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Permit D06-086 - King County Water District #125 - Administration Office
JOINT ADMINISTRATION BUILDING 3460 S 148 ST D06 -086 Parcel No.: 0040000844 Address: 3460 S 148 ST TUKW Suite No: Tenant: Name: KING COUNTY WATER DISTRICT #125 Address: 3460 S 148 ST, TUKWILA WA Contractor: Name: COMMERCIAL STRUCTURES INC. Address' P.O. BOX 68845, SEATTLE, WA, Contractor License No: COMMESI184MK Public Works Activities: City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Channelization / Striping: Y Curb Cut / Access / Sidewalk / CSS: Y DEVELOPMENT PERMIT Owner: Name: KING COUNTY Phone: Address: WATER DISTRICT NO 125, 3454/3460 S 148TH ST, TUKWILA WA Permit Number D06 -086 Issue Date: 08/17/2006 Permit Expires On: 02/13/2007 Contact Person: Name: GALEN PAGE Phone: 425 827 -7850 Address: 910 MARKET ST, KIRKLAND WA, Phone: 206 246 -3939 Expiration Date:06 /03/2007 DESCRIPTION OF WORK: CONSTRUCTION OF 7975 SF OFFICE ADMINISTRATION OFFICE AND 1040 SF DETACHED CARPORT PUBLIC WORKS ACTIVITIES INCLUDE: TESC, LAND ALTERING, STORM DRAINAGE, SIDEWALK, CHANELIZATION, PAVEMENT, AND STREET USE. WATER DIST. 125 & VAL -VUE SEWER DISTRICT. Value of Construction: $754,036.25 Fees Collected: $21,360.38 Type of Fire Protection: SPRINKLERS /FA Uniform Building Code Edition: Type of Construction: V -B Occupancy per UBC: 6 Fire Loop Hydrant: N Number: 0 Size (Inches): 0 Flood Control Zone: N Hauling: N Start Time: End Time: Land Altering: Y Volumes: Cut 60 c.y. Fill 50 c.y. Landscape Irrigation: N Moving Oversize Load: N Start Time: End Time: Sanitary Side Sewer: N Sewer Main Extension: N Private: Public: Storm Drainage' Y Street Use: Y Profit: N Non- Profit: N Water Main Extension: N Private: Public: Water Meter: N doc: Devpenn D06 -086 Printed: 08 -17 -2006 City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Permit Center Authorized Signature: ( Date: OZ( R[4 I hereby certify that I have read and a ined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will b mplied 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 the performance of work. I am authorized to sign and obtain this development permit. Signature: " Date: * * C g '( ?^0 , Print Name: t to 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: Devperm D06 -086 Printed: 08 -17 -2006 City &Tukwila 1: ** *BUILDING DEPARTMENT CONDITIONS * ** Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 - 431 -3665 Web site: ci.tukwila.wa.us Parcel No.: 0040000844 Address: 3460 S 148 ST TUKW Suite No: Tenant: KING COUNTY WATER DISTRICT #125 PERMIT CONDITIONS 5: The special inspections and verifications for concrete construction shall be required. Steven M. Mullet, Mayor Steve Lancaster, Director Permit Number: D06 -086 Status: ISSUED Applied Date: 03/16/2006 Issue Date: 08/17/2006 2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. 3: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431- 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. 6: 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. 7: A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall be submitted to the Building Official. The final inspection report shall be prepared by the approved special inspection agency and shall be submitted to the Building Official prior to and as a condition of final inspection approval. 8: New suspended ceiling grid and light fixture installations shall meet the non - building structures seismic design requirements of ASCE 7. 9: 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. 10: 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. 11: 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 ill, IV, 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. 12: 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. 13: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special Inspection. doc: Conditions 006 -086 Printed: 08 -17 -2006 City dr'Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 - 431 -3665 Web site: cttukwila.wa.us Steven M. Mullet, Mayor Steve Lancaster, Director 14: All wood to remain in placed concrete shall be treated wood. 15: Masonry construction shall be special inspected. 16: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 17: A Certificate of Occupancy shall be issued for this building upon final inspection approval by Tukwila building inspector. 18: 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. 19: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the Cityof Tukwila Permit Center. 