I. — Brian Grevious Mayes Testing C. SubcontractorsNendors O/ F O/F Apex Steel Fairweather Gary Merlino Holmes Electric H.S.I. Concrete McKinstry Ming Nuprecon P.C.S. Queen City Enclosed are the following: Submittal #020- Floor Strapping at Hazelnut Ceiling Please review the enclosed response carefully. Should these documents require revisions to your work that effect your schedule (time delays) or contract price (either additions or credits) please: (1) submit your not to exceed price by fax within 48 hours, and (2) submit your firm proposal with complete breakdown for these changes to ourjobsite office within seven calendar days. If your schedule or contract price are affected and you are unable to prepare your proposal by this date please fill out the following and fax to Bob Vincent at (206) 286 -6697. Date Proposal Will Be Submitted By: Reason: You are to: r Incorporate this information into your work Immediately. No cost impact is apparent. Proceed with Work on a T&M basis. Have time r r cards signed daily by HCC superintendent or engineer. Enclosure(s) O/F r Submit price as described in the paragraph Note: Pricing submitted after above listed date may result in cost proposal not being accepted by Owner /Contractor. Comments: 3314 S. 116'" Street Tukwila, WA. 98168 PHONE (206) 499-6206 FAX (206) 241-0258 Apollo Tukwila Warehouse 3314 5 116 Street Tukwila, WA. 98168 Our Job No. 2180505 Date: 1/31/07 Sincerely, K innberly Peterson Kimberly Peterson, Asst. Project Engineer Transmittal ATTN Anne Herrick COMPANY LMN Architects ADDRESS 801 Second Ave, Suite 501 Seattle, WA 98104 PROJECT Tukwila Warehouse ITEMS TRANSMITTED ❑ ATTACHED ❑ UNDER SEPARATE COVER VIA: ❑ MAIL ® COURIER ❑ FEDEXJDHL ®E -Mail DELIVERY DEADLINE (indicate date and time): COPIES 1 2/1/07 Submittal 20 THESE ARE TRANSMITTED AS CHECKED BELOW: ❑ FOR APPROVAL ® NO EXCEPTIONS TAKEN ❑ FOR YOUR USE ❑ MAKE CORRECTIONS NOTED ® AS REQUESTED ❑ REVISE AND RESUBMIT ❑ FOR REVIEW AND COMMENT ❑ REMARKS COPY DATE DESCRIPTION SiN<1urS + Cavil Engineers 1301 AM Arenas, Suite 3200 Sea18e Washington 98101 -2699 T: 206 292 1200 F: 206 292 1201 W: www.mka.com DATE 2/1/07 PROJECT 89249.00 ❑ RETURNED AFTER LOAN TO US ❑ REIECTED —SEE REMARKS ❑ RETURN _ CORRECTED PRINTS ASSOCIATES • MAGNUSSON KLEMENCIC SIGNED: • --G tLkc Hans -Erik Blomgren WE ARE SENDING: SUBMITTED FOR: ACTION TAKEN: 2' Shop Drawings 10 Approval • Approved as Submitted ❑ Letter ❑ Your Use • Approved as Noted • Prints • As Requested • Retumed After Loan • Change Order • Review and Comment • Resubmit ❑ Plans • Submit ❑ Samples SENT VIA: • Returned ❑ Specifications 0 Attached Via: Email ❑ Returned for Corrections ❑ Other: ❑ Separate Cover • Bids Due: Pacific Construction Systems 2275 116th Avenue NE Suite 100 Bellevue, WA 98004 PROJECT: Apollo TO: Hoffman Construction 1200 Westlake Avenue North #901 Seattle, WA 98109 ATTN: Bob Vincent ITEM NO. COPIES DATE ITEM NUMBER 1 1 1/25/2007 Remarks: Bob: Expedition ® Phone: 425 -450 -3365 Fax: 425 - 462 -8268 DATE: 1/25/2007 CONTRACT #: 2180505 PCS JOB #: 30 -1148 RE: Shop Drawings DESCRIPTION Shop Drawings - Floor Strap Calculations Please consider these details in lieu of the condition shown on the drawings. For questions or concerns about this request please feel free to contact Mike Miller direct at (206) 510 -2539. Thank you. CC:PCC File, Field Signed: t 3.„er1/2i Fee. Kevin Peters TRANSMITTAL No. 00006 STATUS _ 4 d L - -ad 0— • ' c o s— r/ I e d Z 1 .0' ARMOUR UNSDERFER ENGINEERING, INC 13456 SE 27th Pl., Suite. 200 Bellevue, WA 96005 (425) 614-0949 Fax (425) 614-0950 TRUCTURAL CALCULATIONS FOR: Apollo Floor Strapping Tukwilla, WA Client acific Construction Systems Attn: Jimmy Taylor 111 2275 116th Avenue NE, *100 Bellevue, WA 98004 By rn.try ----- ""1311117%emour PE, SE 12111711111 0 EMMONS TAKEN D RESUffililn O MAKE CORRE671085 NOTE) D NOT MEM-. IIVEVIS09.WORDNOOMMIMIRIXTEIrtM0frn PROJECT AilDFOREIGIMEN 94519THESTIV7314 MX13 1106;0711060138931)93519E,BEC ma. TIECOWIRETCRISSOLE610806111,117CIWURSSELVEZTSES MO NAMES= ifit1.6 rno w0,7. REATIOXITM86 FE.D.FA8CAMIRtsurtzaolczPiaus7r.cirffzonte mem mi firmEyals r ALT61l63111E, 11016.WIl DO1337ClIFSTIII: gnarl rnivrtz zznirc Elancilift,457370% YVl:l.N'tr!T.'„ r:f C211:11NI:EA: CALCI,VATE ;Ii CU" 161:361 3:',4t;o141;;F:Zih.ES &ID DM team 2-23-07 AUE No. 7019 Project: krbuo L4-t-L 7, -,AJ /, Pg. E" A s/7a4)- Address: 7744 to r 4 IAN Ver. 7&/7 Job No, / Client: TAf /F1' ^.M- erraitr 5y4 'I S" I/r.ay t ate: fi IL2 k7 OS_I gge 9 - o - FlArr9tA- rtnJ&, F .. 634)1 V, Pa-46,m S rs C.Arkeal As Pi )tYv oo VC) 10 / @Jo'' /L U,V Z. Loc/ ' . th-W1 rz.b7- iEshc rrJ Fwore- tvp4 cArrA c 'rr w J # Se-L" " c. ) vtiswU4 r,n n_ N lod 0 = 'LBS M90 rrA>r,V6r g 54151v9741 451? / htA-x L#W6rgotr> /? ; 4 mo gtaritzli 1l 47 � z 1BA / a $ /5j4r « ' 3D , 1 -34' trot?" Azen � JMr�X AFf Wt T + � N to 5 3 35 LL) Sy Wt D AD4/ ( t �E4 c y" / L rat L. J OIUJL'4� Annou� tngine ling 113456 SE 27th PI., 200, Bellevue, WA 98005 ♦ (425) 614 0949 Project: AThu! S7 %AI1-7 En6'/ PB' 2- Address: Ver. 70 r 9 Client: Date:) /L407 job No- - CU 014.9 5 r LD4pice Y )0.L5)= i 3a Aen, R - / "o•�Lso) = 0;25"57, 1 -13+vt- (Ao4s = 5•G7 tU �8 6 in..) (0,DSoli) = `f -5z �v,pr J ,�M,Lxy;_� , 4e• 331 <si - 5 =0.5 E37.A.,a 1 7 12 ,14A-R.- = S. (0 4 w i vtr 5 (O's)tAiL, ) 010 =zv (32) . sc-z_km Js (zc V nt .tlg 2.494 (59") c.rLrW 01 ' 4 ' 7!.Cb" ; (5 M /0 a 370 "'1 C.Z.Lj) J G ✓S 4L = 3 L .tc s treitra t - (�'Z �(�,Zs� = 5375 -4 5 = c,n.3- 4 f3wic. � 3,Gr n s 5 ,4 2, q " w t)C Yw Syr�c 3 "gAm Dr �J ILSI. /.�=O•?tlli l5 4z & 5 . z 54:( Wi per gib � >✓9Mk /Ai 5 ia) .# /o = ( Zl )46-28 4647 eZ Irk) _5 (6-4/s1/4 v efiCi = &.5D x r-S7425 .mss -C s Armour Unsderfer Engineering 413456 SE 27th Pl., 200, Bellevue, WA 96005 4 (425) 614 -0949 Project: Arta-to AY.Uor__ 71d.)? Enb.( x:04., P g'. ,e— Address: 'Og u )1 W A 10/4 Ver. 70 /7 1 Client: /c) (!1A 7g7YJ.Y'.'rnai S`�5 rms L Date //�5%D7 Job No. =L1 5 q %a" vJ1rE 1 It r 7 if1ZRYPi/✓ D BE S /LX & kiDE (.61A. 5o ) `YrZA Ai& 19 �T2 hPflA1 . 1D SE: t virita 4� Amor0i z•to) Armour Unsderfer Engineering A 13456 SE 27th PI., 200, Bellevue, WA 98005 A (425) 614 -0949 COWS,�Tb�� 51 fT }d)u• rG ��}" P1j17PLK AI AU• ti/t 0414- 3)to t"4 *..7 j-r 4- �m #/d I 7 74 - --10157 � -10 or DE'-iit- SY ori+a -5 (2)#10 b1 $-r 7o Coz'rnz </l /....)/J'G77 g It( T 401sT fit Yor' r s — _ 1 5 -X / 14 2. ft w/ .(23)#io so>u.J. /2o7si!iz 5 #84,gi, orb- gSe4+ ���•,, 7Yr' u ro taP4 Z ! ain. Mcr1 x-Dw 4 — G'3 "% - -7I r 0113)-1-k, cza -'srb SUzL-, sezaJ i ! cfiT* ey„ if • ,r_g x r • Y Y Y .0 % K Y • Y >_! oTEA-P 5 15 P=• 7-AU 4BM /fL.4 Armour Unsderfer Engineering A 13456 SE 27th Pl., 200, Bellevue, WA 98005 A (425) 614 - 0949 Eng.7 .2 "7 Pg.%%%KL /?) Project: A / .L ROOM_ tr /ZAPI ..) /-v Address: T✓KUJIr r-4, �L} Ver. 7019 Client: ••7•, 11 ft C /t7a!%G 7-Plitt - - •'r t'^M 1 :4 Date: /1�p7 Job No. COWS,�Tb�� 51 fT }d)u• rG ��}" P1j17PLK AI AU• ti/t 0414- 3)to t"4 *..7 j-r 4- �m #/d I 7 74 - --10157 � -10 or DE'-iit- SY ori+a -5 (2)#10 b1 $-r 7o Coz'rnz </l /....)/J'G77 g It( T 401sT fit Yor' r s — _ 1 5 -X / 14 2. ft w/ .(23)#io so>u.J. /2o7si!iz 5 #84,gi, orb- gSe4+ ���•,, 7Yr' u ro taP4 Z ! ain. Mcr1 x-Dw 4 — G'3 "% - -7I r 0113)-1-k, cza -'srb SUzL-, sezaJ i ! cfiT* ey„ if • ,r_g x r • Y Y Y .0 % K Y • Y >_! oTEA-P 5 15 P=• 7-AU 4BM /fL.4 Armour Unsderfer Engineering A 13456 SE 27th Pl., 200, Bellevue, WA 98005 A (425) 614 - 0949 Project: 4 1tt 7 (7400 rZ *R.¢PP+6.7/ 7 En13 ,�/2fpg. Ver. I 7O/ 'J /% Address: ..r, al ,, l „ p, ILA. Client: P . S Date:f/ -/ lob No. 51 1 =,- z1 =H "F (1S}tcloSea 3'k. firitar , rt &eiCaS)# 1r-5 I) /Zg7eb2-5Lt T3LXt ov�stz Br�t ee-ww I I to M h, N 1cr1 -' - • —I -(— — 11 Jorsr I bcvM✓ 'E"Mr..x /t7trX/L , eft *Jl OC)#,r twit 717 $ T•P. milpa Cp,JASccrfoAJ? t- j fecoc t ioyo- II )4* b trE4P M JJ�r r� e.ov,UE'r7-7naJ . _Ft.... tiJ g- r91 -1REta mirk, ra rmis B pri II ls}#id 2)431D srzgp 6l�•Jot 1 I (15)x'/' 77 p a- F5L-4 1 59 1 - 0 ` 1 - / r ft,.oN It ati 4 SI'+ Armour Unsderfer Engineering A 13456 SE 27th PI., 200, Bellevue, WA 98005 A (425) 614-0949 WE ARE SENDING: SUBMITTED FOR: ' ACTION TAKEN: 1i Shop Drawings RI Approval ❑ Approved as Submitted ❑ Letter ❑ Your Use • Approved as Noted ❑ Prints ❑ As Requested ❑ Returned After Loan • Change Order ❑ Review and Comment ❑ Resubmit ❑ Plans ❑ Submit ❑ Samples ,. SENT VIA: ❑ Returned • Specifications IR1 Attached Via: Email • Returned for Corrections ,❑ Other: • Separate Cover • Bids Due: Pacific Construction Systems 2275 116th Avenue NE Suite ;00 Bellevue, WA 98004 PROJECT: Apollo TO: ATTN: Bob Vincent ITEM NO. COPIES DATE ITEM NUMBER 1 1 1/25/2007 bmarks: Bob: Please consider these details in lieu of the condition shown on the drawings. For questions or concerns about this request please feel free to contact Mike Miller direct at (206) 510 -2539. Thank you. CC:PCCFTeField Signed: Cnri Expedition Hoffman Construction 1200 Westlake Avenue North #901 Seattle, WA 98109 Phone: 425 -450 -3365 Fax: 425 -462 -8268 /100110-0 -s F!— 3� :41°P1A G it/or / K .DDS DATE: 1/25/2007 CONTRACT #: 2180505 PCS JOB #: 30 -1148 RE: Shop Drawings DESCRIPTION Shop Drawings - Floor Strap Calculations RECEIVED MAR 12 2007 DEPARTMENT Kevin Peters TRANSMITTAL No. 00006 STATUS ARMOUR UNSOERFER ENGINEERING, INC 13456 SE 27th PI., Suite. 200 Bellevue, WA 98005 (425) 614 -0949 Fax (425) 6140950 STRUCTURAL CALCULATIONS FOR: Apollo Floor Strapping Tukwilla, WA Client Pacific Construction Systems Attn: Jimmy Taylor III 2275 116th Avenue NE, #100 Bellevue, WA 98004 By Bill Armour PE, SE "PIES: 2 - 23 - 07 AUE No. 7019 Project: )i'ftC.LCJ 'GL Sr7zAr'pzA-)6 Eng Pg. p 7 . `i Address: /� t t �A , iu4 Ver. 7D/? Client: pm try'. ' ztvcr plat J 5Y47- 04c.,— ),M'..s/ &t Date: ,4. Job No. 081 gGnVg; 9 FL-A k ki 57gOlt . 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Z Address: Ver. 70 /1 Client Dater /L 7 Job No. — /, Jortr o sri r L04-1> �1= -) Q.ts) _ 13g,-t t tz>ton ActirA g 'b q;. _ v / = 5 •G tU -11 (0.05010 r J /Pr 31 — gN3g lo-100 = O•527.w,Z )/1SES'S /Lx�)i // / •c0 11 N..t Dff °6 "a L.) to =zt.3 (3 SCexrws n� #$ =Z 49 (59) . c..esws #c"- 5 .rte (5 41 to a 370 (t3) 5c-,rt nc #g _ 3 125) tor-trc 5 'rcfrr L-o*t = ( •z )& z s = 5 75 5o�5c- 4 = 0,)40a --- s ts.4t /L' 3 i jF sy,,,r,4 t 2 " use syr,� Vikil � VS 1 5; - tt kmpi - �wV : 9' 3L" v, d ekb - ?f n.e $ /o ) 5aztrw3 $ = �yz) *rw5 6 "tic = LsD tograis Q rws Armour Unsderfer Engineering A 13456 SE 27th PI., 200, Bellevue, WA 98005 A (425) 614 -0949 Project: A c i a . c o A x ' a . n - 1 L X En Pg f 70/7 Job No. Address: ! -Ktti ItiLA,�4 Ver. 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A- E n 171- Vet P g'S'V5 701i Job No Address: .7-0 ) 1 J4 1 Client: Pct Date: / / /ZIb2 - ash ova I?aa i 1 1 rot vs/0,146k '1F —'_ X t*)) /` (ISYSFlc gcusl.,S rt. 31v )t#b tnatP To f,11 • J 9 /M/tx /o (11") tews w ?sir-4r (U5E(L3)# /ohs@ e4P) n' P.1 T '1 i PP S 62 J A Se n 0 A-) ? /J, � w f?-0onr • l l M /toLE CovAJF-ennA3 (.' ft c * g -Jo ,Sr REltw 15) #l0 n7 grndl aaj,v f I V;° � ,J kdC); /n 4- gr 15 u/ 1 ;47 2.)44-iv 6T01p T �a.Jo,sr Armour Unsderfer Engineering A 13456 SE 27th PI., 200, Bellevue, WA 98005 1 (425) 614 -0949 MAYES TESTING ENGINEERS, INC. MTE No.: Project: Address: Permit No.: Bldg Dept: Owner: Architect: Engineer: Contractor: Page 1 Date: Weather: Inspection: Sample(s): E7001 TUKWILA WAREHOUSE 3314 S 116th Street, Tukwila, WA D06 -446 City of Tukwila Apollo Holdings, LLC LMN Architects Magnusson Klemencic Associates Hoffman Construction Company 1116/07 (indoors) Welding N/A RECEIVED FEB 1 6 COMMUNrrY D EVELOPIi:ENT Showed up but they were not ready for the inspection. Asked them to call Dispatch and re- schedule. INSPECTOR: Al Whitby REVIEWED BY:; 2icea,G. Beckerle, P.E. cc: Tal Fowler — Apollo Holdings, LLC; Anne Herric — LMN Architects; Hans Erik Lindgren — MKA; Bob Vincent — Hoffman Construction Company; Bldg Dept — City of Tukwila Everett Office 917 -134th Street SW Suite A -1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 MAYES TESTING ENGINEERS, INC. MTE No.: Project: Address: Permit No.: Bldg Dept.: Owner: Architect: Engineer: Contractor: Page 2 Date: Weather: Inspection: Sample(s): REVIEWED BY: E7001 TUKWILA WAREHOUSE 3314 S 116th Street, Tukwila, WA D06 -446 City of Tukwila Apollo Holdings, LLC LMN Architects Magnusson Klemencic Associates Hoffman Construction Company 1/16/07 (indoors) Epoxy N/A Observed the placement of #4 horizontal dowels at 18" o.c. anchored with epoxy into the existing slab in the saw -cut slab areas between approximately 5- 4/A.5 -B.5 for the new CMU wall footings. Plans on S2.01 show the width of the saw -cut to be 1'6" in places. Typical section 4/S4.01 shows a 2'0" width with the horizontal dowels having a lap of 1'6 ". We understand that Cameron Haynes (Hoffman Construction) called the structural engineer and clarified that the 1'6" lap does not apply to the 1'6" wide saw -cut trenches. Horizontal rebar was embedded 4" or greater per details 3, 4/S4.01. Epoxy used was Hilti HIT HY150 with an expiration date of 07/2007. Observed the placement of #4 vertical dowels at 12" o.c. anchored with epoxy into the top and bottom of the loading dock door in- fills. Two loading dock door areas on line 2 had the vertical dowels placed per detail 6/S4.01. Hilti HIT HY150 epoxy was used. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. INSPECTOR: Wally Wagner % Ti • y G. Beckerle, P.E. cc: Tal Fowler — Apollo Holdings, LLC; Anne Herric — LMN Architects; Hans Erik Lindgren — MKA; Bob Vincent — Hoffman Construction Company; Bldg Dept — City of Tukwila Everett Office 917 -134th Street SW Suite A -1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 MAYES TESTING ENGINEERS, INC. MTE No.: Project: Address: Permit No.: Bldg Dept.: Owner: Architect: Engineer: Contractor: Page 3 Date: Weather: Inspection: Sample(s): E7001 TUKWILA WAREHOUSE 3314 S 116th Street, Tukwila, WA D06 -446 City of Tukwila Apollo Holdings, LLC LMN Architects Magnusson Klemencic Associates Hoffman Construction Company 1/16107 (indoors) Rebar N/A INSPECTOR: Wally Wagner REVIEWED BY: ii ;?