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 * ** 23: The total number of fire extinguishers required for a light hazard occupancy with Class A fire hazards is calculated at one extinguisher for each 3,000 sq. ft. of area. The extinguisher(s) should be of the "all purpose" (2A, 10 B:C) dry chemical type. The travel distance to any extinguisher must be 75' or less (IFC 906.3) (NFPA 10, 3 -2.1) 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 fire extinguisher must be 75' or less. (IFC 906.3) (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 mm) above the floor. The clearance between the floor and the bottom of the installed hand -held extinguishers shall not be less than 4 inches (102 mm). (IFC 906.7 and IFC 906.9) 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. (IFC 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 doc: Conditions D06 -086 Printed: 08 -17 -2006 City Or'Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206431 -3670 Fax: 206 -431 -3665 Web site: ci.tukwila.wa.us Steven M. Mullet, Mayor Steve Lancaster, Director inspection tag is not completed, a reputable fire extinguisher service company will be required to conduct these required surveys. (NFPA 10, 4 -3, 4-4) 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 sign readily visible from any direction of egress travel Access to exits shall be marked by readily visible exit signs in cases where the exit or the path of egress travel is not immediately visible to the occupants. Exit sign placement shall be such that no point in an exit access corridor is more than 100 feet (30,480 mm) or the listed viewing distance for the sign, whichever is less, from the nearest visible exit sign. (IFC 1011.1) 34: Every exit sign and directional exit sign shall have plainly legible letters not less than 6 inches (152 mm) high with the principal strokes of the letters not less than 0.75 Inch (19.1 mm) wide. The word "EXIT" shall have letters having a width not less than 2 inches (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 discemible 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 1011.5.1) 35: Exit signs shall be illuminated at all times. To ensure continued illumination for a duration of not less than 90 minutes in case of primary power loss, the sign illumination means shall be connected to an emergency power system provided from storage batteries, unit equipment or on -site generator. (IFC 1006.1, 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 1006.1, 1006.2, 1006.3) 37: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2050) 38: 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) 39: U.L. central station supervision is required. (City Ordinance #2050) 40: All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of the W.S.R.B., Factory Mutual, Industrial Risk Insurers Kemper or any other representative designated and /or recognized by the City of Tukwila, prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance #2050) doc: Conditions D06-086 Printed: 08 -17 -2006 City (hiTukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: cttukwila.wa.us Steven M. Mullet, Mayor Steve Lancaster, Director 41: All new underground piping shall be hydrostatically tested. Test pressure shall be not less than 200 psi for 2 hours. The amount of leakage at the joints shall not exceed 2 quarts per hour per 100 gaskets or joints. Contact Greg Villanueva, Utilities Inspector, Public Works Department, at (206) 433 -0179 to make an appointment. (NFPA 13- 10.10.2.2.1, 10.10.2.2.2, 10.10.2.2.3, 10.10.2.2.4) 42: An approved manual fire alarm system is required for this project. The fire alarm system shall meet the requirements of Americans With Disabilities' Act (I.B.C.), N.F.P.A. 72 and the City of Tukwila Ordinance #2051. 43: 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) 44: Remote alarm annunciation indication is required if the control panel is not visible from the main entrance. (City Ordinance #2051) 45: 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) 46: 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) 47: All electrical work and equipment shall conform strictly to the standards of the National Electrical Code. (NFPA 70) 48: For all commercial, multifamily and single family subdivisions, hydrants shall be placed so that a hydrant is within 150 feet of a building and so that no point of a building (around its perimeter) is greater than 300 feet from a hydrant. Distance from a hydrant to a building is measured along the path of vehicular travel. (City Ordinance #2052) 49: Fire hydrants shall conform to American Water Works Association specifications C- 502 -54; it shall be compression type, equipped with two 2 -1/2" N.S.T. hose ports and one 5" Storz pumper discharge port, and shall have a 1 -1/4" Pentagon open -lift operating nut. (City Ordinance #2052) 50: All required hydrants and surface access roads shall be installed and made serviceable prior to and during the time of construction. (IFC 503.1, 508.1) 51: An approved water supply capable of supplying the required fire flow for fire protection shall be provided to all premises upon which facilities, buildings or portions of buildings are hereafter constructed or moved into or within the jurisdiction. When any portion of the facility or building protected is in excess of 150 feet (45,720 mm) from a water supply on a public street, as measured by an approved route around the exterior of the facility or building, on -site fire hydrants and mains capable of supplying the required fire flow shall be provided when required by the chief. (IFC Appendix B, Table B 105.1) (IFC 508.1 thru 508.5.6) 52: Every building shall be accessible to Fire Department apparatus by way of access roadways with all- weather driving surface of not less than 20' wide and 13'6" vertical clearance Access roads in excess of 150' shall be provided width an approved turn - around area Access shall be within 150' of all portions of the buildings. (City Ordinance #2047) 53: Utility and detention vaults, located in fire apparatus access roads, shall be designed to withstand an outrigger load of 45,000 lbs. 54: New and existing buildings shall have approved address numbers, building numbers or approved building identification placed in a position that is plainly legible and visible from the street or road fronting the property. These numbers shall contrast with their background. Address numbers shall be Arabic numbers or alphabet letters. Numbers shall be a minimum of 4 inches (102mm) high with a minimum stroke width of 0.5 inch (12.7mm). (IFC 505.1) 55: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2050 and doc: Conditions D06 -086 Printed: 08 -17 -2006 #2051) City &Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 - 431 -3665 Web site: ci.tukwila.wa.us Steven M. Mullet, Mayor Steve Lancaster, Director 56: Any overlooked hazardous condition and /or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 57: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575 -4407. 58: ** *PUBLIC WORKS DEPARTMENT CONDITIONS * ** 59: Contractor shall notify Public Works Project Inspector Mr. Greg Villanueva at (206)433 -0179 of commencement and completion of work at least 24 hours in advance. 60: Work affecting traffic flows shall be closely coordinated with the City Utilities Inspector. Traffic Control Plans shall be submitted to the Inspector for prior approval. 61: The City of Tukwila has an undergrounding ordinance requiring the power, telecommunications, and cable service lines be underground. 62: Flagging, signing and coning shall be in accordance with MUTCD for Traffic Control. Contractor shall provide certified flagmen for traffic control. Sweep or otherwise clean streets to the satisfaction of Public Works (No flushing allowed). Notify City Inspector before 12:00 Noon on Friday preceding any weekend work. 63: Any material spilled onto any street shall be cleaned up immediately. 64: The Land Altering Permit Fee is based upon an estimated 60 cubic yards of cut and 50 cubic yards of fill. If the final quantity exceeds this amount, the developer shall be required to recalculate the final quantity and pay the difference in permit fee prior to the Final Inspection. doc: Conditions * *continued on next page ** D06 -086 Printed: 08 -17 -2006 City oTukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: ci.tukwila.wa.us Steven M. Mullet, Mayor Steve Lancaster, Director 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: ILA-4-4-4.) 4 Print Name: 55 ✓ c-cs —Eck Date: 1 ---t ? —0 6 doc: Conditions D06 -086 Printed: 08 -17 -2006 SITE LOCATION CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 CONTACT PERSON Building Permit No. Mechanical Permit No. Public Works Permit No. Project No. 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** King Co Assessor's Tax No.: 604000- +0844 Site Address: 4 24(00 S. 1 48TH el; TU tCVIlLA, WA. Suite Number: L Io! Floor. — Tenant Name: ICI 1•16 CO. WATER- DWF(4 ET 4 ( 25 New Tenant: ❑ Yes ❑ ..No Property Owners Name: K.It4G C am. 'J/ATEL.0lSTtzict 125" Mailing Address: 2549 S. ISOM ST. 5EA.TAG WA. °18th$ City Slate Zip Name: CiM sn P•U E %GE f R EA.RO mu-A • Day Telephone: 41s - 82'1 -185o Mailing Address: c l 10 MAR -K-e t 511Z-ET bd RKUNNO, WA . 912,0 0'3 Cit state Zip E-Mail Address: 1p- CeeePi -ieC fC beard. C OWN Fax Number: 42.5 - et -1014 GENERAL CONTRACTOR INFORMATION - (Mechanical Contractor information on back page) Company Name: P U L1 L It O Pn- oC.lr_.SS Mailing Address: City State Zip Contact Person: Day Telephone: E -Mail Address: Fax Number: Contractor Registration Number. Expiration Date: "An original or notarized copy of current Washington State Contractor License must be presented at the time of permit issuance* ARCHITECT OF RECORD - All plans must be wet stamped by Architect of Record Company Name: PAGE 4 PJ E-A R O ARC-Hal TIE-CTS r P, 5 , Mailing Address: 'L 1 O M Ad? 4 5112 -e a r-AR UAND t WA.