-% / T G. Beckerle, P.E. v cc: Tal Fowler — Apollo Holdings, LLC; Anne Herric — LMN Architects; Hans Erik Lindgren — MKA; Bob Vincent — Hoffman Construction Company; Bldg Dept — City of Tukwila Everett Office 917 -134th Street SW Suite A -1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 Inspected rebar in the new CMU wall footing areas between approximately 5- 4/A.5 -B.5. Rebar was inspected for size, grade, spacing, number, lap and clearances. It should be noted that an existing footing is present at B/5 and B/4. Longitudinal rebar placed drapes up and over the footings at B/5 and B/4. The structural engineer should be informed. It should be noted that pea gravel under the existing slab may run into the trench, causing rebar clearance issues. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. MAYES TESTING ENGINEERS, INC. MTE No.: Project: Address: Permit No.: Bldg Dept.: Owner: Architect: Engineer: Contractor: Page 4 Date: Weather: Inspection: Sample(s): E7001 TUKWILA WAREHOUSE 3314 S 116th Street, Tukwila, WA D06 -446 City of Tukwila Apollo Holdings, LLC LMN Architects Magnusson Klemencic Associates Hoffman Construction Company 1117/07 (indoors) Reinforced Concrete (4) 4x8" To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. INSPECTOR: Tom Cain REVIEWED BY: azt(4,_. Beckerle, P.E. cc: Tal Fowler — Apollo Holdings, LLC; Anne Herric — LMN Architects; Hans Erik Lindgren — MKA; Bob Vincent — Hoffman Construction Company; Bldg Dept — City of Tukwila Everett Office 917 -134th Street SW Suite A -1 Everett, WA 98204 ph 425.742.9360 tax 425.745,1737 Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 Inspected reinforcing for CMU wall footings at 4- 5/A.5 -B.5. Reinforcing was according to plans. Contractor placed footings with Stoneway mix #448174 using line pump and consolidating with vibrator. Sampled concrete and cast (4) 4x8" test cylinders at a slump of 6 -1/2 ". MAYES TESTING ENGINEERS, INC. MTE No.: Project: Address: Permit No.: Bldg Dept.: Owner: Architect: Engineer: Contractor: Page 5 Date: Weather: Inspection: Sample(s): E7001 TUKWILA WAREHOUSE 3314 S 116th Street, Tukwila, WA D06 -446 City of Tukwila Apollo Holdings, LLC LMN Architects Magnusson Klemencic Associates Hoffman Construction Company 1/18/07 (indoors) VT N/A REVIEWED BY: /! � ✓<'' : INSPECTOR: Mark Vassallo / T mothy G. Beckerle, P.E. cc: Tal Fowler — Apollo Holdings, LLC; Anne Herric — LMN Architects; Hans Erik Lindgren — MICA; Bob Vincent — Hoffman Construction Company; Bldg Dept — City of Tukwila Everett Office 917 -134th Street SW Suite A -1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253.584.3720 fax 253 584 3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 Onsite for visual weld inspection of #4 rebar in accordance with AWS D1.3 specifications and RFI 16 from H. Blomgren (MICA). Inspected fillet welds of #4 rebar attached to angle face at 12" o.c. Inspected rebar welded on east wall between grids A.5 to E line. Welding is per RFI. Welder is certified for reinforcing steel welding — Randy James. No problems noted. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. MAYES TESTING ENGINEERS, INC. MTE No.: Project: Address: Permit No.: Bldg Dept.: Owner: Architect: Engineer: Contractor: Page 6 Date: Weather: Inspection: Sample(s): E7001 TUKWILA WAREHOUSE 3314 S 116th Street, Tukwila, WA D06 -446 City of Tukwila Apollo Holdings, LLC LMN Architects Magnusson Klemencic Associates Hoffman Construction Company 1/22/07 (indoors) Epoxy Rebar N/A Everett Office 917-134th Street SW Suite A -1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 Onsite to witness epoxy grouted rebar installation for the south door in -fill on grid 2. The contractor installed #6 bars vertically per detail 5/S4.01. Holes drilled were 7/8" dia. and 5 -1/2" deep. Hilti HY150 epoxy was used per manufacturer's instructions. Also verified hooked horizontal reinforcing steel installation per plans — OK to close forms. Note: Clears NCR written 1/19/07 by MTE L. Pyper. INSPECTOR: Lonny Morrison Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. REVIEWED BY: '14-€ %' '- /Tim by G. Beckerle, P.E. cc: Tal Fowler — Apollo Holdings, LLC; Anne Herric — LMN Architects; Hans Erik Lindgren — MKA; Bob Vincent — Hoffman Construction Company; Bldg Dept — City of Tukwila MAYES TESTING ENGINEERS, INC. MTE No.: Project: Address: Permit No.: Bldg Dept.: Owner: Architect: Engineer: Contractor: Page 7 Date: Weather: Inspection: Sample(s): musawasainctrczy E7001 TUKWILA WAREHOUSE 3314 S 116th Street, Tukwila, WA D06 -446 City of Tukwila Apollo Holdings, LLC LMN Architects Magnusson Klemencic Associates Hoffman Construction Company 1/23/07 (indoors) Reinforced Concrete (1) set of (5) 6x12" cylinders Two concrete in -fills of loading dock doors on gridline 2, and (3) column footings on grid A.8. Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 Observed approximately 6 cubic yards of concrete placed at locations noted above. Concrete was placed via pump and consolidated by means of mechanical vibration. Concrete was supplied by Stoneway — mix #448174, 4000psi, 3/4" max. agg., ticket #754600. Obtained one sample for slump test, temperature, and one set of (5) 6x12" cylindrical strength specimens. Results are as follows: slump 4 ", temp. 66 °F, amb. temp. 56 °F (indoors), water added: 0 gals., location of sample: west side of northwest in -fill loading dock door, top third. Reinforcement previously inspected at all locations. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. INSPECTOR: Tony DeVoe REVIEWED BY: C .4' '. / T y G. Beckerle, P.E. cc: Tel Fowler — Apollo Holdings, LLC; Anne Herric— LMN Architects; Hans Erik Lindgren — MKA; Bob Vincent — Hoffman Construction Company. Bldg Dept — City of Tukwila Everett Office 917 -134th Street SW Suite A -1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 MAYES TESTING ENGINEERS, INC. MTE No.: Project: Address: Permit No.: Bldg Dept.: Owner: Architect: Engineer: Contractor: Page 8 Date: Weather: Inspection: Sample(s): 1/19/07 (indoors) Reinforcing Steel N/A Inspected reinforcing steel for (2) concrete in -fills of loading dock doors in 2 -line and (3) column footings on A.8 -line. All per 1/S4.01 for footings and 6/S4.01. However, detail 5/S4.01 was missed for west side of west in -fill. Preliminary Inspection Complete detail 5/S4.01. REVIEWED BY: E7001 TUKWILA WAREHOUSE 3314 S 116th Street, Tukwila, WA D06 -446 City of Tukwila Apollo Holdings, LLC LMN Architects Magnusson Klemencic Associates Hoffman Construction Company INSPECTOR: Lisa Pyper thy G. Beckerle, P.E. cc: Tal Fowler — Apollo Holdings, LLC; Anne Herric — LMN Architects; Hans Erik Lindgren — MKA; Bob Vincent — Hoffman Construction Company; Bldg Dept — City of Tukwila Everett Office 917 -134th Street SW Suite A -1 Everett, WA 98204 ph 425.742.9360 fax 425.745,1737 Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253.584.3720 fax 253 584 3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 MAYES TESTING ENGINEERS, INC. MTE No.: Project: Address: Permit No.: Bldg Dept.: Owner: Architect: Engineer: Contractor: Page 9 Date: Weather: Inspection: Sample(s): E7001 TUKWILA WAREHOUSE 3314 S 116th Street, Tukwila, WA 006446 City of Tukwila Apollo Holdings, LLC LMN Architects Magnusson Klemencic Associates Hoffman Construction Company 1125/07 (indoors) Structural Masonry (5) 8x8x16" Prisms REVIEWED BY: f by G. Beckerle, P.E. INSPECTOR: Tom Cain cc: Tal Fowler — Apollo Holdings, LLC; Anne Herric— LMN Architects; Hans Erik Lindgren — MKA; Bob Vincent — Hoffman Construction Company; Bldg Dept — City of Tukwila Everett Office 917 -134th Street SW Suite A -1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 Onsite for masonry grout pour of 8" CMU first 4' lift. Inspected reinforcing finding it to be in accordance with the plans. Contractor pumped approx. 8 cubic yards of Stoneway - supplied masonry grout mix #7034 into above walls, consolidating with mechanical vibrator. Sampled grout and grouted (5) 8x8x16" masonry prisms (masons laid up prisms 1/24) for determination of F'm. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. MAYES TESTING ENGINEERS, INC. MTE No.: Project: Address: Permit No.: Bldg Dept.: Owner: Architect: Engineer: Contractor: Page 10 Date: Weather: Inspection: Sample(s): E7001 TUKWILA WAREHOUSE 3314 S 116th Street, Tukwila, WA D06 -446 City of Tukwila Apollo Holdings, LLC LMN Architects Magnusson Klemencic Associates Hoffman Construction Company 1/29/07 Clear Reinforced Masonry None Onsite for masonry grout pour of 8" CMU walls — 4' to 8' lift. Inspected reinforcing, finding it in accordance with the plans. Contractor pumped approximately 8 cubic yards of Stoneway mix #7034 into above walls, consolidating with vibrator. Everett Office 917 -134th Street SW Suite A -1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. INSPECTOR: Tom Cain REVIEWED BY: /G~ T I by G. Beckerle, P.E. cc: Tal Fowler — Apollo Holdings, LLC; Anne Herric — LMN Architects; Hans Erik Lindgren — MKA; Bob Vincent — Hoffman Construction Company; Bldg Dept — City of Tukwila Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 MAYES TESTING ENGINEERS, INC. MTE No.: Project: Address: Permit No.: Bldg Dept.: Owner: Architect: Engineer: Contractor: Page 11 Date: Weather: Inspection: Sample(s): E7001 TUKWILA WAREHOUSE 3314 S 116th Street, Tukwila, WA D06 -446 City of Tukwila Apollo Holdings, LLC LMN Architects Magnusson Klemencic Associates Hoffman Construction Company 1131/07 Fog Reinforcing steel, Epoxy N/A Everett Office 917 -134th Street SW Suite A -1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 Inspected the reinforcing steel for the footing to the new loading dock ramp, as detailed in A620. Reinforcing was placed in accordance with the MKA sketch, dated 1/29/07. The 2 footings are ready for concrete. Observed the epoxy installation of the (4) 1" diameter all- thread rods for the new tilt wall connection plate, above the middle loading dock roll -up door. Installation was performed in accordance with RFI #19. Verified holes were correct depth and cleanliness, prior to the application of Hilti HYf 50 max epoxy adhesive. No exceptions noted otherwise. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. INSPECTOR: Yavita Kotomaimoce REVIEWED BY: C tm thy G. Beckerle, P.E. cc: Tal Fowler — Apollo Holdings, LLC; Anne Herric — LMN Architects; Hans Erik Lindgren — MKA; Bob Vincent — Hoffman Construction Company; Bldg Dept — City of Tukwila MAYES TESTING ENGINEERS, INC. MTE No.: Project: Address: Permit No.: Bldg Dept.: Owner: Architect: Engineer: Contractor: Page 12 Date: Weather: Inspection: Sample(s): E7001 TUKWILA WAREHOUSE 3314 S 116th Street, Tukwila, WA D06 -446 City of Tukwila Apollo Holdings, LLC LMN Architects Magnusson Klemencic Associates Hoffman Construction Company 21107 (indoors) Structural Masonry (4) 4x8" T O - 4 a ttS—c . ,0 < -- REVIEWED BY: t y G. Beckerle, P.E. INSPECTOR: Lonny Morrison l cc: Tal Fowler — Apollo Holdings, LLC; Anne Herric — LMN Architects; Hans Erik Lindgren — MKA; Bob Vincent — Hoffman Construction Company; Bldg Dept — City of Tukwila Everett Office 917 -134th Street SW Suite A -1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 Onsite for CMU grout of the new vault structure. Checked resteel prior to start of placement, all reinforcing steel per plans. Observed placement of 8 cubic yards of Stoneway grout #7034 with slump 9" temperature 60 °F. Grout was pumped in place consolidated and reconsolidated by vibration. Placement was for the third 4' lift (8' to 12'). Noted that the structural drawings general notes state that all cells containing reinforcing steel shall be filled with grout. The masons have been filling all cells with grout. Vertical reinforcing is at 16" on- center so every other cell contains reinforcing plus lintels and bond beams. Solid core fill appears to be appropriate to this application as the structure supports a concrete deck above but clarification from the engineer should be requested. Observed placement of the exterior ramp wall footings. Reinforcing steel previously inspected by MTE and approved for placement. Observed placement of 11 cubic yards of Stoneway mix #448174 with slump 5 ", temperature 53 °F. Cast one set of (4) 4x8 cylinders for 4000 -psi compliance tests. Concrete was placed directly from the chute and vibrated for consolidation. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. MAYES TESTING ENGINEERS, INC. MTE No.: Project: Address Permit No. Bldg Dept. Owner: Architect: Engineer: Contractor: Page 13 Date: Weather: Inspection: Sample(s): E7001 TUKWILA WAREHOUSE 3314 S 116th Street, Tukwila, WA D06446 City of Tukwila Apollo Holdings, LLC LMN Architects Magnusson Klemencic Associates Hoffman Construction Company 2/8/07 Cloudy Reinforced Concrete (4) 4x8" Inspected reinforcing steel for new ramp walls just outside loading dock per 7/S4.01. Reinforcing was according to plans. Contractor placed approx. 6 cubic yards of Stoneway mix 6100 into above walls directly from truck chute, consolidating with vibrator. Sampled concrete and cast (4) 4x8" test cylinders at 6" slump and 5.0% entrained air. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. REVIEWED BY: /,T% ft-tL. -Gr, (0- INSPECTOR: Tom Cain Everett Office 917.134th Street SW Suite A -1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 tax 503.281.7579 Timothy G. Beckerle, P.E. cc: Tal Fowler - Apollo Holdings, LLC; Anne Herric - LMN Architects; Hans Erik Lindgren - MKA; Bob Vincent - Hoffman Construction Company; Bldg Dept - City of Tukwila MAYES TESTING ENGINEERS, INC. INallaialatelirairaSSEEE MTE No.: Project: Address: Permit No.: Bldg Dept.: Owner: Architect: Engineer: Contractor: Page 14 Date: Weather: Inspection: Sample(s): REVIEWED BY: / E7001 TUKWILA WAREHOUSE 3314 S 116th Street, Tukwila, WA D06 -446 City of Tukwila Apollo Holdings, LLC LMN Architects Magnusson Klemencic Associates Hoffman Construction Company 2/5/07 (indoors) Structural Masonry None Everett Office 917.134th Street SW SuBe A -1 Everett, WA 98204 ph 425.7420360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253 584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503 281 7515 fax 503.281.7579 Location: masonry (8 ") walls at gridlines A.6- B.5/4 -5, top -out lift (2'8" lift height, to 14'8" total height). Observed approx. 8 cubic yards of grout placed at locations noted above. Grout was placed via pump and consolidated by means of mechanical vibration. Grout was supplied by Stoneway, mix 7034, 3000 -psi, tickets #760809 and 760836. Prior to grout placement, visually inspected reinforcement at locations noted. At time of inspection, it was observed that contractor had not installed "hook" bars to extend into slab 1'6" above lintels per detail 10/S4.01, at 8" o.c., and also were missing various slab dowels to match vertical wall reinforcement at various locations, including intersections at 4.5/A.6 and 4.5/B.5. Contractor placed #5 hook bars above lintels at 8" o.c. in lieu of #3 bars. Reinforcement installed prior to grout placement. All cells grouted, per project plans and engineer's and architect's response to previous question by MTE Lonny Morrison, on report dated 2/1. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. A INSPECTOR: Tony DeVoe / TI • by G. Beckerle, P.E. cc: Tal Fowler — Apollo Holdings, LLC; Anne Herric — LMN Architects; Hans Erik Lindgren — MKA; Bob Vincent — Hoffman Construction Company; Bldg Dept — City of Tukwila MAYES TESTING ENGINEERS, INC Project Name: Tukwila Warehouse Site Address: 3314 South 116th Street Tukwila, WA Client: Vulcan, Inc. Engineer: Magnusson Klemencic Associates Contractor: Hoffman Construction Company Air Temperature: 40 °F Weather: Inside Product: Concrete Supplier: Stoneway Ticket Number : 751198 MixDesign ID : 448174 Sample Temp. (ASTM C1064) Water /Cement Ratio: Y Date Made Sample # Lab # 1 1468 I 1 1469 1 1470 Remarks: 01/17/07 [01/17/07 01/17/07 01/17/07 67 °F 0.434 o001 1 I o001 1 0001 I 0001 CONCRETE LABORATORY TEST REPORT I Initial Storage Temp. (ASTM C31) Slump (ASTM C143) Placement Location and Notes: Set 1 CMU wall footings 4 to 5/A.5 to B.5. 1471 NR 6 -1/2" 01/24/07 02/14/07 02/14/07 02/14/07 Inspector(s): Cain, T. Tested by Revilla, Z. 7 28 28 28 FIELD DATA ASTM C31 and C172 Entrained Air (ASTM C231) NR Sample(s) Rec'd: 01/18/07 COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Tested Age Size (in) Load (Ibs) Dia (in) 4x8 4x8 1 4x8 1 4x8 Design I Mix Proportions: 42970 Ingredient Project No: E7001 Issued on: 01/25/07 Sample Set ID: 31547 Permit # (s): 006 -446 Original: Revised: 0 ADVA 10.6 oz Cement Slag 80.0 lbs Cement - -Type I & II 450.0 Ibs Coarse Aggregate 3/4" 1,929.0 lbs Daraset 68.9 oz Fine Aggregate 1,445.0 lbs Water 230.0 Ibs WRA 21.2 oz Required Strength: (f'c) 4000 psi @ 28 days 4.00 0.00 0.00 1 0.0 I Surface Strength (psi) 12.57 0.00 0.00 0.00 3420 NOTES: Break descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed In accordance with applicable ASTM's except C -31, 10.1.2 - "recording field temperature" Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. Everett 917 - 134th Street SW Suite A -1 Everett WA 98204 ph 425.742.9360 fax 425.745.1737 Weight (per cu.yd) Break Type NA — 1" NA " NA • NA — I' Reviewed by: / Timothy G. erle, P.E. Branch Manager MTE 1050 -1C, Rev 2. 10/18/ MAYES TESTING ENGINEERS, INC Project Name: Site Address: Client: Engineer: Contractor: Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : [ Sample Temp. (ASTM C1064) 66 °F Water /Cement Ratio: 0.389 , 01/23/07 01/23/07 01/23/07 Remarks: 0002 0002 0002 56 °F Inside Concrete Stoneway 754603 448174 CONCRETE LABORATORY TEST REPORT Tukwila Warehouse 3314 South 116th Street Tukwila, WA Vulcan, Inc. Magnusson Klemencic Associates Hoffman Construction Company Initial Storage Temp. I (ASTM C31) NR Slump (ASTM C143) 1 1834 I 1835 1 1836 4 " Placement Location and Notes: 1 02/20/07 02/20/07 02/20/07 1 Inspector(s): DeVoe, A. Tested by: Johnson, S. J. FIELD DATA ASTM C31 and C172 Entrained Air (ASTM C231) NR Actual Sample(s) Rec'd: 01/24/07 COMPRESSION TEST RESULTS (ASTM C39, 01231, and C617 when applicable) Date Made Sample # Lab # Date Tested Age Size (in) Load (Ibs) Dia (in) Surface [Q1/23107 r 0002 1 1832 11 01/29/07 1 6 6 x 12 J 1 01/23/07 0002 1833 01/30/07 7 28 28 1281 6x12 6 x 12 [6x12 I I 6x12 115470 110370 I 6.02 I 6.00 0.00 0.00 0.00 Reviewed by: Project No: Issued on: Sample Set ID: Permit # (s): D06 -446 Original: RI Revised: 0 Mix Proportions: Ingredient Cement - -Type I & II Coarse Aggregate 3/4" Fine Aggregate HRWRA MRWRA Water Required Strength: (f'c) 4000 psi @ 28 days Set 1 Two concrete infills at loading dock doors on gridline 2 and three column footings on gridling A.8. Sampled at West side of Northwest infill loading dock door, top 1/3. 28.46 28 27 1 0.00 1 0.00 1 0.00 Everett 917 - 134th Street SW Suite A - Everett WA 98204 ph 425.742.9360 fax 425.745.1737 E7001 01/31/07 31629 Weight (per cu.yd) 532.0 Ibs 1,930.0 Ibs 1,453.0 Ibs 10.5 oz 21.0 oz 207.0 Ibs Strength (psi) Break Type 4060 I 3900 Timothy Branch Manager NOTES: Break descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C -31, 10.1.2 - "recording field temperature" Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. NA I' r NA 1' NA 1' NA 1' NA �' . eckerle, P.E. MTE 1050 -1C, Rev 2.10/181 MAYES TESTING ENGINEERS, INC Project Name: Site Address: Client: Engineer: Contractor: Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. ` (ASTM C1064) 1 J {Water /Cement Ratio: 0.389 Placement Location and Notes:11 Date Made Sample # Lab # 01/23/07 01/23/071 1 01/23/071 01/23/07 01/23 /07 Remarks: 66 °F 0002 0002 0002 0002 l 0002 56 °F Inside Concrete Stoneway 754603 448174 1832 1 1833 1834 1835 1 1836 CONCRETE LABORATORY TEST REPORT Tukwila Warehouse 3314 South 116th Street Tukwila, WA Vulcan, Inc. Magnusson Klemencic Associates Hoffman Construction Company Initial Storage Temp. (ASTM C31) NR Slump (ASTM 0143) l Sample(s) Rec'd: 4" Entrained Air (ASTM C231) Set 1 Two concrete infilis at loading dock doors on gridline 2 and three column footings on gridling A.8. Sampled at West side of Northwest infill loading dock door, top 1/3. COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Tested Age Size (in) Load (Ibs) Dia (in) Surface 01/29/07 1 01/30/07 02/20/07 1 02/20/07 02/20 /07 1 61 7 1 28 1 28 1 Inspector(s): DeVoe, A. Tested by: Johnson, S. J. 28 1 FIELD DATA ASTM C31 and C172 NR 01/24/07 1 6x12 6 x 12 6x12 1 6x12 6 x 12 Actual 1115470 Mix Proportions: Ingredient Cement - -Type I & II Coarse Aggregate 3/4" Fine Aggregate HRWRA MRWRA Water Required Strength: (f c) 4000 psi @ 28 days 6.02 0.00 1 0.00 1 1 0.001 0.00 Reviewed by: Everett 917. 134th Street SW Suite A -1 Everett WA 98204 ph 425.742.9360 fax 425.745.1737 Project No: E7001 Issued on: 01/30/07 Sample Set ID: 31629 Permit # (s): D06 -446 Original: 10 Revised: fl 28.46 0.00 0.00 0.00 1 0.00 Strength (psi) Break Type 4060 11 NA J 1 NA 1' NA 1' Timothy Branch Manager NOTES: Break descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C -31, 10.1.2 - "recording field temperature' Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. Weight (per cu.yd) 532.0 lbs 1,930.0 Ibs 1,453.0 lbs 10.5 oz 21.0 oz 207.0 Ibs IL NA 1 NA I' eckerle, P.E. MTE 1050.10, Rev 2. 10/18/ MAYES TESTING ENGINEERS, INC Project Name: Site Address: Client: Engineer: Contractor: Air Temperature: Weather: Product: Supplier: Ticket Number : MixDesign ID : Sample Temp. (ASTM C1064) Water /Cement Ratio: 02/01/07 02/01/07 1 02/01/07 53 °F 0.386 0003 0003 I Tukwila Warehouse 3314 South 116th Street Tukwila, WA Vulcan, Inc. Magnusson Klemencic Associates Hoffman Construction Company 45 °F Clear Concrete Stoneway 759435 448174 CONCRETE LABORATORY TEST REPORT Initial Storage Temp. (ASTM C31) 2604 2606 2607 NR Slump (ASTM C143)1 5 " [Placement Location and Notes: II Set 1 Exterior ramp walls footings (both). Date Made Sample it 0003 1 0003 IL 2605 I t 03/01/07 1 02/01/07 Remarks: COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Lab # Date Tested Age Size (in) Load (Ibs) Dia (in) 02/08/07 I 03/01/07 03/01/07 I Inspector(s): Morrison, L. Tested by. Revilla, Z. I Entrained Air (ASTM C231) Sample(s) Rec'd: 1 128 28 1 X28 1 FIELD DATA ASTM C31 and C172 NR 02/02/07 1 4x8 I 1 4x8 I 1 4x8 1 4x8 I Actual 37600 1 1 Project No: Issued on: Sample Set ID: Permit # (s): D06 -446 Original: Revised: 0 { Mix Proportions: Ingredient Cement Cement Slag Coarse Aggregate 3/4" Fine Aggregate HRW RA MRWRA Water Required Strength: (fc) 4000 psi @ 28 days 1 4.00 1 I o.00 I 0.00 0.00 1 Surface Strength (psi) 12.57 o.00 0 1 0.00 1 E7001 02/09/07 31798 2990 1 NOTES: Break descriptions for samples tested with neoprene pads are not required per ASTM Std. All testing performed in accordance with applicable ASTM's except C-31, 10.1.2 - "recording field temperature" Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. Everett 917 - 134th Street SW Suite A -1 Everett WA 98204 ph 425.742.9360 fax 425.745.1737 Weight (per cu.yd) 457.0 Ibs 77.0 Ibs 1,946.0 Ibs 1,434.0 Ibs 10.6 oz 21.3 oz 206.0 Ibs Break Type NA J" NA NA N A _I " Reviewed iZ__C c N i mothy G. Beckerle, P.E. Branch Manager MTE 1050 -0C, Rev 2, 10/181 MAYES TESTING ENGINEERS, INC. MTE No.: Project: Address: Permit No.: Bldg Dept.: Owner: Architect: Engineer: Contractor: Page 2 Date: Weather: Inspection: Sample(s): E7001 TUKWILA WAREHOUSE 3314 S 116th Street, Tukwila, WA D06 -446 City of Tukwila First and Goal, Inc. LMN Architects Magnusson Klemencic Associates Hoffman Construction Company 1/16/07 (indoors) Epoxy N/A RECEIVED rJAN 2 6 2001 COMMUNITY DEVELOPMEN Everett Office 917 -134th Street SW Suite A -1 Everett, WA 98204 ph 425.742.9360 tax 425.745.1737 Tacoma Orrice 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253 584 3720 tax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 tax 503.281.7579 Observed the placement of #4 horizontal dowels at 18" o.c. anchored with epoxy into the existing slab in the saw -cut slab areas between approximately 5- 4/A.5 -B.5 for the new CMU wall footings. Plans on S2.01 show the width of the saw -cut to be 1'6" in places. Typical section 4/S4.01 shows a 2'0" width with the horizontal dowels having a lap of 1 ". We understand that Cameron Haynes (Hoffman Construction) called the structural engineer and clarified that the 1'6" lap does not apply to the 1'6" wide saw -cut trenches. Horizontal rebar was embedded 4" or greater per details 3, 4/S4.01. Epoxy used was Hilti HIT HY150 with an expiration date of 07/2007. Observed the placement of #4 vertical dowels at 12" o.c. anchored with epoxy into the top and bottom of the loading dock door in- fills. Two loading dock door areas on line 2 had the vertical dowels placed per detail 6/S4.01. Hilti HIT HY150 epoxy was used. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. REVIEWED BY: INSPECTOR: Wally Wagner Timothy 7 Beckerle, P.E. cc: Tal Fowler — First and Goal, Inc.; Hans Erik Lindgren — MKA; Bob Vincent — Hoffman Construction Company; Bldg Dept — City of Tukwila MAYES TESTING ENGINEERS, INC. MTE No.: Project: Address: Permit No.: Bldg Dept.: Owner: Architect: Engineer: Contractor: Page 3 Date: Weather: Inspection: Sample(s): E7001 TUKWILA WAREHOUSE 3314 S 116th Street, Tukwila, WA D06 -446 City of Tukwila First and Goal, Inc. LMN Architects Magnusson Klemencic Associates Hoffman Construction Company 1/16/07 (indoors) Rebar N/A Everett Office 917 -134th Street SW Suite A -1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 Inspected rebar in the new CMU wall footing areas between approximately 5- 4/A.5 -B.5. Rebar was inspected for size, grade, spacing, number, lap and clearances. It should be noted that an existing footing is present at B/5 and B /4. Longitudinal rebar placed drapes up and over the footings at B/5 and B/4. The structural engineer should be informed. It should be noted that pea gravel under the existing stab may run into the trench, causing rebar clearance issues. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications, INSPECTOR: Wally Wagner REVIEWED BY: T , t Timothy Beckerle, P.E. cc: Tal Fowler — First and Goal, Inc.; Hans Erik Lindgren — MKA; Bob Vincent — Hoffman Construction Company; Bldg Dept — City of Tukwila MAYES TESTING ENGINEERS, INC. MTE No.: Project: Address: Permit No.: Bldg Dept.: Owner: Architect: Engineer: Contractor: Page 4 Date: Weather: Inspection: Sample(s): E7001 TUKWILA WAREHOUSE 3314 S 116th Street, Tukwila, WA 006446 City of Tukwila First and Goal, Inc. LMN Architects Magnusson Klemencic Associates Hoffman Construction Company 1/17/07 (indoors) Reinforced Concrete (4) 4x8" REVIEWED BY: r /" 1 Timothy Beckerle, P.E. INSPECTOR: Tom Cain cc: Tal Fowler — First and Goal, Inc.; Hans Erik Lindgren — MKA; Bob Vincent — Hoffman Construction Company; Bldg Dept — City of Tukwila Everett Office 917 -134th Street SW Suite A -1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OA 97211 ph 503.281.7515 fax 503.281.7579 Inspected reinforcing for CMU wall footings at 4- 5/A.5 -B.5. Reinforcing was according to plans. Contractor placed footings with Stoneway mix #448174 using line pump and consolidating with vibrator. Sampled concrete and cast (4) 4x8" test cylinders at a slump of 6 -1/2 ". To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. MAYES TESTING ENGINEERS, INC. MTE No.: Project: Address: Permit No.: Bldg Dept.: Owner: Architect: Engineer: Contractor: Page 5 Date: Weather: Inspection: Sample(s): E7001 TUKWILA WAREHOUSE 3314 S 116th Street, Tukwila, WA D06 -446 City of Tukwila First and Goal, Inc. LMN Architects Magnusson Klemencic Associates Hoffman Construction Company 1/18/07 (indoors) VT N/A REVIEWED BY: 7z -"�! Timothy 6. Beckerle, P.E. INSPECTOR: Mark Vassallo cc: Tal Fowler — First and Goal, Inc.; Hans Erik Lindgren — MKA; Bob Vincent — Hoffman Construction Company; Bldg Dept — City of Tukwila Everett Office 917 -134th Street SW Suite A -1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253.584.3720 tax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 Onsite for visual weld inspection of #4 rebar in accordance with AWS D1.3 specifications and RFI 16 from H. Blomgren (MKA). Inspected fillet welds of #4 rebar attached to angle face at 12" o.c. Inspected rebar welded on east wall between grids A.5 to E line. Welding is per RFI. Welder is certified for reinforcing steel welding — Randy James. No problems noted. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. MAYES TESTING ENGINEERS, INC. MTE No.: Project: Address: Permit No.: Bldg Dept.: Owner: Architect: Engineer: Contractor: Page 6 Date: Weather: Inspection: Sample(s): E7001 TUKWILA WAREHOUSE 3314 S 116th Street, Tukwila, WA D06 -446 City of Tukwila First and Goal, Inc. LMN Architects Magnusson Klemencic Associates Hoffman Construction Company 1/22/07 (indoors) Epoxy Rebar N/A Onsite to witness epoxy grouted rebar installation for the south door in -fill on grid 2. The contractor installed #6 bars vertically per detail 5/S4.01. Holes drilled were 7/8" dia. and 5 -1/2" deep. Hilti HY150 epoxy was used per manufacturer's instructions. Also verified hooked horizontal reinforcing steel installation per plans — OK to close forms. Note: Clears NCR written 1/19/07 by MTE L. Pyper. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. REVIEWED BY: j -� Timothy eckerle, P.E. INSPECTOR: Lonny Morrison cc: Tal Fowler — First and Goal, Inc:; Hans Erik Lindgren — MKA; Bob Vincent — Hoffman Construction Company; Bldg Dept — City of Tukwila Everett Office 917.134th Street SW Suite A -1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E•2 Tacoma, WA 98499 ph 253 584 3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 P'- STRUCTURAL CALCULATIONS Tenant Improvements Apollo Holdings Tukwila Warehouse Tukwila, Washington September 5, 2006 RECEIVED CITY OFTUKWIL/A NOV 1 7 2006 PERM1TCENTER PIL copy REVIEWED FOR CODE COMPLIANCE retest r. fl JAN 1 0 1007 City Of Tukwila flt !Tr, DIvininlY 1 MAGNUSSON KLEMENCIC ASSOCIATES Struti urei Citt 1301 Fifth Avenue, Suite 3200 Seattle, Washington 98101-2699 T: 206 292 1200 F: 206 292 1201 PtLf-W•46 Design Sheet MAGNUSSON KLEMENCIC _ ASSOCIATES • Structural is Civil Engineers PROJECT 5. Ab tw Sr SA DA, Ali,44. 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L ; s w, EL P4t.1 S wl 424-k . �- 2 = 6 C sL\ sL\ 2= 4 (Rr.V Ayr S At€ CAPA cx 7.1 iena S.¢.vi S . 1- 12-toth'ft F bi 2 -e,r ER — R..„ 4-e. lc to C7- 1— re..I3l c 1 O. 14 5 Ey = 7 72 1y/FT G 1S e >: 2- So (i f L;5(,) Lo = 2 2 6 v - w P Sts W P 00008 0 .g44 o. is \ 21 C tt : . C �1 SLLIe = 1b,56K Design Sheet MAGNUSSON KLEMENCIC ASSOCIATES StrucNral a Civil Engineers 1 PROTECT LOCATION CLIENT DATE SHEET BY ' I ELe.. ,SC &4 J ' `c Z 4 N ( 12 ll. /�4` = 33216/44- 1,4 _ 237- t allot -At_. AAA 1/14e 9 4 tAltAJ DIPt t't M 1') Ck&E. plA'V CA t%2e.v r N aL u, t n. on av-*"1 yWN1oE itc0,a) p-' crei 0 . c . CCM tPt- v 245 kl 1L4 4001tA 5igrur vt c Leo 00009 Tukwila Warehouse (MKA Project #: 89249.00) Earthquake Hazard Design Spectra (for use with 2003 IBC) By: NEB Date 6/29/06 Time: 10:49AM File: C:\Documents and Settings\heb\My Documents \Tukwila Warehouse\[Copy of EDhazard.xds]Design Spectra (2003 IBC) Location: 3314 S 116th St Latitude: 47.4990 °N Longitude: 122.2910°W Site Class: D SUG: SDC: D 1.0 0.9 0.8 0.7 0.6 0.5 0.4 0.3 0.2 0.1 0.0 0.0 0.5 Ss = 1.416 S r = 0.489 1.0 1.5 Period, T (sec) = 1.00 F„ = 1.51 2.0 T a = 0.104sec T 0.522 sec SDs = 0.944 5 = 0.493 2.5 (1996 maps) 3.0 00010 LEGACY REPORT ICC Evaluation Service, Inc. www,icc- es.org Legacy report on the 1997 Uniform Building Code'', the 2000 International Building Code ° , and the 2000 international Residential Code (IRC) DIVISION: 09— FINISHES Section: 09260— Gypsum Board Assemblies SURE -BOARD SERIES 200 STRUCTURAL PANELS INTERMAT 2045 PLACENTIA AVENUE COSTA MESA, CALIFORNIA 92627 1.0 SUBJECT Sure -Board Series 200 Structural Panels. 2.0 DESCRIPTION 2.1 General: Sure -Board Series 200 Structural Panels are panels attached to light-gage steel framing for shear wall applications. The panels are limited to appications where there is no direct exposure b the weather or damp environments. The shear walls are an alternative to steel stud shear wall systems described in Division VIII, Chapter 22, of the 1997 Uniform Building Coden (UBC), or cold - formed steel light- framed shear walls described in Section 2211 of the 2000 International Building Code (IBC). The shear wafts may also be used where an engineered design is submitted in accordance with Section R301.1.2 of the 2000 International Residential Code (IRC) 2.2 Materials: 2.2.1 Sure -Board Series 200 Structural Panels: Sure- Board Series 200 Structural Panels consist of '1,- or /, -inch- thick (12.7 or 15.9 mm), tapered- edged, Type X gypsum wallboard complying with ASTM C 36-97, or water- resistant core gypsum sheathing complying with ASTM C 79 -97, laminated with a water - soluble adhesive to sheet steel. The sheet steel is No. 22 gage [0.027 inch (0.686 mm) base -metal thickness] complying with ASTM A 653 SS. Grade 33, and is provided with a G40 hot - dipped galvanized coating conforming to ASTM A 924. Available dimensions include widths of 48 inches (1219 mm) and lengths of 8, 9 and 10 feet (2438, 2743 and 3048 mm). 2.2.2 Fasteners: The fasteners used for attaching the Sure - Board Series 200 Structural Panels to steel framing are self - drilling/self- tapping bugle head screws, No. 6 minimum diameter [0.138 inch (3.5 mm)), with a minimum 0.3145 -inch (8.0 mm) head diameter and 1.25 inches (31.7 mm) long, complying with SAE J78 and ASTM C 954. Copyright 0 2003 ER -5762 Reissued July 1, 2003 Business/Regional Officer/ 5360 Workman Mil Road, Whittler, California 90601 ;r (562)699-0543 Regional Officer 900 Montclair Road. Suite A, Bi Alabama 35213 1 (205)599-9800 Regional Office 1 4051 West Flossrnoor Road, Country Club Wk. Illinois 60478 0 (708)799 -2305 2.2.3 Steel Framing: In this report, gage numbers for steel framing members refer to the following minimum design base - metal thicknesses: No. 16 gage : 0.054 inch (1.37 mm) No. 18 gage : 0.043 inch (1.09 mm) No. 20 gage : 0.033 inch (0.84 mm) Steel studs for shear walls must be C- shaped, with a minimum depth of 3'/ inches (89 mm) and a minimum flange width of 1 inches (41 mm), with a '4 inch (9.5 mm) return lip. Tracks shall be a minimum of 3'1 inches (89 mm) wide, with minimum 1'/ -inch (31.7 mm) flanges. No. 16 gage steel members must comply with ASTM A 653 SS Grade 50, with minimum yield and tensie strengths of 50 ksi (340 MPa) and 65 ksi (450 MPa), respectively. The No. 18 and No. 20 gage members must comply with ASTM A 653 SS Grade 33, with minimum yield and tensile strengths of 33 ksi (230 MPa) and 45 ksi (310 MPa), respectively. Structural properties shall be determined in accordancewith Chapter22, Division VII, of the UBC or Section 2205 of the IBC. 2.3 Shear Wall Design: Shown in Table 1 are nominal shear values for wind or earthquake forces, and approximate deflections at the nominal and design loads for shear walls using the Sure- Board Series 200 Structural Panels attached to light-gage steel studs. Nominal shear values shall be multiplied by the appropriate strength reduction factor to determine design strength, or divided by the appropriate safety factor to determine allowable shear values in accordance with footnote 4 to Table 1, as set forth in Section 2219.3 of the UBC and Section 2211.6 of the IBC. The maximum shear-wall height - to-width ratio is 2'1 Panels must be fastened in accordance with Table 1. Design of shear wall connections, such as uplift holddowns, shear to base anchorage, and shear transfer from horizontal elements, are beyond the scope of this report. The connection design shall comply with the UBC or IBC and be sized to exceed the bads resisted by the shear wall. Steel framing design for out-of-plane and axial loads shall comply with the UBC or IBC. For installations in Seismic Zones 3 and 4, additional requirements in Section 2220.1 of the UBC apply. For installation in Seismic Design Category D, E, or F, additional requirements in Section 2211.7 of the IBC apply. ICC -£S legacy repass are not to be construed as representing aesthetics or any other attributes not spectacagy addressed. nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service. Inc.. express or implied, as to any finding or other matter in this report, or as to any product covered by the report. Paget of 2 FRAMING FASTENER SPACING AT PANEL EDGES (Inches)~' Minimum Gage 6 4 3 2 Load (lb/linear foot) A. (inch) A. (inch) Load (Ibllinear foot) A. (inch) A. (inch) Load (lb/linear foot) 4 (inch) A. (inch) Load (Ibfinear foot) 4, (inch) 4 (inch) 20 (0.033 inch) 1,085 0.55 0.10 1,545 0.70 0.11 1,730 0.70 0.14 1,915 0.70 0.12 18 (0.043 inch) 1,405 0.82 0.11 1,925 0.97 0.13 2,145 0.97 0.16 2,360 0.83 0.13 16 (0.057 inch) - - - - - - 2,895 1.01 0.20 3,460 1.24 0.18 Page 2 of 2 2.4 Installation: Installation must be in accordance with this report and the manufacturer's published installation instructions. Sure -Board Series 200 Structural Panels are placed with the long dimension parallel to stud framing. The steel face must be in contact with the framing. All panel edges must be fully blocked by framing studs and are doubled (back -to -back) at shear wall ends, which must be interconnected to develop the shear values. Maximum framing spacing is 24 inches (610 mm) on center. Screws attaching panels are installed in one operation through the panels into the framing. Screw heads must be flush with the panel surface and penetrate into the cold - formed steel framing member by at least three exposed threads. Minimum edge distance for fasteners attaching panels to steel members is 3 /, inch (9.5 mm). 2.5 Identification: The Sure -Board Series 200 Structural Panels ale identified by a label located on the top right and bottom left hand comer of the metal facing. The label notes the Intermat company name, product name, the ASTM C 79 designation when gypsum sheathing is used and the evaluation report number (ER- 5762). 3.0 EVIDENCE SUBMITTED Data in accordance with the ICC -ES Interim Criteria for Cyclic Racking Tests for Metal- Sheathed Shear Walls with Steel Framing (AC154), dated March 2000, and a quality control manual. For SI: 1 inch = 25.4 mm, 1 lb/linear foot =0 0146 N /mm. ER -5762 4.0 FINDINGS That the Sure -Board Series 200 Structural Panels, described In this report, comply with the 1997 Uniform Building Code"' (UBC), the 2000 International Building Code (IBC) and the 2000 International Residential Code (IRC), subject to the following conditions: 4.1 Panels are manufactured, identified and installed in accordance with thls report. 4.2 Nominal shear values for shear walls are limited to the values noted in Table 1. To determine the allowable shear values or design strength values, the appropriate safety factor or strength reduction factor, in accordance with Section 2219.3 oftheUBC or Section 2211.7 of the IBC, must be applied. 4.3 Plans and calculations demonstrating compliance with the code and this report are submitted to the building official for approval. 4.4 Applied Toads are adjusted in accordance with Sections 1612.3 and either Section 2210 or 2213.5.1 of the UBC or Section 1605 and 2211.7.2 of the IBC. Calculations shall demonstrate, in addition to other requirements as stipulated by the building official, that the applied bads are less than the design loads described in the UBC, BC or IRC and this report. 4.5 The panels are produced at the CEMCO facilities located to 263 Covina Lane, City of Industry, California. This report is subject to re-examination In one year. TABLE 1 - NOMINAL SHEAR RESISTANCE TO WIND OR EARTHQUAKE FORCES AND DEFLECTION (Inches) FOR SHEAR WALLS WITH SURE -BOARD SERIES 200 STRUCTURAL PANELS ATTACHED TO LIGHT GAGE STEEL STUDS WITH SCREWS (pounds per foot)'"" 'These values are for shat-term loads due to wind or earthquake. 'The screws are as described in Section 2.2.2, and are installed in accordance with Section 2.4. 'Tabulated values are for panels applied to one side of a wall. Values cannot be increased for panels attached to both sides d the wall 'For allowable stress design (ASD) bads, the tabulated load values must be divided by the safety factor n = 2.5. For load and resistance factor design (LRFD) bads, the tabulated bad values must be multiplied by the resistance factor 4 = 0.55. °Section 2.2.3 descrbes minimum base -metal 'tacitness associated with gages. ° All panel edges must be bbcked. Panels are installed vertically. Fasteners must be spaced a maximum of 12 inches on center along intemrediate framing members. 4 = approximate deflection at nominal load; A. = approximate deflection at design load. LEGACY REPORT ICC Evaluation Service, Inc. www.icc- es.org Legacy report on the 1997 Uniform Building CodeTM DIVISION: 06 —WOOD AND PLASTICS Section: 06121 -Shear Wall Panels SURE -BOARD SERIES 200W STRUCTURAL PANELS INTERMAT 2045 PLACENTIA AVENUE COSTA MESA, CALIFORNIA 92627 1.0 SUBJECT Sure -Board Series 200W Structural Panels. 2.0 DESCRIPTION 2.1 General: Sure -Board Series 200W Structural Panels are panels attached to wood framing for shear wall applications as an altemative to shear walls described in Section 2315 of the 1997 Uniform Building CodeTM (UBC). The panels are limited to applications where there is no direct exposure to weather or damp environments. 2.2 Materials: 2.2.1 Sure -Board Series 200W Structural Panels: Sure - Board Series 200W Structural Panels consist of / -inch -thick (3.2 mm), medium -density fiberboard (MDF), square-edged panels complying with ANSI A206.2, laminated with a water - soluble adhesive to sheet steel. The sheet steel is No. 22 gage [27 mils (0.027 inch) (0.686 mm) base -metal thickness) complying with ASTM A 653 SS Grade 33, with a minimum G40 hot - dipped galvanized coating conforming 10 ASTM A 924. The panels are available in widths of 48 inches (1,219 mm) and lengths of 8, 9, 10 and 12 feet (2.428 mm, 2,743 mm, 3,048 and 3,658 mm). 2.2.2 Fasteners: The fasteners used for attaching the Sure - Board Series 200W Structural Panels to wood framing are full round head, 10d ring shank (RS) nails complying with ASTM F 1667 -01, with a minimum bending yield strength of 90,000 psi (620 MPa). 