- 9 Be'33 City State Zip Contact Person: G A LE N P AGE- Day Telephone: , 4 ! 21 • S21 - 7650 E-Mail Address: r t P.° fr v3Pr nAr�hearc. PoV11 Fax Number. 41s - 821 -10( ENGINEER OF RECORD -All plans must be wet stamped by Engineer of Record Company Name: P1(bPSE_ E4-402:1114 11.1C.. Mailing Address: 1- Ce 4TRA L Way *400 tCt Pk -LAO° wd . 513633 City State Zip Day Telephone: 41.5- - Moo E-Mail Address: Fax Number: 42-5 — 4e7 1 1 Contact Person: . E-?P GILL( LAN D BUILDING PERMIT INFORMATION - 206 -431 -3670 Valuation of Project (contractor's bid price): $ I . $00 Existing Building Valuation: $ 4 Scope of Work (please provide detailed information): 3 E.E. A.'!•"4#FO O Cat h Es T Will there be new rack storage? ❑ .. Yes..No If "yes ", see Handout No. — for requirements. 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 11): 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: 20 Co Compact: _4_ Handicap: 2+ Will there be a change in use? ❑ ....Yes x..No If `yes ", explain: FIRE PROTEGTION/HAZARDOUS MATERIALS: ' t. Sprinklers 14.Automatic Fire Alarm ❑..None ❑ ..Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑.. Yes N.. No If' "yes", attach list of materials and storage locations on a separate 8-1/2 x !/ paper indicating quantities and Material Safety Data Sheets. Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC I* Floor cfr itt� 7 ` . Y 1 s i s J . rt v - e) l r a -3 2' Floor 3'" Floor Floors thru Basement Accessory Structure* Attached Garage Detached Garage Attached Carport Detached Carport I 4 V —/2, - -- U Covered Deck Uncovered Deck BUILDING PERMIT INFORMATION - 206 -431 -3670 Valuation of Project (contractor's bid price): $ I . $00 Existing Building Valuation: $ 4 Scope of Work (please provide detailed information): 3 E.E. A.'!•"4#FO O Cat h Es T Will there be new rack storage? ❑ .. Yes..No If "yes ", see Handout No. — for requirements. 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 11): 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: 20 Co Compact: _4_ Handicap: 2+ Will there be a change in use? ❑ ....Yes x..No If `yes ", explain: FIRE PROTEGTION/HAZARDOUS MATERIALS: ' t. Sprinklers 14.Automatic Fire Alarm ❑..None ❑ ..Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑.. Yes N.. No If' "yes", attach list of materials and storage locations on a separate 8-1/2 x !/ paper indicating quantities and Material Safety Data Sheets. PUBLIC WORKS PERMIT INFORMATION - 206- 433 -0179 Scope of Work (please provide detailed information): SGE an-nt kao Does Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District t]...Tukwila ..Water District /1125 ❑...Water Availability Provided Irrigation - " Domestic Water Call before you Dig: 1 ❑ .. Highline brained with Application (mark boxes which apolv): b u , : Civil Plans (Maximum Paper Size —22" x 34 ") ..Technical Information Report (Storm Drainage) ❑ .. Geotechnical Report ❑...Traffic Impact Analysis ❑ ...Bond ❑ .. Insurance ❑ .. Easement(s) ❑ .. Maintenance Agreement(s) ❑...Hold Harmless ❑ .. Renton ewer District ...Tukwila Ait .. Va1Vue ❑ .. Renton ❑ .. Seattle ❑ ...Sewer Use Certificate ❑...Sewer Availability Provided ❑ .. Approved Septic Plans Provided ❑...Septic System - For onsite septic system, provide 2 copies of a current septic design approval by King County Health Department. onosed Activities (mark boxes that anolv): ❑ ...Right-of-way Use - Nonprofit for less than 72 hours ❑...Right -of -way Use - No Disturbance 0...ConsWction/Excavation/Fill - Right-of-way % Non Right-of-way ‘6 .Total Cut 0 cubic yards ❑ .. Work in Flood Zone ...Total Fill cubic yards S.. Storm Drainage ❑ .. Right-of-way Use - Profit for less than 72 hours ❑ _Right-of-way Use — Potential Disturbance VAL —Yu& ...Sanitary Side sewer ❑ .. Abandon Septic Tank ❑ .. Grease Interceptor ❑ ...Cap or Remove Utilities ❑ .. Curb Cut ❑ .. Channelization ...Frontage improvements Pavement Cut 1g1 Trench Excavation ❑ ...Traffic Control .. Looped Fire Line )?9 .. Utility Undergrounding Q...Backflow Prevention - Fire Protection " ❑...Pnt tat& fet'r 9 1/4 " w0# ❑...Temporary Water Meter Size.. ' " WO# ❑...Water Only Meter Size W" WO# ❑...Deduct Water Meter Size If Sewer Main Extension Public Private X( ...Water Main Extension Public X Private FINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrant(s) ❑_.Water ❑...Sewer ❑...Sewage Treatment Monthly Service Billing to Name: Day Telephone: Mailing Address: City State Zip Water Meter RefundBilling_ Name: Day Telephone: Mailing Address: City State Zip Unit Type: Qty Unit Type: Qty Unit Type: Qty Boiler /Compressor: Qty Fumace<I00K BTU Air Handling Unit >10,000 CFM Fire Damper is 0-3 HP /100,000 BTU Furnace>100K BTU Evaporator Cooler Diffuser 1f0 3 -15 HP /500,000 BTU Floor Furnace Ventilation Fan Connected to Single Duct t Thermostat 15 -30 HP /1,000,000 BTU Suspended/Wall/Floor Mounted Heater Ventilation System Wood/Gas Stove 30-50 HP /1,750,000 BTU Appliance Vent Hood and Duct Water Heater 50+ HP /1,750,000 BTU Repair or Addition to Heat/Retrig/Cooling System Incinerator - Domestic Emergency Generator Air Handling Unit <10,000CFM Incinerator — Comm/Ind Other Mechanical Equipment 44ptLT tYtjtt4 (lElaT PUMPS MECHANICAL PERMIT INFORMATION - 206 - 431 -3670 MECHANICAL CONTRACTOR INFORMATION Company Name: UPS l.1 ti 13 t fo P17-0C Jab SS Mailing Address: City State Zip Contact Person: Day Telephone: E -Mail Address: Fax Number: Contractor Registration Number: Expiration Date: **An original or notarized copy of current Washington State Contractor License must be presented at the time of permit issuance** Valuation of Project (contractor's bid price): S 1 2-1000 coo Scope of Work (please provide detailed information): ME N VA-C 5`C°STh M LIT 1 t.-vz SPLt T ,$ Y°iT'EM i# AT PUMPS. (wrci t oF- (o S'CSTEMS). 5`Ceff'EMS Admit teak t PrP-o W TO %OO90 E CoNOM12E(L h Y4TE -I-4. lF VAC. Cst'5Th t-t4 Aaz EOes3t r-3-E.A7 'To meet WASMINGa'T0N ei'TAte- V6.N.TltaTtot9 C-ooE_ . Use: Residential: New .... ❑ Replacement .... ❑ Commercial: New ....� Replacement .... ❑ Fuel Type: Electric Gas....❑ Other: Indicate type of mechanical work being installed and the quantity below: PERMIT APPLICATION NOTES - Applicable to all permits in this application Value of Construction —In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review— Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. 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). 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 I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUIL Sign GO OR AUTHORIZE Date: e>3 /0'3 /V , Print Name: �'(A L i N ?A&ll_ Day Telephone: 425 f32 ' Mailing Address: Q to Trl AcEK-_t ST. .ttLb141O 't/A . SO'33 City State Zip I Date Applicati on Accepted: d3 /aoJo ( Date Application Expires: 0 T /zo /o ff Staff lnitias: \ PROJECT DESCRIPTION: The office administration building has been determined to be 7,972 Sq. Ft.. The single story, wood framed, administration building will have a concrete strip footing and foundation wall with concrete slab in the crawl space under a wood framed floor system. The roof structure shall be a pre- manufactured truss system with limited custom framing. The new building is to be used for administration, engineering, and public meeting room functions. The exterior building facade and materials will be compatible with the surrounding neighborhood. The facility will meet the functional and aesthetic requirements defined by the District's shared building program. Site work includes off site street and sidewalk improvements, landscaping and irrigation, trash collection areas, Site utilities, storm water facility improvements and other site improvements required for permits and constructions. Site and building design criteria and will be defined by the design team for approval by the District and local government agencies. QUANTITY IN CUBIC YARDS RATE Up to 50 CY Free 51 —100 $23.50 101 -1,000 $37.00 1,001 - 10,000 $49.25 10,001 - 100,000 $49.25 for 1 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001 200,000 $269.75 for 1 s ' 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for I 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME WM.. PIM 1z5 /VAL vuc PERMIT # AoC 094 Avituo, BtaG. If you do not provide contractor bids or an engineer's estimate with your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. 1. APPLICATION BASE FEE 2. Enter total construction cost for each improvement category: Mobilization Erosion prevention Water /Sewer /Surface Water 244179 5 Road/Parking/Access 96 64 S A. Total Improvements 24g 4.58 3. Calculate improvement -based fees: B. 2.5% of first $100,000 of A. 2. Woo C. 2.0% of amount over $100,000, but less than $200,000 of A. 2. e o o D. 1.5% of amount over $200,000 of A. t' 471 4. TOTAL PLAN REVIEW FEE (B +C +D) $ 5977 — (4) 5. Enter total excavation volume 40 cubic yards Enter total fill volume 50 cubic yards Use the following table to estimate the grading plan review and permit fee. Use the greater of the excavation and fill volumes. GRADING Plan Review and Permit Fees $ Z3S.P-- (5) TOTAL PLAN REVIEW AND APPROVAL FEE DUE WITH PERMIT APPLICATION (1+4+5) $ 4 so The Plan Review and Approval fees cover TWO reviews: 1) the first review associated with the submission of the application/plan and 2) a follow -up review associated with a correction letter. Each additional review, which is attributable to the Applicant's action or inaction shall be charged 25% of the Total Plan Review Fee. Approved 09.25.02 Last Revised Jan. 2006 1 250 (1) QUANTITY IN CUBIC YARDS RATE 50 or less $23.50 51 -100 $37.00 101 -1,000 $37.00 for 1" 100 CY plus $17.50 for each additional 100 or fraction thereof. 