2.2.3 Wood Framing: Framing members must be Douglas fir (D.F.) or equal with a minimum specific gravity (S.G.) of 0.50, conforming with Chapter 23 of the UBC. Framing members for shear walls shall be minimum nominal 2 -by-4, No. 2 grade D.F. or equal. End posts for shear walls shall be minimum 4 -by-4, No. 1 grade D.F. or equal. Sill plates and top plates for shear walls shall be minimum 2 -by-4, standard D.F. or equal. 2.2.4 Compression Plate (CP): The use of the compression plate is optional per Table 1. The compression Copyright 0 2004 ER -6151 Issued March 1, 2004 Business/Regional Office • 5360 Workman Mil Road, Wtatiei California 90601 • (562) 6990543 Regional Office • 900 Montclair Road, Sole A. Birmingham. Alabama 35213 • (205)599 -9800 Regional Office .4051 West Fbssmoor Road, County Club Has, Mods 60478. (708)799 -2305 plate consists of a 1 4-inch- diameter- by -1'/ inch -long (41.3 mm by 38 mm) Schedule 80 pipe complying with ASTM A 53 tack - welded, with Type E60 Electrodes complying with American Welding Society D1.1 specifications, to a minimum 3' / square,' / inch -thick (6.4 mm) steel plate complying with ASTM A 36. 2.3 Shear Wall Design: Table 1 shows nominal shear values for wind or earthquake forces and corresponding deflections at the nominal loads for shear walls using the Sure -Board Series 200W Structural Panels attached to wood studs. Nominal shear values shall be multiplied by the appropriate strength reduction factor to determine the load and resistance factor design strength; or divided by the appropriate safety factor to determine allowable shear values in accordance with Footnote 5 to Table 1. Corresponding deflections are derived by reducing the tabulated deflection by the proportion of the design load to the nominal load. Adjustment factors that will increase shear resistance are not permitted. The maximum shear -wall height -to -width ratio is 2 Deflection analysis must be in accordance with Section 2315.1 of the UBC. Design of shear wall connections, such as uplift hold- downs, shear - wall -to -base anchorage, and shear transfer from horizontal elements, and framing for loading other than in -plane shear, are beyond the scope of this report. The connection design shall comply with the UBC and be sized to exceed the shear resistance load capacity of the shear wall. Wood framing design for out-of-plane and axial loads shall comply with the UBC. For installation in Seismic Zones 3 and 4, additional requirements in Section 2315.5.2 of the UBC apply. Except where deletion is permitted by Table 1, the compression plates are attached to the bottom of end posts using two 16d common nails through the holes in the plate. 2.4 Installation: Installation must be in accordance with this report and Intermats published installation instructions. Sure -Board Series 200W Structural Panels are placed with the long dimension parallel to stud framing. The steel face of the panels must be in contact with the framing. All panel edges must be fully blocked by solid framing members. Maximum stud spacing is 16 inches (406 mm) on center. No holes or notches are permitted in the framing members or Sure -Board Panels. Nail heads must be located a minimum of inch (9.5 mm) from panel edges. Nail heads may be flush with the surface of MDF to accommodate application of finish material. Adjacent panels must be placed with a' / inch (1.6 mm) gap. ICC -ES legacy reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by !CC Evaluation Service, Inc., espress or implied, as to any finding or other matter in this report, or as to any product covered by the report Page 1 of 2 FRAMING 10d RS NAIL MAXIMUM SPACING AT PANEL EDGES AND FIELD, INCHES ON CENTERZ' Stud: 2-by-4, No. 2 D.F. End post: 4-by-4, No.1 D.F. 4/6 2/6 216 NCI' Nominal Shear Resistances (Ptt) Lateral Deflection (Inches) Nominal Shear Resistance" (pif) Lateral Deflection (Inches) Nominal Shear Resistance" (Pin Lateral Deflection (Inches) SW and top plate: 2-by-4 D.F. 1,453 1.74 1,690 1.34 1,970 2.33 Page 2 of 2 2.5 Identification: The Sure -Board Series 200W Structural Panels are identified by a label located on the top right- and bottom left-hand comers of the metal facing. The label notes the Intermat company name, the product name and the evaluation report number (ER- 6151). 3.0 EVIDENCE SUBMITTED Reports of cyclic in -plane shear tests, installation instructions, and a quality control manual. 4.0 FINDINGS That the Sure -Board Series 200W Structural Panels described in this report comply with the 1997 Uniform Building Code"' (UBC), subject to the following conditions: 4.1 Panels are manufactured, identified and installed in accordance with the UBC and this report. For SI: 1 inch = 25.4 mm, 1 Ibf = 4.448 N. ER-6151 4.2 Nominal shear values for shear walls are limited to the values noted in Table 1. To determine the allowable shear values or the load and resistance factor design strength values, the appropriate safety factor or strength reduction factor, described in the footnotes of Table 1, must be applied. 4.3 Plans and calculations demonstrating compliance with the UBC and this report are submitted to the building official for approval. 4.4 Applied loads are adjusted in accordance with Section 1612.3 of the UBC. Calculations shall demonstrate, in addition to other requirements as stipulated by the building official, that the applied loads are less than the design loads described in the UBC and this report. This report is subject to re-examination in one year. TABLE 1 — NOMINAL RACKING SHEAR RESISTANCE TO WIND OR EARTHQUAKE FORCES AND LATERAL DEFLECTION (Inches) FOR SHEAR WALLS WITH SURE -BOARD SERIES 200W STRUCTURAL PANELS ATTACHED TO D.F. STUDS WITH 10d RS NAILS' These values are only for short -tens bads due to wind or earthquake. No increase for duration of load is allowed. 'The nails are described in Section 2.2.2, and are installed in accordance with Section 2.4. All panel edges must be blocked. Panels are installed vertically. Tabulated values are for panels applied to one side of a wall. Increases in values for panels attached to both sides of a wall are not within the scope of this report. ° For allowable stress design (ASD) bads, the tabulated bad values must be divided by the safety factor of 3.0. For load and resistance factor design (LRFD), the tabulated resistance values must be multiplied by 0.55. N NCP represents values without compression plates installed. EVALUATION REPORT Revised renewal ICBO 5762 Filing Category: WALLCOVERING (288) SURE - BOARD® SERIES 200 and 200W STRUCTURAL PANELS INTERMAT 2045 PLACENTIA AVENUE COSTA MESA, CALIFORNIA 92627 SUBJECT Sure - Board® Series 200 and 200W Structural Panels. 2.0 DESCRIPTION 2.1 General: Sure - Board® Series 200 and 200W Structural Panels are panels attached to light -gage steel framing for shear wall applications. The panels are limited to applications where there is no direct exposure to the weather or damp environments. The shear walls are an alternative to steel stud shear wall systems described in Division VIII, Chapter 22, of the 1997 Uniform Building Code (UBC), or cold- formed steel light - framed shear walls described in Section 2211 of the 2003 International Building Code (IBC). The shear walls may also be used where an engineered design is submitted in accordance with Section R301.1.2 of the 2003 International Residential Code (IRC). 2.2 Materials: 2.2.1 Sure - Board® Series 200 and 200W Structural Panels: Sure -Board® Series 200 Structural Panels consist of 1/2 or 5/8 -inch thick (12.7 or 15.9 mm), tapered or square- edged, non -rated or Type X gypsum wallboard complying with ASTM C 36 -97, or water resistant core gypsum sheathing complying with ASTM C 79 -97, also approved with glassmat gypsum substrate ASTM C 1177 and fiber - reinforced gypsum panels ASTM C 1278 laminated with water- soluble adhesive to sheet steel. The sheet steel is No. 22 gage (0.027 inch / 0.686 mm) base - metal thickness complying with ASTM A 653 CS, Grade 33, and is provided with a G40 hot- dipped galvanized coating conforming to ASTM A 924. Available in widths of 48 inches (1219 mm) and standard lengths of 8,10 and 12 feet (2438, 3048 and 3658 mm). Sure -Board') Series 200W Structural Panels consist of 1/8" (3.2mm) thick Medium Density Fiberboard (MDF) panels square edged sheet complying with ANSI A208.2, laminated with a water - soluble adhesive to sheet steel. The sheet steel is No.22 gage (0.027 inch / 0.686mm) base -metal thickness complying with ASTM A 653 CS, Grade 33, and is provided with a G40 hot - dipped galvanized coating conforming to ASTM A 924. Available in widths of 48 inches (1219 mm) and standard lengths of 8,10 and 12 feet (2438, 3048 and 3658mm) 2.2.2 Fasteners: The fasteners used for attaching the Sure -Board® Series 200 Structural Panels to steel framing are self- drilling/self tapping bugle head screws. No. 6 minimum diameter 00013 (0.138 inch / 3.5 mm), with a minimum 0.3145 -inch (8.0mm) head diameter and 1 25 inches (31.7 mm) long, complying with SAE J78 and ASTM C 954. The fasteners used for the attaching the Sure - Board® Series 200W Structural Panels to steel framing are No.10 minimum diameter 0.19 -inch (4.83mm), with a minimum 0.3145 -inch (8.0 mm ) diameter pan head and 75 inch (19.0mm) long screw, complying with SAE J78 and ASTM C954. 2.2.3 Steel Framing: In this report, for steel framing members refer to the following gage numbers, minimum design base -metal thicknesses: No. 14 gage : 0.071 inch (1.81mm) No. 16 gage : 0.054 inch (1.37 mm) No. 18 gage : 0.043 inch (1.09 mm) No. 20 gage : 0.033 inch (0.84 mm) Steel studs for shear walls are C- shaped , with a minimum depth of 3 % inches (89mm) and a minimum flange width of 1 5/8 inches (41mm) , with a 3/8 -inch (9.5 mm) return lip for C- shaped stud. Tracks shall be a minimum of 3 %z inches (89mm) wide, with minimum I'''% -inch (31.7 mm) flanges. No.14 and No.16 gage steel members must comply with ASTM A 653 CS Grade 50, with minimum yield and tensile strengths of 50 ksi (340 MPa) and 65 ksi (450 MPa), respectively. The No.18 and No.20 gage members must comply with ASTM A 653 CS Grade 33, with minimum yield and tensile strengths of 33 ksi (230 MPa) and 45 ksi (310 MPa), respectively. Structural properties shall be determined in accordance with Chapter 22, Division VII, of the UBC or Section 2205 of the IBC. 2.3 Shear Wall Design: Shown in Table 1, 2 and 3 are nominal shear values for wind or earthquake forces and approximate deflections at the nominal loads for shear walls using the Sure - Board® Series 200 and 200W Structural Panels attached to light -gauge steel studs. Nominal shear values shall be multiplied by the appropriate strength reduction factor to determine design strength, or divided by the appropriate safety factor to determine allowable shear values in accordance with footnote 4 of table 1 and footnote 5 of Tables 2 and 3 as set forth in Section 2219.3 UBC and Section 2211.6 of the IBC. The maximum shear -wall to height -to -width ratio is 2 '''4: 1. Panels must be fastened in accordance with footnote 2 of Table 1, 2 and 3. Design of shear wall connections, such as uplift hold - downs, shear to base anchorage, and shear transfer from horizontal elements, are beyond the scope of this report. The connection design shall comply with the UBC and IBC and to be sized to exceed the loads resisted by the shear wall. Steel framing design for out -of -plane and axial loads shall comply with the UBC and IBC. For installations in Seismic Zones 3 and 4, additional requirements in Section 2220 1 of the UBC apply. For installation in Seismic Design Category D, E and F, additional requirements in Section 2211.7 of the IBC apply. 00014 2.4 Installation: Installation must be in accordance with this report and the manufacturer's published installation instructions. Sure - Board® Series 200 and 200W Structural Panels are placed with the long dimension parallel to stud framing. The steel face must be in contact with the framing. All panel edges, top and bottom must be fully blocked by framing studs, track, or flat strap and doubled (back -to -back) C- shaped studs minimum at shear wall ends. Maximum stud spacing as tested shall not exceed 24 inches (610 mm) on center. Screws attaching panels are installed in one operation through the panels into the framing. Screw heads should be located 3/8" from panel edges. Screw heads can be flush with surface and must penetrate at least three exposed threads into framing members. 2.5 Identification: The Sure - Board® Series 200 and 200W Structural Panels are identified by a label located on the top right and bottom left hand comers of the metal facing. The label notes the Intermat company name, product name and the evaluation report number (ES ER- 5762). 3.0 Evidence Submitted: Data in accordance with the ICC- ES Interim Criteria for Cyclic Racking Tests for Metal- Sheathed Shear Walls with Steel Framing (AC154), dated March 2000, and a quality control manual. 4.0 Findings: That the Sure - Board® Series 200 and 200W Structural Panels, described in this report, comply with the 1997 Uniform Building Code (UBC), the 2003 International Building Code (IBC) and the 2003 International Residential Code (IRC), subject to the following conditions: 4.1 Panels are manufactured, identified and installed in accordance with this report. 4.2 Nominal shear values for shear walls are limited to the values noted in Table 1, 2 and 3. To determine the allowable shear values or design strength values, the appropriate safety factor or strength reduction factor, in accordance with Section 2219.3 of the UBC or Section 2211.7 of the IBC, must be applied. 4.3 Plans and calculations demonstrating compliance with code and this report are submitted to the building official for approval. 4.4 Applied loads are adjusted in accordance with Section 1612.3 and either Section 2210 or 2213.5.1 of the UBC or Section 1605 and 2211.7.2 of the IBC. Calculations shall demonstrate, In addition to other requirements as stipulated by the building official, that the applied loads are less than the design loads described in the UBC or IRC and this report. 4.5 The panels are produced at CEMCO , INTERMAT and WELLBILT facilities. This report is subject to re- examination in one year. STEEL FRAMING FASTENER SPACING AT PANEL EDGES (Inches) STEEL FRAMING Minimum Gage' 8 0 3 2 Qbtnnear 1001)2,3,4 Aa (inch) A s (inch) QbAinear foot)2,3,4 4, (inch) A. (Inc") (lb/linear foot)2.3,4 d'a (inch) Ar (inch) (lb/linear toot)2 3 4, (MCA) 4 (inch) 20 (0.033 inch) 1,085 0.55 0.10 1,545 0.70 0.11 1,730 0.70 0.14 1,915 0.70 0.12 18 (0.043 inch) 1,405 0.82 0.11 1,925 0.97 0.13 2,145 0.97 0.16 2,360 0.83 0.13 18 (0.054 inch) 2,895 1.01 0.20 3,460 1.24 0..18 14 (0.071 inch) 3,302 1.84 0..24 14 (0.071 inch) 2 -Sided 4,633 1.42 0.40 STEEL FRAMING FASTENER SPACING AT PANEL EDGES (Inches) Minimum Go a 6 4 3 2 Load roo (lb/linear 02,3,4 A. (inch) O m") Load foot)2,3,! Q ( ) f inch) Load f 00 ar 3.1 oo (inr10 (nrn) Load ( too M 4inear ( C inch) C inch) 14 (0.071 inch) 2 -Sided _` - - - _ - - 5085 1.98 0.46 TABLE 1- NOMINAL SHEAR RESISTANCE TO IMND OR EARTHQUAKE FORCES AND DISPLACEMENT (inches) FOR SHEAR WALLS WITH SURE -BOARDD SERIES 200 STRUCTURAL PANELS ATTACHED SOUGHT GAGE STEELCSTUOS AT 24" O.C.WTTH SCREWS(pounds per foot For 51: 1 inch = 25.4 mm, 1 IbAinear = 0.0146 N /mm. 'These values are for short-term bads due to wind or earthquake. 'The screws are described in Section 2.2.2 and are installed in accordance with Section 2.4 of ICC ES ER -5762. 'Tabulated values are for panels applied to one side or two sides of a wall. 'For allowable stress design (ASD) loads, the tabulated bad values must be divided by the safety factor 0 = 2.5. For load and resistance factor design (LRFD) bads, the tabulated load values must be multiplied by the resistance factor m = 0.55. 'Section 2.2.3 in ICC ES ER -5762, describes minimum base metal thickness associated with gages. ° AII panel edges must be blocked. Panels are installed vertically. Fasteners must be spaced a maximum of 12 inches on center along intermediate framing members. 4■ • approximate deflection at nominal load. = approximate deflection at design load. TABLE IA- NOMINAL SHEAR RESISTANCE TO WIND OR EARTHQUAKE FORCES AND DISPLACEMENT (inches) FOR SHEAR WALLS WRH SURE - BOARD SERIES 200 STRUCTURAL PANELS ATTACHED TO LIGHT GAGE STEEL C STUDS AT 16" O.C. WITH SCREWS (pounds per toot)' For SI: 1 inch = 25.4 mm, 1 Ib/I near = 0.0146 N/mm. 'These values are for short-term bads due to wind or earthquake. "The screws are described in Section 2 2 2 and are installed in accordance with Section 2.4 of ICC ES ER -5762. 'Tabulated values are for panels applied to two sides of a wall. 'For allowable stress design (ASD) bads, the tabulated bad values must be divided by the safety factor 0 = 2.5. For bad and resistance factor design (LRFD) bads, the tabulated load values must be multiplied by the resistance factor m = 0.55. 'Section 2.2.3 in ICC ES ER -5762, describes minimum base metal thickness associated with gages. ° All panel edges must be blocked. Panels are installed vertically. Fasteners must be spaced a maximum of 12 inches on center along intermediate framing members. 6.- approximate deflection at nominal load. As = approximate deflection at design bad. 00015 STEEL FRAMING *10 SCREW SPACING AT PANEL EDGES AND FIELD 2/6. INCHES ON CENTER" Minimum Gage° asp Load Lateral Displacement n lateral Displacement 18Ga. (0.043 h) 2,169 0.790 0229 16-Ga. (0.054 in) 2,105 1.140 0.270 14-Ga. (0.071 it) 7.755 0.970 0.329 14-Ga (0.071 h) 2 Sided 5,102 2.090 0.491 STEEL FRAMING 110 SCREW SPACING AT PANEL EDGES AND FIELD 2/6 INCHES ON CENTER'" Minimum Gage asa Loa r Lateral Displacement e lateralDisplacement 20Ga (0.033 in) 18Ga (0.043 1n.) 1,519 1,792 0.652 0.786 0.140 0150 TABLE 2 - NOMINAL SHEAR RESISTANCE TO WIND OR EARTHQUAKE FORCES AND DISPLACEMENT (kindles) FOR SHEAR WALLS WITH SUREBOARD SERIES 200W STRUCTURAL PANELS ATTACHED TO LIGHT GAGE CSTUDS AT 16" O.C. WITH 110 SCREWS' For 51: 1 inch = 25.4 mm, 1 plf = 0.0146 N/mm. 'These values are for short term bads due to wind or earthquake 2 The screws as described in Section 2.2.2 and installed in accordance with Section 2.4 of ICC ES ER -5762. ' All panel edges must be blocked. Panels are installed vertically. Fasteners must be spaced a minimum of 6 inches on center along intermediate framing members. 'Tabulated values are for panels applied to one or two side of wall. tor allowable stress design (ASD) bads, the tabulated resistance values must be divided by the safety factor of 2.5. For bad and resistance factor design (LRFD), the tabulated resistance values must be multiplied by 0.55. ° S„m,= nominal strength 'A = Lateral displacement at Sm,n ° An = Lateral displacement at S design, ° Section 2.2.3 in evaluation report ICC ES ER -5762, describes minimum base metal thidmess associated with gages. TABLE 3 - NOMINAL SHEAR RESISTANCE TO WIND OR EARTHQUAKE FORCES AND DISPLACEMENT (inches)FOR SHEAR WALLS WITH SUREBOARL• SERIES 200W STRUCTURAL PANELS ATTACHED TO LIGHT GAGE CSTUDS AT 2A" O.C. WITH #10 SCREWS' For SI: 1 inch = 25.4 mm, 1 plf = 0.0146 N/mm. 'These values are for short term bads due to wind or earthquake 2 The screws as described in Section 2.2.2 and installed in accordance with Section 2.4 of ICC ES ER -5762. ' All panel edges must be blocked. Panels are installed vertically. Fasteners must be spaced a minimum of 6 inches on center along intermediate framing members. 'Tabulated values are for panels applied to one or two side of wall. ° For allowable stress design (ASD) loads, the tabulated resistance values must be divided by the safety factor of 2.5. For load and resistance factor design (LRFD), the tabulated resistance values must be multiplied by 0.55. ° Snn„= nominal strength 'An = Lateral displacement at Sx°m ° An = Lateral displacement at S design, ° Section 2.2.3 in evaluation report ICC ES ER -5762, describes minimum base metal thickness associated with gages. SR 2, End cos O. ' No. 191 Nlinal14 21 11jiabted el '- .111.801 '4 dr4nntlee #k'fas OA iN0 K(RANElEOaES4N0 F1EL03tj Minimum Gage' Snom' Load A, lateral Displacement 8,' Lateral Displacement 14 -0a. (0.071 in.) 16 -Ga. (0.054 in.) 16 -Ga. f0.043 0.) 14 -Ga. (0.071 in.) 2 Sided 2,755 2,704 2,168 5,102 0.96 1.14 0,79 2,09 0.340 0.290 0.200 0.491 SR 2, End cos O. ' No. 191 Nlinal14 21 11jiabted el '- .111.801 '4 dr4nntlee 6 4/6 2/6 2/6 NCP' '2 /6 TWO SIDED Snoln'" Nominal Shear (p1)) Resistance (pp) d.' Lateral OISIIIatePRnt (inches) A.' La@^al 61ainchement (inches) Snom"' Nominal Shear Resistance Ipl!) A," Lateral Displacement (Incites) A.' Lateral GISp1 t (Inches) Sneer Nominal Shear Resistance (pll) Af Lateral Displacement ))Aches) A Lateral Displacement (Scher) Snom „' Nominal Shear Reslatanee (06) A "" Lateral Displacement (inone"S) A.' Lateral Displacement (inches) 1A53 1.74 0.331 1,545 0.70 0,11 1,730 -- 0.14 4.920 1.85 0.552 -- 1,405 0.82 Stud: by4 Iud Grade DF End post:4 by 4 No. 1 DF Sil and t p plate: 2by Construction radeDF 2211 0.90 0.330 2,382 2.79 0.475 2,360 Minimum Gage 6 4 3 2 Loaf 1b /linear foot) A' (inch) (Inch) Load toot) L. (Inch) A' (Inch) Load foot) d.' (inch) A: (Inch) Load foot) �.' (Inch) G.` (into) 20 (0.033 in) 1,085 0.55 0,10 1,545 0.70 0,11 1,730 0.70 0.14 1,915 0.70 0,12 18 (0.043 in) 1,405 0.82 0.11 1,925 0.97 0.13 2,145 0.97 0.16 2,360 0.83 0.13 16 (0.054 in) - - - _ - - 2,895 1,01 0.20 3,460 1.24 0,18 14 -Ga. (0.071 in) 2 -Sided 4,633 1.42 0.40 14 -Ga. (0. 71 in) 2 -Sided - St d Spacing 16 inch 0.C. 5.085 1.98 0.46 0 SURE-BOARD Series 200W For Shear ICC ES ER -6151 LARR #25576 TABLE - NOMINAL SHEAR RESISTANCE TO WIND OR EARTHQUAKE FORCES AND DISPLACEMENT (Inches) FOR SHEAR WALLS WITH SURE - BOARD' SERIES 200W STRUCTURAL PANELS ATTACHED TO DF STUDS AT 16" QC. WITH 10D NAILS' 0 For SI: 1 inch = 25.4 mm, 1 lb/linear foot - 0.0146 N /mm. 'These values are for shod -term loads due to wi d or eanhq ake. 'The nails are described in section 2.2.2, and are Installed in accordance with section 2.4 in ICC ES ER - 6151. 'All panel edges must be blocked, Panels are m tailed verde Ily, Fasteners must be spaced a minimum of 6 inches on center along field framing members. Tabulated values are for panels applied to one ide and two sides of a wall. 'For allowable stress design (ASD) loads, the la ulated load values must be drvided by the safety factor of 3,0, For load and resistance factor design (L1900) loads, the tabulated resistance values must be multiplied by 0.55. 'NCP represents values without compression posts installed, `Snom =nominal strength 'A = Lateral displacement at Snom ^A = Lateral displacement ate Snom. where • (resistance factor) = 0.55 SURE-BOARD® ICBOESER -5762 /STEEL Series 200 For Shear LARR #25461 Framing TABLE - NOMINAL SHEAR RESISTANCE TO WIND OR EARTHQUAKE FORCES AND DEFLECTION (Inches) FOR SHEAR WALLS WITH SURE - BOARD' SERIES 200 STRUCTURAL PANELS ATTACHED TO LIGHT GAUGE STEEL STUDS AT 24 INCHES 0.C. WITH SCREWS (pounds per fool)' For SI: 1 Inch = 25.4 mm, 1 Ib'Imear toot ' 0.0146 N /mm. 'These values are for short-term loads due to wind or earthquake. 'The screws are described in Section 2.2.2 and are installed in accordance with Section 2.4 in ICC E5 ER -5762. 'Tabulated values are for panels applied to one side and two sides of a wall. 'For allowable stress design )ASD) loans. the tabulated load values must be divided by the safety factor D. = 2.5. For load and resistance factor design (LRFD) loads. the tabulated load values must be multiplied by the resistance factor t ' 0,55. Section 2.2.3 in ICC ES ER -5762. describes minimum base metal thickness associated with gages. 'Alt panel edges must be blocked. Panels are installed vertically. Fasteners must be spaced a maximum of 12 inches on center along intermediate framing members. - A. = approximate deflection at nominal load. 'A, = approximate deflection at desigr. load. O O O m www.cemcosteel.com Denver Manufacturing Facility 490 Osage Street • Denver, CO 80204 (WOOD► Framing Sure - Board" U.S. Patent #5,768,841 • ICC ES ER -5762 Series 200 • ICC ES ER -6151 Series 200W MORE INFORMATION ON SURE - BOARD Corporate Offices & Main Production Plant 263 N. Covina Lane • City of Industry, CA 91744 0 SURE BOARD` Pending ICBO ES ER -5762 •STEEL ► Series 200W For Shear LARR #25563 Framing TABLE - NOMINAL SHEAR RESISTANCE TO WIND OR EARTHQUAKE FORCES AND DISPLACEMENT (Inches) FOR SHEAR WALLS WITH SURE - BOARD' SERIES 200W STRUCTURAL PANELS ATTACHED TO METAL STUDS AT 16" O.C. WITH #10 SCREWS' For SL 1 Inch = 25.4 mm. 1 Ib / linear loot 0.0146 N; mm. These values are for short-term loa s due to wind or eanhqua e. The screws are described in Sectio 2,2.2 and are installed in accordance with Section 2.4 in ICC E5 ER -5762 'All panel edges must be blocked. P nels are installed vertical] , Fasteners must be spaced a minimum of 6 inches on center along field framing memb rs. Tabulated values are for panels ap led to one side and Iwo sides of a wall. 'For allowable stress design (ASD) I ads, the tabulated load ve ue6 must be divided by the safety factor 042.5. or load and resistance factor desig (LRFD) loads. the tabulated resistance values must be multiplied by 0.55. Snom = nominal strength = Lateral displacement at Snom '8, = Lateral displacement at 4 Snom, where u (resistance factor) = 0.55 'Section 2.2.3 in ICC ES ER -5762, describes minimum base metal thickness associated with gages. Sure -Boa d" Series 200 & 200W Information Table www.sureboard.com Northern California Manufacturing Facility 1001 -A Pittsburg Antioch Hwy. • Pittsburg, CA 94565 k\ t ..c St %ƒ k� R a cr /k o g ice! C" s Is mco U3 cc \k 2 ƒ» R MAGNUSSON KLEMENCIC Rev' 560100 User: KW 0602921, Ver 5.6.1, 25 -Oc1-2002 (c)1963 -2002 ENERCALC Engineering Software Description Wall Height Parapet Height Thickness Reber Size Rebar Spacing Depth to Reber Uniform Load Dead Load Live Load Load Eccentricity Floor Load E n: Es/ Em Wall Weight Summary CMU WALL 1,125,000 psi 25.778 Wall Weight moment @ Mid Ht Dead Load Moment @ Top of Wall Dead Load Moment tt Mid Ht Magnusson Klemencic Associates 1301 5th Ave Suite 3200 Seattle, WA 98101 206/292 -1200 General Information Calculations are designed to 1997 UBC Requirements 63.000 psf 15.00 ft 0.00 ft 8.0 in 5 16 in 3.810 in 2,062.000 #/ft 750.000 #/n 0.000 in Masonry Bending Stress Steel Bending Stress Masonry Axial Stress Combined Stress Ratio 0 Center Masonry Wall Design Seismic Factor Calc of Em = rm Duration Factor Wall Wt Mult. [Loads Design Values Reber Area Radius of Gyration Moment of Inertia Max Allow Axial Stress = 0.25 Pm (i -(Nt 40r)A2) • Spinsp Allow Masonry Bending Stress = 0.33 fm ' Spins') = Allow Steel Bending Stress = Concentric Axial Load Dead Load Live Load Roof Load Load Combination & Stress Details Summary -mil Axial Bending Stresses Axial Maximum: Moment Load Steel Masonry Compression fb/Fb +fa/Fa Top of Wall in -# Ibs psi psi psi firms DL + LL 0.0 2,812.0 0.0 0.0 40.40 0.1528 DL + LL + Wind 0.0 2,812.0 0.0 0.0 40.40 0.1528 DL + LL + Seismic 0.0 2,812.0 0.0 0.0 40.40 0.1528 Between Base & Top of Wall DL + LL 0.0 3,284.5 0.0 0.0 47.19 0.1785 DL +LL +Wind 0.0 3,284.5 0.0 0.0 47.19 0.1785 DL + LL + Seismic 7,016.6 3,2845 9,130.7 233.6 47.19 0.6505 15.00ft high wall with 0.00ft parapet, Med Wt Block w/ 8.00in wall w/ #5 bars at 16.00ino.c. at center Goveming Load Combination is.... Dead + Live + Seismic Between Top & Bottom Final Loads & Moments 472.50 Ibs 0.00 in -# 0.00 in -# Live Load Moment 0 Top of Wall 0.00 in -# Liveload Moment tt Mid Ht 0.00 in -# Maximum Allow Moment for Applied Axial Load = Maximum Allow Axial Load for Applied Moment = Title: Tukwila Warehouse Dsgnr: HEB Description : Scope : CMU Bearing Wall 0.233 in2 2.368 in 390.210 in4 0.000 #/It 0.000 #/lt 264.43 psi 495.00 psi 24,000.00 psi 233.65 psi 9,130.69 psi 47.19 psi 0.6505 < 1.3300 np k (allowable) Wind Moment 0 Mid Ht Seismic Moment 0 Mid Ht Total Dead Load Total Live Load 14,865.28 in -# 18,404.44 Ibs Wind Load Job # Date: 3:19PM, 8 MAY 06 Page 1 c \documents and settingstheb1my docun ents'u 0.3300 I'm 1,500.0 psi 750.00 Fs 24,000.0 psi 1.330 Special inspection 1.000 Grout 0 Rebar Only Medium Weight Block Equivalent Solid Thickness 5.800 in 0.000 psi 0.13109 j 0.39746 2 / kj 5.80047 Wall Design OK 0.00 in -# 7,016.63 in -# 2,062.00 Ibs 750.00 Ibs 0.86751 00017 Design Sheet MAGNUSSON 1 KLEMENCIC ASSOCIATES • Structural ♦ Civil Engineers PROIE(1 LOCATION (LIENS DALE BY SHEET C- t Toollnfc pevni craw hier“s Jul-6 min / rx ►t — /,Y -f W fh c o ff - - /n psry x t► r (, f F Nut t- ' Fvon,JZ wow Paw 1 3 - s s - r / LH' - /7" . zN -J -Fr6 zisYsr c{ -fail ttnv2 kgaux -AT /AM Qfl-, - 3+ P & 4 in x,c»' / clKLf/2 = 9•7K(f -4° * 69 c%)) p .4 I Ds +) 131al“ °Ky 00018 Design Sheet MAGNUSSON KLEMENCIC ASSOCIATES Structural ♦ Civil Engineers PROJECT SHEET LOCATION CLIENT DATE BY 7 4' -µ° N A ` /84,1 °w� 7A- Cs) /. 