1,001 - 10,000 $194.50 for 1" 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001 — 100,000 $325.00 for the 1" 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for I" 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. Approx. Remaining Years Pavement Overlay and Repair Rate (per SF of lane width) 20 -15 (100 %) $10.00 15 -10 (75 %) $7.50 10 -7 (50 %) $5.00 7 -5 (33 %) $3.30 5 -2 (25 %) $2.50 2 -1 (10 %) $1.00 0 -1 $0.00 6. Permit Issuance/Inspection Fee (B+C+D) 8. GRADING Permit Review Fee Approved 09.25.02 Last Revised Jan. 2006 2 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. $ 5911 (6) 7. Pavement Mitigation Fee $ The pavement mitigation fee compensates the City for the reduced life span due to removal of roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the existing pavement. Use the following table and Bulletin 1B to estimate the p (7) WATER METER FEE Permanent and Water Only Meters Size (inches) Installation Cascade Water Alliance RCFC 01.01.2006 - 12.31.2006 Total Fee 0.75 5600 $4648 $5248 1 $1100 $11620 $12720 1.5 $2400 $23240 525640 2 52800 $37184 $39984 3 $4400 574368 $78768 4 57800 $116200 5131790 6 $12500 5232400 5244900 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 9. TOTAL OTHER PERMITS A. Water Meter — Deduct ($25) B. Flood Control Zone ($50) C. Water Meter — Permanent* D. Water Meter — Water only* E. Water Meter — Temporary* * Refer to the Water Meter Fees in Bulletin Al Total A through E 10. ADDITIONAL FEES A. Allentown Water (Ordinance 1777) $ B. Allentown Sewer (Ordinance 1777) $ C. Ryan Hill Water (Ordinance 1777) $ D. Special Connection (TMC Title 14) $ E. Duwamish $ F. Transportation Mitigation $ G. Other Fees $ Total A through G $ DUE WHEN PERMIT IS ISSUED (6 +7 +8+9+10) $ 4014. 621 ESTIMATED TOTAL PERMIT ISSUANCE AND INSPECTION FEE This fee includes two inspection visits per required inspection. Additional inspections (visits) attributable to the Permittee's action or inaction shall be charged $47.00 per inspection. Approved 09.25.02 Last Revised Jan. 2006 0.75" 2.5" 5300 $1,000 Temporary Meter 3 $ — ( (10) Payee: PAGE & BEARD ARCHITECTS, PS 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.: 0040000844 Permit Number: D06-086 Address: 3460 $ 148 ST TUKW Status: ISSUED Suite No: Applied Date: 03/16/2006 Applicant: JOINT ADMINISTRATION BUILDING Issue Date: 08/17/2006 Receipt No.: R06 -01867 Payment Amount: $58.00 Initials: JEM Payment Date: 11/22/2006 09:31 AM User ID: 1165 Balance: $0.00 TRANSACTION UST: Type Method Description Amount Payment Check 7034 58.00 Account Code Current Pmts 000/345.830 58.00 Total: $58.00 2020 11/22 9716 TOTAL 58.00 doc: Receipt -06 Printed: 11 -22 -2006 RECEIPT NO: R06 -01287 Payee: KING COUNTY STATE OF WASHINGTON SET TRANSACTIONS: Set Member Amount D06 -086 M06 -051 TOTAL: 11,417.92 1,222.69 12,640.61 TRANSACTION LIST: Type Method Description ACCOUNT ITEM LIST: Description BUILDING - NONRES MECHANICAL - NONRES PLAN CHECK - NONRES PW LAND ALT PERMIT FEE PW LAND ALT PLAN REVIEW PW PERMIT /INSPECTION FEE STATE BUILDING SURCHARGE SET RECEIPT Initials: JEM Payment Date: 08/17/2006 User ID: 1165 Total Payment: 12,640.61 SET ID: 0817 SET NAME: KCWD 125 Amount Payment Check 600195 12,640,61 TOTAL: 12,640.61 Account Code Current Pmts 000/322.100 5,509.92 000/322.100 984.15 000/345.830 104.54 000/342.400 37.00 000/345.830 23.50 000/342.400 5,977.00 000/386.904 4.50 TOTAL: 12,640.61 8735 08/17 9716 TOTAL. 12640.61 City of Thkwila 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Parcel No.: 0040000844 Permit Number: D06 -086 Address: 3460 S 148 ST TUKW Status: PENDING Suite No: Applied Date: 03/16/2006 Applicant: KING COUNTY WATER DISTRICT #125 Issue Date: Receipt No.: R06 -00367 Payment Amount: 4,971.23 Initials: JEM Payment Date: 03/20/2006 02:50 PM User ID: 1165 Balance: $11,697.57 Payee: WATER DISTRICT #125 TRANSACTION LIST: Type Method Description Amount RECEIPT Payment Check 5307 4,971.23 ACCOUNT ITEM LIST: Description Current Pmts BUILDING - NONRES PW PLAN REVIEW Account Code 000/322.100 .01 000/345.830 4,971.22 Total: 4,971.23 3724 03/20 9716 TOTAL 4971.23 doc: Receipt Printed: 03 -20 -2006 City of Thkwila 