24/ vacircr l 0 t gar_ 3 ;Ot /a' // 7 ' - V r / bJm-c kL&'D s ell ,(Act, 4- `Wi ' %A 1 v 26'x _ lT ST =7,r 2f) 7 Oda 3, 4 t/a- slocJ 1. ) 2,0/ �3 _ 7, b A oo ' 4 -1 3 on -r ATV Z,,4Pl r /69PL 5n J fl-r/ ZI /0 ' -1 W-Q sews e Co" er y eI. 4,o4c1 eR 0 tr /r'ta' MeOi1Ait. Si-re v -'r > 00019 Design Sheet MAGNUSSON ' KLEMENCIC ASSOCIATES • Structural + Civil Engineers PROJECT LOCATION SHEET CLIENT BATE 7 6 4/ 0 ,4- BY /4 ' 1SWc oeu6rJ of kt cc) Aft c_41 7� nstC - 7 , 7j1t t s 2.2- (nn fore, sot t9 R try i lk re.,t- Dt- Af i- YV = 37L x 11 — SS YJ K es/ , OYVS or .l i , owq(o,oV e- . 042 U= o,ls7� 11 = o.lt3V p5l -" = 3720sf 0, 'WV _ o,1Sr/ 6/1 / ice 9t- 6 " +- /At x = 351501'r kJ= 39 /` -n1 tats -F ° S / £ II ` 106.8 • O p-c r4 or- ?,t,t e -, DP*P , +^eiykurL Pf,l s MM'6 - 4o ts 04 x ` s97 #h.-r iet614 q /-e ur wAt -c /7oro/ -' c- 2 6 ' _ >tf/ 6379-0,4 riot. or "x 00020 co./ ,moo p 2o &fit c ,MAGNUSSON KLLMLNCIC L:::5 0100 W-0602921, Ver 5.6.1, 25-Oct-2002 32002 ENERCALC Engineenng Software Description General information Wall Height Parapet Height Thickness Reber Size Reber Spacing Depth to Reber [Loads 1 Uniform Load Dead Load Live Load Load Eccentricity Roof Load E n: Es /Em Wall Weight Top of Wall DL +11 DL + LL + Wind DL + LL + Seismic Between Base & Top of Wall DL +LL DL +LL +Wind DL + LL + Seismic Summary 1,125,000 psi 25.778 78.000 psf Wall Weight moment @ Mid Ht vulcan TI vault walls Live Load Moment @ Top of Wall LiveLoad Moment 0 Mid Ht Magnusson Klemencic Associates 1301 5th Ave Suite 3200 Seattle, WA 98101 206/292 -1200 15.00 k 0.00 ft 8.0 in 5 16 in 3.810 in 2,750.000 #/ft 2,500.000 #/ft 0.000 in Max Allow Axial Stress = 0.25 Em (1- (h/140r)^2) • Spinsp Allow Masonry Bending Stress = 0.33 fm • Spinsp = Allow Steel Bending Stress = Moment in-ii 0.0 0.0 0.0 0.0 1,687.5 8,687.3 Masonry Bending Stress Steel Bending Stress Masonry Axial Stress Combined Stress Ratio Dead Load Moment 0 Top of Wall Dead Load Moment 0 Mid Ht 0 Center Maximum Allow Moment for Applied Axial Load = Maximum Allow Axial Load for Applied Moment = Masonry Wall Design Seismic Factor Calc of Em = rm • Duration Factor Wall Wt Mult. Concentric Axial Load Dead Load Live Load Roof Load Design Values Rebar Area Radius of Gyration Moment of Inertia Load Combination & Stress Details Summary 1 Axial Load Ibs 5,250.0 2,750.0 2,750.0 5,835.0 3,335.0 3,335.0 585.00 Ibs 0.00 in-4 0.00 in-4 0.00 in-# 0.00 in -# Title : Dsgnr: Description : Scope: 0.233 in2 2.205 in 443.320 1n4 247.47 psi 495.00 psi 24,000.00 psi Bending Stresses Masonry Psi 0.0 0.0 0.0 Steel Psi 0.0 0.0 0.0 0.0 2,195.9 11,304.7 0.3300 750.00 1.330 1.000 0.000 #/k 0.000 NM 289.28 psi 11,304.67 psi 36.57 psi 0.7322 < 1.3300 Total Dead Load Total Live Load 14,865.28 in-# 22,569.66 Ibs Calculations are designed to 1997 UBC Requirements np k 0.0 56.2 289.3 Wind Moment 0 Mid Ht Seismic Moment 0 Mid Ht Vm Fs 24,000.0 psi Special Inspection Solid Grouted Medium Weight Block Equivalent Solid Thickness 7.600 in (allowable) Wind Load Job # Date: 2:56PM, 1 AUG 06 Axial Compression Psi 57.57 30.15 30.15 63.98 36.57 36.57 1,500.0 psi 5.000 psf 0.13109 j 0.86751 0.39746 2 / kj 5.80047 15.00ft high wall with O.00ft parapet, Med Wt Block w/ 8.00in wall w/ #5 bars at 16.00ino.c. at center Governing Load Combination is.... Dead + Live + Seismic Between Top & Bottom Page 1 Maximum: fb/Fb + fa/Fa P s 0.2326 0.1218 0.1218 0.2585 0.2613 0.7322 Wall Design OK [Final Loads & Moments 1,687.50 in-# 8,687.25 in-4 2,750.00 lbs 2,500.00 Ibs 00021 MAGNUSSON KLEMENCIC Rev: 560100 User KW-0602921, Ver 5.&1, 25-0c1 -2002 (011983-2002 ENERCALC Engineering Software Description [Criteria 1 Retained Height 5.00 It Wall height above soil = 0.00 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 12.00 in Soil Density = 110.00 pcf Wind on Stem Surcharge Loads 1 Design Summary Total Searing Load ...resultant ecc. Magnusson Klemencic Associates 1301 5th Ave Suite 3200 Seattle, WA 98101 206/292 -1200 0.0 psf = 2,508 lbs 8.22 in Sol Pressure @ Toe = 1,778 psf OK Soil Pressure 0 Heel = 0 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored 0 Toe = 2,305 psf ACI Factored 0 Heel = 0 psf Footing Shear ® Toe = 5.2 psi OK Footing Shear 0 Heel = 17.7 psi OK Allowable - 93.1 psi Wall Stability Ratios Overtuming = 1.82 OK Sliding - 1.52 OK Sliding Coles (Vertical Component Used) Lateral Sliding Force = 1,156.0 lbs less 100% Passive Force= - 1,003.5 lbs less 100% Friction Force= - 752.5 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5:1 Stability = 0.0 Ibs OK _ Footing Design Results 1 Toe Heel Factored Pressure = 2,305 0 psf Mu' : Upward = 1,535 0 ft-a Mu' : Downward = 312 1,634 ft-4 Mu: Design = 1,223 1,634 ft-if Actual 1 -Way Shear = 5.22 17.74 psi Allow 1 -Way Shear = 9111 93.11 psi Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Cantilevered Retaining Wall Design Soil Data Allow Soil Bearing Equivalent Fluid Pressure Heel Active Pressure Toe Active Pressure Passive Pressure Water height over heel FootingiJSol Friction Soil height to ignore for passive pressure Design height Wall Material Above lit' Thickness Rebar Size Reber Spacing Rebar Placed at Design Data Pc Fy ntie : Dsgnr: Description : Scope: = 2,000.0 psf Method = 35.0 = 0.0 250.0 0.0 ft 0.300 Key Width = 8.00 in 0.00 in Key Depth = 8.00 in Key Distance from Toe = 1.25 ft Cover 0 Top = 3.00 in 0 Btm.= 3.00 in Surcharge Over Heel = 250.0 psf Surcharge Over Toe = 0.0 psf Used To Resist Sliding & Overtuming Used for Sliding & Overturning Stem Construction 1 ft= ib/FB + fa/Fa = 0.991 Total Force 0 Section Ibs= 1,419.9 Moment....Actual ft-# = 2,929.9 Moment Allowable = 2,955.7 Shear Actual psi= 29.6 Shear Allowable psi = 93.1 Bar Develop ABOVE Ht. in = 17.09 Bar Lap/Hook BELOW Ht. in = 7.60 Wall Weight = 96.7 Reber Depth 'd' in = 4.00 Masonry Data Pm psi= Fs psi= Solid Grouting = Special lnspection = Modular Ratio fi' _ Short Term Factor = Equiv. Solid Thick. _ Masonry Block Type = Normal Weight Concrete Data Other Acceptable Slates & Spacings Toe: Notreq'd, Mu <S•Fr Heel: Not req'd, Mu < S • Fr Key: Not req'd, Mu < S • Fr Top Stem Stern OK 0.00 Concrete = 8.00 = if 4 = 14.00 = Center psi = 3,000.0 psi = 60,000.0 Job M Date: 8:29AM, 2 AUG 06 Page 1 Footing Strengths & Dimensions 1 Pc = 3,000 psi Min. As % Toe Width Heel Width Total Footing Width Footing Thickness Fy = 60,000 psi = 0.0014 = 1.25 ft 2.00 = 3.25 14.00 in 00022 • M AG NUSSON KLEM ENC IC Rev: 560100 User. KW-0602921, Ver 5.6.1, 25-0c1-2002 (c)1983-2002 ENERCALC Engineering Software Description Magnusson Klemencic Associates The: 1301 5th Ave Suite 3200 Dsgnr: Description: Seattle, WA 98101 206/292-1200 Scope : Cantilevered Retaining Wall Design { Summary of Overturning & Resisting Forces & Moments Item Heel Active Pressure = Toe Active Pressure = Surcharge Over Toe Adjacent Footing Load = Added Lateral Load Load 0 Stem Above Soil = Seismicload 1,156.0 2.49 Total = 1,156.0 ResIstIng/Overtuming Ratio Vertical Loads used for Soil Pressure = OVERTURNING Force Distance Moment lbs ft ft-it O.T.M. 2,880.4 1.82 2,508.4 Ibs Vertical component of active pressure used for soil pressure Jobe Date: 8:29AM, 2 AUG 06 Page 2 RESISTING Force Distance Moment Ibs ft ft-if 2 880 4 Soil Over Heel = 733 3 2.58 1,894.4 Sloped Soil Over Heel = Surcharge Over Heel = 333.3 2.58 861.1 Adjacent Footing Load = /,dal Dead Load on Stem = 0.00 Soil Over Toe = 137.5 0.63 85.9 Surcharge Over Toe = Stem Weight(s) = 483.3 1.58 765.3 Earth 0 Stem Transitions= Footing Weight = 568.7 1.63 924.2 Key Weight = 66.7 1.58 105.6 Vert. Component = 185.5 3.25 602.8 Total = 2,508.4 Ibs R.M.= 5,239.3 00023 NO O.in @Toe #000.in 0 Heel 8.00005in Cone w/ #4 0 14.In o/c V Designer select all horiz. reinf. 1 ' -3' 2-0 3'-3' 5' -0' 1'•2' • 8'; 5' -0' 00024 • 250.psf 1778.2psf 00025 , STEEL 1 1 ASSEMBLY DESCRIPTION 15 / -inch Structural 1 Sheathing ( plywood one side 13 / Structural 1 Sheathing ( - ply) plywood one side; end studs 0.043 inch minimum thickness I / Structural 1 Sheathing ( plywood one side; all studs and track 0.043 inch minimum thickness , 7 /16 - inch OSB one side 7 /16 - inch OSB one side end studs, 0.043 inch minimum thickness 0.018 -inch minimum thickness steel sheet one side 0.027 -inch minimum thickness steel sheet one side MAXIMUM HEIGHT/LENGTH RATIO My 2:1' 2:l 2:1 2:1' 2:1 6 780 890 700 390 FASTENER SPACING AT PANEL EDGES (Inches) 4 990 1,330 915 1,000 1, 3 2 465 1,625 775 2,190 1,775 2,190 1, 1,275 1,520 1,085 1,625 2.060 2:1 2:1 1,170 TABLE 2211.2(3) NOMINAL SHEAR VALUES FOR SEISMIC FORCES IN POUNDS PER FOOT FOR SHEAR WA FRAMED WITH COLD - FORMED STEEL STUDS' For SI: 1 inch = 25.4 mm, 1 pond per foot = 14.5939 N/m. I a. Nominal shear values shall be multiplied by the resistance factor($) to determine design strength or divided by the safety factor (C1) to values as set forth in Section 2211.2.1. b. Screws shall be attached to intermediate supports at I2 inches o.c. unless otherwise shown. c. In Seismic Design Category A,B and C the aspect ratio (h/w)is- permitted to be 4:1 where the design shear is reduced as required by Section 442 2211.2.2.2 Wood structural panel sheathing. Cold - formed steel framed wall systems, sheathed with wood structural panels, are permitted to resist horizontal forces produced by wind or seismic loads subject to the following: 1. Nominal shear values, used to establish the allow- able shear value or design shear value, are given in Tables 2211.2(1), for wind loads, and 2211.2(3), for seismic loads. 2. Wood structural panels shall comply with DOC PS 1 or PS 2 and shall be manufactured using exterior glue. 3. Wood structural panels shall be attached to steel framing with flat -head self - drilling tapping screws with a minimum head diameter of 0.292 inch (8 mm). 4. Where ' / inch oriented strand board (OSB) is specified, "4 structural 1 sheathing (ply wood) is permitted. 5. Structural panels are permitted to be applied either parallel or perpendicular to framing. 6. Increases of the nominal loads shown in Tables 2211.2(1) and 2211.2(3) shall not be permitted for duration of load as permitted in Chapter 23. 2211.2.2.3 Gypsum board pa Cold - formed steel framed wall syste gypsum board, are permitted to resist produced by wind or seismic loads sub ing: 1. Nominal shear values, used to e able shear value or design shear Table 2211.2(2). 2. The shear values listed in Table be cumulative with the shear vat rials applied to the same wall un mitted herein. 3. The nominal shear values show board that is applied to both si 4. Where gypsum board is only app the wall, the nominal shear vale one -half of the value shown. 5. Where gypsum board is applied studs, end joints of adjacent board sheets shall not occur ov 6. Screws used to attach gypsum minimum No. 6 in accordance wi 7. Walls resisting seismic loads sh limitations in Section 1617.6. 000 2003 INTERNATIONAL Design Sheet MAGNUSSON KLEMENCIC ASSOCIATES Structural + Civil Engineers PROJECT LOCATION CLIENT BATE BY SHEET C f & Y L ( t - - l e i ' f x f GoL r - /f 4&t- &OfJ 9 • O-' rT6 11 -- io It' I! Y /,2 * 1044 f PSf x 7,b /Y/ V06 z Gff &tp10&? OA 7/I y7 " br' bL' 46 e Vizor talt "- e- DVL... Q- ex fcrx 5W lfiys C?iltlC 0/ n oulvi roc o,,.lC tTt 0,0 Z�8 fsf gr * s 1 3.7 0 PSi `zo/0(5r P C8N* ?tine) y <, j \ aw T 4 1tt ` t J1 " 00027 Project Info Pr°022Address AP011.0 80LDIRO9 Date 11/30/2006 3314 60OTH 116TH For Building Department Use FILE COPY . rf " ! 5 TUKWILA, WA Applicant Name: Dou€s ELECTRIC Applicant Address: 1422 KHYNRm WITCO SW, TON WA 98055 Applicant Phone: 025) 235 -8000 ........ 0.2 W/2 Project Description 0 Plate Induded . b r..cs anc: requirements. • % ( nC ■ New Building 0 Addition ]y Alteration Refer to WSEC Section 1513 for controls and commissioning Compliance Option O PrescriptNe 0 Lighting Power Allowance 0 Systems Analysi ` _ (See Qualification Checklist (over). Indicate Prescriptle & LPA spaces dearly on plans.) Alteration Exceptions (check appropriate box - sea 1132.3) 0 No changes are being made to the fighting 0 Less than 60% of the fixtures new installed wattage not Increased, & space use not changed. Location Fixture Description C0PLIANCE s Watts/ Fixture Allowed Watts per re or per If Area In ft (or If for perimeter) Allowed Watts x fl ( or x If) Covered Parking (standard paint) 1771.0 .,. /1"" f',!t'CO 0.2 W/2 WAREHOUSE 0.50 Covered Parking (reflective paint) JnN 1 c, 20 0.3 wife 1.50 7356.0 Parking �. 61 0.2 WM 3904.0 M Outdoor Areas 90 75.0 0.4W„t2 UEL 01 2011y ; Bldg. (by facade)' _ ' .