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Parcel No.: 0040000844 Permit Number: D06 -086 Address: 3460 S 148 ST TUKW Status: PENDING Suite No: Applied Date: 03/16/2006 Applicant: KING COUNTY WATER DISTRICT #125 Issue Date: Receipt No.: R06 -00366 Payment Amount: 971.23 Initials: JEM Payment Date: 03/20/2006 02:49 PM User ID: 1165 Balance: 516,668.80 Payee: VAL -VUE SEWER DISTRICT TRANSACTION LIST: Type Method Description Amount ACCOUNT ITEM LIST: Description Current Pmts doc: Receipt PW BASE APPLICATION FEE PW PLAN REVIEW RECEIPT Account Code Payment Check 760 971.23 000/322.100 250.00 000/345.830 721.23 Total: 971.23 3725 03/20 9716 TOTAL 971.23 Pdnted: 03 -20 -2006 City of Thkwila 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Parcel No.: 0040000844 Permit Number: D06 -086 Address: 3460 S 148 ST TUKW Status: PENDING Suite No: Applied Date: 03116/2006 Applicant: KING COUNTY WATER DISTRICT #125 Issue Date: Receipt No.: R06 -00365 Payment Amount: 4,000.00 Initials: JEM Payment Date: 03/20/2006 02:48 PM User ID: 1165 Balance: 517,640.03 Payee: VAL VUE SEWER DISTRICT TRANSACTION LIST: Type Method Description Amount ACCOUNT ITEM LIST: Description Current Pmts doc: Receipt PLAN CHECK - NONRES PW PLAN REVIEW RECEIPT Account Code Payment Check 2602 4,000.00 000/345.830 3,715.45 000/345.830 284.55 Total: 4,000.00 3726 03/20 9716 TOTAL 4000.00 Printed: 03 -20 -2006 City of Tukwila Design Occupant Load: 272 BUILDING OFFICIAL 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.tukwrla.wa.us CERTIFICATE O£ OCCUPANCY This certificate is issued pursuant to the requirements of Section 110.2 of the 2003 edition of the International Building Code. At the time of issuance, this structure or portion thereof has been inspected for compliance with the requirements of this code for the occupancy and division of occupancy and the use for which the proposed occupancy is classified. Building Permit No.: D06 -086 Occupant/Tenant: JOINT ADMINISTRATION BUILDING Building Address: 3460 S 148 ST Parcel No.: 0040000844 Property Owner: KING COUNTY WATER DISTRICT NO 125 , 3454/3460 S 148TH ST 98168 Use: ADMIN OFFICE Occupancy Group/Division: A -3/B Type of Construction: V -B Automatic Sprinkler System: Provided: Y Required: N /fir, 1 �L' 411 c ewe% 4 mg THIS CERTIFICATE TO BE CONSPICUOUSLY POSTED ON THE PREMISES Project:- c A./71 AdM��v /rn /o 1/ Type of Inspection: , 7t' 9 / Address: 3 y,jo S, /yg s4 Date Called: �— Special Instructions: Gfi& 7 7g-54.55/e. 1 )4a ( Pfr's et r'4 // 4hrnr( Date Wanted: ( �� p.m. Requester: Phone No: O .279/- 77S -Sv 3 INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 W Approved per applicable codes. (Date: PE N (2.6) 1 -3670 Corrections required prior to approval. COMMENTS: 7 7 - z)2C Date: c(rl • INSPECTION REQUIRED. Prior o inspection, fee must tie paid at 6300 Southcent r Blvd.. Suite 100. Call the schedule reinspection. (Receipt No.: a Projec `` 'n � ���� � Type o f Inspection: Crd Address: tom / / cvonns .S•, /y Date C Ile )Pot / Specia In structions: .m: C Date Wanted: St Requester: Phone No: 2) INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #1 00, Tukwila, WA 98188 Approved per applicable codes. INSPECTION RECORD Retain a copy with permit raa Ej Gorcectiorts required prior to approval. 1 COMMENTS: r M 5ia /. 0 . Fly Uzi 0 5 2 ` /4.44, A J0ih4..,O �) I...51/4 PI /4 ry 'CO /- TO �i / / A., ' X» A r 4.2. s syn./ /, ✓. i ,//i ate. a — /ice /.. Inspect i4, ,14 I Date 0 $58 00 REINSPECTION FEE REQUIRED. Prior o inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Cal the schedule reinspection. (Receipt No.: 'Date: Projegf: 1 itinim Type of ln /f �/ Addres . Date Called: Special Instructions: Date Wanted: a.m. p.m. Requester: Phone No: INSPECTING INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. Corrections required prior to approval. COMMENTS: ` 1 D z �h 1, l J / � � � 9'h r ,,,. ! C) f 101- ,-4r4 c •'lids • _p)at 4 / 6 / i rest— a o/ ,Jr i- C— ) 1 Y' -r te - 4 ' / r A f ' / vim ) r 429r /h l 69-t iG! 1 -41. Y1 7 1 - - i 1 ' 1 / eleAAc'3 1 14/'1S / S 1- a-77 /Q' '-i c i i ///_ 7/ • , is $58.00 REINSPE ON FEE REQUIRED: Prior o inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. (Receipt No.: 'Date: Projec-t} / V O.� I �/�/'1 ,7 Type of Inspection: Address: Date Called: Special Instructions: Date Wanted Ca mj p. 1. Requester: Phone No: INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 MMENTS: t J 4" 4/1 raft ` ,7 yr)iil> lw - /0/17 / � '� Inspector: 'Date: tc ___ / $58.00 REINSPECIION FE L REQUIRED. Prior o inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. !Receipt No.: (Date: INSPECTION RECORD Retain a copy with permit N , " i J (2 pproved per applicable codes. Corrections required prior to approval. 