• " , ,, r1T r rt A �i j 0.25 W PERMITIMITC Total Proposed Watts Bldg. (by perim)r i ._l, ", i. )T ; C.. L _ _ 7.5 WAf Location Fixture Description Number of Fixtures Watts/ Fixture Watts Proposed INGUMPI 1.00 1771.0 Location (floor /room no.) Occupancy Description Allowed Watts per fl2 " Area In ft Allowed x Area owzc= 1.00 1771.0 1771.0 WAREHOUSE 0.50 14306.0 7153.0 LIBRARY 1.50 7356.0 11034.0 2 -LA)R STRIP rnmaES 61 64.0 3904.0 " From Table 15-1 (over) - document all exceptlons on form LTG -LPA Total Allowed Watts 19958.0 Location (floor /room no.) Fixture Description Number of Fixtures Watts/ Fbdure Watts Proposed 2x4 3 -Latf ELOORESCENT Taornn 18 96.0 1728.0 2X2 2 -TAW TLUORaeca1T /ROM/ER 2 38.0 76.0 )m ax -slut 12 465.0 5580.0 2 -LA)R STRIP rnmaES 61 64.0 3904.0 =sac Lxwraro (TSS /Laa*a soar- NEC 220.43 (s)) 90 75.0 6750.0 Total Proposed Watts may not exceed Total Allowed Watts for Interior Total Proposed Watts 18038.0 2004 Washington State Nonresidential Energy Code Compliance Form Lighting Summary LTG -SUM 2004 Washington State Nonresidential Energy Code Compilers= Fermi Maximum Allowed Lighting Wattage (Interior Notes: 1. Use manufacturer's listed maximum input wattage. For hard -wired ballasts only, the default table in the NREC Technical Reference Manual may also be used 2. Include exit fights unless less than 5 watts per fixture. Proposed Lighting Wattage (Interior) 3. List all fixtures. For exempt lighting, not exception and leave Watts/Fixture blank Maximum Allowed Lightin or Proposed Lighting Wattage (Exterior) Revised May 2005 1. Choose either the facade area or the perimeter method, but not both) Total Allowed Watts Use mtgr listed maximum input wattage. For tortures with ham - wirea oakasrs only, the default table in the NREC Technical Reference Manual may also be used. LTR# 4 •n - Wwfl A LMNARCHI i ECTS January 5, 2007 Addressee Brandon Miles City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, Washington 98188 Re: Development Permit Application Number D06 - 446, Apollo Holdings 3314 5. 116 Street Dear Mr. Miles: This letter is in response to the Corrections Letter #1 received regarding the above reference project. We agree to remove the scope of pruning the existing trees (as noted on Sheet A101, General Note 1) from this building permit application. Approval for the tree pruning scope will be sought under a separate review process, per the requirements of the original shoreline permit granted by the City in 1993 for the project. An arborist's report outlining pruning methods and impact will be submitted for review. Sincerely, Ca. P Nz2 Anne T. Herrick, A1A Project Architect LMN Architects cc Tal Fowler, Bob Hoffman. 801 SLCOND AVENUE. SUITE 5s ' SEATTLE, WA 98104 TEL. 206.682 3460 FAX 343.9388 www.Imnarchiteots.com REC JAN - 5 2007 PERMIT CEN L CORD ACTION Do& 44& Chnstopher J. Eseman. AIA John F. Nesholm, FAIA Wa.I W. Whorl, Jr, AIA Mark Reddington. FAIA George W. Shaw, AIA Robert W. Widreeyer. AIA Jut R Marquardt. FAIA December 27, 2006 Anne Herrick LMN Architects 801 Second Av, Ste 501 Seattle WA 98104 RE: CORRECTION LETTER #1 Development Permit Application Number D06 -446 Apollo Holdings — 3314 S 116 St Dear Ms. Herrick, This letter is to inform you of corrections that must be addressed before your development permits) 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 Planning Department. At this time the Fire, Planning, and Public Works Departments have no comments. Planning Department: Brandon Miles, at 206 431 -3684, 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. Sinc4 arshall hnician end File No. D06-446 City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director P:Vemufet.Conection Letten'2006\006 -446 Correction Ltr #1.DOC J# • • • 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206- 431 -3670 • Fax: 206- 431 -3665 DATE: CONTACT: RE: ADDRESS: December 6, 2006 Anne Herrick D06 -446 3314 S. 116"' Street PLANNING DIVISSION COMMENTS Planning Division has reviewed the application submitted. The application as submitted cannot be approved. 1 • 1. In 1993 the City approved a shoreline permit for the construction of the subject building. When the City approved the shoreline permit it also approved the tree plantings that are located along the Duwamish River. The purpose of the plantings is to screen the building from view from the river. Sheet A101 notes that some of the trees are to be pruned to provide 3 feet clear sight line. Please provide a report from an arborist detailing why the trees need to be pruned, the methods of pruning, and information on the impact of the pruning on the trees. It appears that the only way to access the trees is via the City's trail. Coordination with the City's Park and Recreation Department will be required for construction activities that impact the trail. If you have any questions on the above requirements, Brandon Miles is the planner assigned to the file and can be reached at (206) 431.3684. • • November 22, 2006 Anne Herrick LMN Architects 801 Second Av, St 501 Seattle WA 98104 RE: Letter of Incomplete Application # 1 Development Permit Application D06 -446 Apollo Holdings — 3314 S 116 St Dear Ms. Herrick: This letter is to inform you that your permit application received at the City of Tukwila Permit Center on November 17, 2006 is determined to be incomplete, Before your application can continue the plan review process the following item from the following department needs to be addressed: Building Department: Ken Nelsen, at 206 431 -3677, if you have any questions concerning the following comment. Sincerely, Enclosures File: D06 -446 City of Tukwila Department of Community Development Steve Lancaster, Director 1. A Washington State compliance form is required for lighting, mechanical, and envelope. Please address the comment above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) sets of' revised plans, specifications and/or other documentation be resubmitted with the appropriate revision block. If you have any questions, please contact me at the Permit Center at (206) 433 -7165. PNennifer \Incomplete Letters \2006\Building\D06446 Incomplete Ltr #I.DOC jem Steven M. Mullet, Mayor In order to better expedite your resubmittal a `Revision Submittal Sheet' must accompany every resubmittal. 1 have enclosed one for your convenience. Revisions must be made In person and will not be accepted through the mail or by a messenger service. 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206- 431 -3670 • Fax: 206 -431 -3665 PERMIT COORD COPY `" PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D06 -446 PROJECT NAME: APOLLO HOLDINGS SITE ADDRESS: 3314 S 116 ST Original Plan Submittal Response to Incomplete Letter # X Response to Correction Letter # j DATE: 1 -5 -07 Revision # before Permit Issued DEPARTMENTS: Building Division Public Works Complete Fire Prevention Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Incomplete ❑ �r - i 1 Plan ning Division Permit Coordinator ❑ DUE DATE: 1 -9 -07 Not Applicable ❑ Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined Incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS RTING: Please Route Structural Review Required ❑ No further Review Required ❑ REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Approved ❑ Approved with Conditions Q1 Not Approved (attach comments) ❑ Notation: REVIEWER'S INITIALS: DATE: Documents/routing wp.doe 2-28-02 DUE DATE: 2 -6 -07 ACTIVITY NUMBER: D06 -446 DATE: 12 -01 -06 PROJECT NAME: APOLLO HOLDINGS SITE ADDRESS: 3314 S 116 ST Original Plan Submittal X Response to Incomplete Letter # 1 Response to Correction Letter # Revision # After Permit Issued DEPARTMENTS: KGv, I t, IV Bu ding ivision Public Works ❑ 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 ROUTING: Please Route Structural Review Required ❑ No further Review Required DATE: REVIEWER'S INITIALS: DUE DATE: 01 -02-07 Approved ❑ Approved with Conditions Not Approved (attach comments) Notation: APPROVALS OR CORRECTIONS: REVIEWER'S INITIALS: Documents/routing slip.doc 2 -28-02 PERMIT COORD COPY' PLAN REVIEW /ROUTING SLIP Fire Prevention Structural Incomplete ❑ Amid 04 Pla n ng Division IY Permit Coordinator ❑ DUE DATE: 12-05-06 Not Applicable ❑ DATE: n Permit Center Use Only CORRECTION LETTER MAILED: l2Zk0v, Departments issued corrections: Bldg ❑ Fire ❑ PIng' PW ❑ Staff Initials:_ ACTIVITY NUMBER: D06 -446 PROJECT NAME: APOLLO HOLDINGS SITE ADDRESS: 3314 S 116 ST DATE: 11 -17 -06 X Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # After Permit Issued DEPARTMENTS: Bui Di sij Public Work Structural WW , j I.w. DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete ❑ Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: TUES/THURS ROUTING: Please Route ❑ Structural Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Approved ❑ Notation: REVIEWER'S INITIALS: Documents/routing sl ip.dac 2 -28 -02 ,PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP '6II ) 'C/ II -2t Fire Prevention Incomplete ❑ Permit Coordinator ❑ LETTER OF COMPLETENESS MAILED: Planning Division DUE DATE: 11-21-06 Not Applicable ❑ Departments determined incomplete: Bldg Fire ❑ Ping ❑ PW ❑ Staff Initials: No further Review Required DATE: DUE DATE: 12 -19 -06 Approved with Conditions ❑ Not Approved (attach comments) ❑ DATE: n Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Date: J4 c I ' { City of Tukwila Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. \applications\forms- applications on line\revision submittal Created: 8-13 -2004 Revised: 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. Plan Check/Permit Number: D06 -446 ❑ Response to Incomplete Letter # ® Response to Correction Letter # 1 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Apollo Holdings Project address: 3314 S 116 St Contact Person: A -tape_ T. Har ¢tU Phone Number: &22. 3 4 1ot) Summary of Revision: A- Lg'x e. grit. PFk) va9- m -1 DEUfZI M6 1»# 917--014 tDco9Fi_ P12-0M 1%-$f-, 9 3tL'0114 Pr—►fV • ( sF*-- M- ) . Sheet Number(s): MD t A AE - $*4PA_ 1401E 4-• • "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: AMA) A Entered in Permits Plus on t2 I/O SIC Steven M. Mullet, Mayor Steve Lancaster, Director RECEIVE( JMI -52007 I'tHilni 1 t,tlV 1 tH Sheet Number(s): 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 Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: bEL (.j 2CtxP Plan Check/Permit Number: D06 -446 ® Response to Incomplete Letter # 1 ❑ Response to Correction Letter # ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Apollo Holdings Project address: 3314 S 116 St Contact Person: At-11- V 94liCK Phone Number: Ralf) • 4o$2.341c0 Summary of Revision: eua. s l 4 WA. 574 ?E CoMP1.tici-Ic.F Fot-t\ fop. L4414M144 Y-e.N Nrcl44DN Co1.1F .M-o %tit PFANE CowVEnallt,J • %k1 MECWrp4tC*rl. 4r ao rptavaorIL. Fpa-M S A Nor aeavlt*o) . 14 Pt • "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: Entered in Permits Plus on 1 2'(" 00 \applications\forms- applications on Iinerevision submittal Created: 8 -13 -2004 Revised: Steven M. Mullet, Mayor Steve Lancaster, Director Rliorati airy OR TUKW DEC - 1 2005 PERMIT CENTER License Information License HOFFMCC164NC Licensee Name HOFFMAN CONSTRUCTION CO OF WA Licensee Type CONSTRUCTION CONTRACTOR UBI 600536121 -i .. - .u. • -u u Status Ind. Ins. Account Id Business Type CORPORATION Address 1 805 SW BROADWAY SUITE 2100 Address 2 City PORTLAND County OUT OF STATE State OR Zip 97205 Phone 5032218811 Status ACTIVE Specialty 1 GENERAL Specialty 2 UNUSED Effective Date 8/3/1984 Expiration Date 7/12/2008 Suspend Date Separation Date Parent Company Previous License Next License HOFFMAJ964LD Associated License Look Up a Contractor, Electrician or Plumber License Detail Page 1 of 4 Look Up a Contractor, Electrician or Plumber Printer friendly Version ' Topic Index ( Contact Info Search Home p. Safety Claims a Insurance T Workplace Rights J Trades a Licensing ! Find a Law or Rule ; Get a Form or Publication' General /Specialty Contractor A business registered as a construction contractor with Lat 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. https: // fortress .wa.gov /ini/bbip/Detail.aspx ?License= HOFFMCC164NC 01/12/2007 x x x x x x x x x x x x x x x x x x x oo aN Ut>: AIN -1/415/4v . Zqo m. 014 Up 0. AM -- s- d goo 1�6 U --2 Fl--1 MECHANICAL Ac- 2. &coi Lm - 3 5 61" inch 2 owls, sInC018727• 0 ' IIU. III�IIIIIIIII�IIIIIIIII�III_ II. 1111�1111IIIII�illllllll�l. II. I. I) Ill�lllllllll�llll�llfl�lllllllll�lllllllll�lllllllll�llllll (Il�illllllllllllllllll�II�II 0 ■ lef Ywr Balldi'�' ftArm, 3530 000r. PO 9= 24- -m w COUP" F. MLM977; . OR, .1- PRO= PROJECT PROJECT PROJECT PROJECT lk,ea4a, PROJECT STREET ADDRESS CITY, STATE 4:5,14 45 lit, -m --,T MMMMM NO WE ENGINEERING Desom ft - ORMN M *M= un joa mmem V 3S 'o• am 14w SHM imm LOWER FLOOR PLAN MECHANICAL SHW Nu em M2.QP028 mommmommm- Apollo Tukwila Warehouse Preliminary Equipment Information Equipment Rnnm Tan t ne -afinn RI-ra Wninhf walnhf Wirlfh 1 anedh i i 8heliC4 Comments Vault Indoor 2 -Ton 240 1 ' 26.7" 27.5" 46.6" Mount on Concrete Lid Vault Indoor 2 -Ton 240 26.T' 27.5" 46.6" Mount on Concrete Lid Vault CU -3 Roof 100 30" 38" 35" Mount on Roof Vault CU-4 Roof 100 30" 38" 35" Mount on Roof Vault Sta in 4 Indoor 2 -Ton 240 28.7" 27.5" 46.6" Mount on Concrete Lid Vault Staging - Indoor 2-Ton 240 26.7" 27.5" .46.6" Mount on Concrete Lid Vault Staging CU -5 Roof 100 30" 38" 35" Mount on Roof Vault Staging CU -6 Roof 100 30" 38" 35" Mount on Roof Art Storage AC-1 Roof 5-Ton 675 ' 3225" 44.25" 70" Mount on Roof Libra Media AHU -2 Indoor 4-Ton 500 30 ".. 30" 60" Mount on Roof Library Media CU -2 Roof 260 27.5" 48" 69" Library Media De- Humidifier Indoor-. 410 • , • ' 56" 31" 76" This is an approximate size and weight. Mount inside warehouse above lid Library Oversize ** This room as been combined with the Library Lib'rary Media Unit Server AHU -1 Indoor 1.5 Ton 265 26.T' 27.5" 46.6" Mount on Roof Server CU -1 Roof 100 _, 30 "• 38" 35" Work Rm, Security, M r Off. AC-2 Roof . 3 -Ton 60Q 32.25" 44.25" 70" Mount on Roof - General Ware House UH -2 Indoor Will match the size and weight of the existing one currently installed and scheduled to be relocated during construction. Hang from rafters in open area General Warehouse EF -1 Roof 15,000 cfm Mount on Roof Mount on Roof General Warehouse EF -2 Roof 15,000 cfm , -- r, er conversauon wlm Anne ana uname o /imuo me uorary uverslze room is now open io the Uorary meam room resuinng in the acquiring the same design criteria of 54 -64F / 35- 45 %RH. Therefore, these two rooms with share one split system unit of which we have increased it`s size as well as the size of the De- humidifier for that environment. In I II III 111 111!111 1jI111 IIIr��II, T l I.- l 1I I I 1 2) I I I gl I I I 4� 1 I l 5I ..) I 61�. Inch 1/18 e y w 3 ' ., ,. .. � � 2 }c 4s� '• rF t �Y b ,ti.1 fi.. �W Y t7 . 3 C' SInC� a 8n" 06 5" .:b £ Z 6, WO li�JillluiI�ilnlilli�iiiilnu�iliiliul�liii�nn�iilill. luJ�iiilil11�r111ii1111in11ii1�iiiililli�iiiilllii�lilill�ii�l (illfl���lll►�llll�lllll�iu�. Z,j Q5F Y►fW 1'19-if 4�o P�F p5 PSF 00029