1-367 Project: 714 ( 4 ' Type of Inspection: i \ � u Address: Date Call ' Special Instructions: // Date Wanted: —�j a.m. Requester Phone No: , 2 70- INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 -c3 COMMENTS: 2 / /V id „...- , (r,-.1-7t, /(.� -n , �, 1 tC -,t 4/ t � � � C � / 3 >7 ;Lea./ �iq/ Attire �/� ri ,4Y�A(Q A �Q / /iv?n / F s r ,iq / ,c if/ et" r„c /ice /P72 v 6oec tie/ Inn o / f' ti\ 4 '4-11 - t , r . boler ,- /-` 14 7 inn tO hnerr u 1 Ca,r 0 Approved per applicable codes. Corrections required prior to approval. 0 $58.00 REINSPECTION FEE REQUIRED. Prior o inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. (Receipt No.: (Date: Projec • !) %nll /VlmiAlC�iJi1;,L Type of Inspection: /� V 5 4f'J(p Ad ress: 1 4 GO C. iye G-1 Date Called: Special Instructions: Date W n[ed: 0 . 7 a.m. Requester: Phone No: r to - 77O c1 7— Approved per applicable codes. C MMENTS: INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 D Corrections required prior to approval. 0 $58.00 REINSPECTIOICFEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: 'Date: Project: 1 /� Cf0 /,✓T gT( //Y/ /NS //r/ /ik/ Type of Inspection: /� S &-lAcit/Q iii i Date Called: Address; . d S /V, s - I t Special Instructions: � � �',' .i / 7 / _ % - Date Wanted: d — /3 - 0 7 CM- P.m. Requester: Phone No: 2e‘ 7 24 - -TVS 7 INSPECTINNO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISIO 6300 Southcenter Blvd., #100, Tukwila, WA 98188 El Approved per applicable codes. Ia1G -ael p COMMENTS: 7, / � % ) /i'il , 0 ///- r 7971 r /tend' P✓ `irt �il /r . 77 F r' „raj e .27 f. `.-ei / .rOr 9 r ,FA r // /./ /Ai4 4 .0iac.A �/ yr <, ./e/ APt /-14 tt 77, Inspector; Date Corrections required prior to approval. E $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:„„..--- t A i Type 1 ( f • I J g g spe oy/� /e I N. Address. �3ya0 So , Date Called ., Special Instructions: Date Wanted: °7 Requester: Phone No: INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (2 6)43 -36V0 S Approved per applicable codes. D Corrections required prior to approval. COMMENTS: ri 558.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: Project: l,v 4/m /A 13 /c /c9 Type of Inspection: r�,� /4499 AlAl ) gi Address: 3P'o s /sit se. Date Called: o � /s o/o 7 Special Instructions: Date Wanted: (a, m, 0,13// aR ( Requester:„.....— /gym 6u(/ Phone No: o - 77e- 35/9a 7 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 COMMENTS: �2 s °Arc /u /r t-c /A -e 1/4A17' /A/5 / // Inspector: Date: $5$.QC REINSPECTION FEE t EQOIRED. Prior inspection, fee must be p t 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: ❑ Approved per applicable codes. INSPECTION RECORD Retain a copy with permit PE N (2 r • )431 -3670 orrections required prior to approval. Project Type$ins ection: Address: y / O / � 4 , , Called: Speciahnstructions: Date Wan t eee /// ��� Requested` //o: Phone N 72g-3V/2- INSPECT101YNO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 ❑ Approved per applicable codes. INSPECTION RECORD- Retain a copy with permit El Corrections required prior to approval. /0 COMMENTS: p A__ Z- 4/4" -- Ulu /4 50r1 K L, 'Y /• '[. /Penn_ IP 134- try C) Oar �Y✓I. ri $58.00 REINSPECTIONFEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: Proja��(,'(1 Type of Inspection' / �ijq Jay 4:4411 Adgs: oe, C /i3 1� ( Date Called: Special Instructions:: Date Wanted: 2-7- P.m. Requester: Phone No: — 774 -34 INSPECTIONNO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (2 t 6,)431.37 E Approved per applicable codes. Corrections required prior to approval. COMMENTS: rA ❑ $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: • r. a Type of inspection: +..- _ /a NJ Addre 3 69 /�d Date Called: Special Instructions: Date Wanted' a , �yttf' Requester: Phone No: „ INSPECTION RECORD Retain a copy with permit INSPE CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 COMMENTS: Approved per applicable codes. Corrections required prior to approval. rJ $58. INSPECTION E REQUIRED. Prior to inspection, fee must be paid at 6300 Southcent Blvd., Suite 100. Call to sechedule reinspection. [Receipt No.: +Date: 17 Proje A it I �r,�r)inei Type of Ins ection: �rufr,, ✓,r� v Address. Date Called: Special Instructions: Date Wanted: l m. Requester: Phone No: 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. . it (206)431 -3 Corrections required prior to approval. COMMENTS: Si r cfr. L/, 4 u// 7 yk Aileit4_ /;? ' 4'ws / 44 et] COI 3) wu T read mot // ri $58.00 REINSPECTION FE REQUIR)= Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: COMMENTS: 1 ) Avt-?/ `t ri v'S5i hn d e -nv Address: ess 1 7'60 / ¢S /°0 by 6 1 sbS .5 c-,,,,.b °vi- .�� En _ 5e __el /wt a or5 l -, .( /1 ZJ - L „, c / ;55 ' i • 61 i A " r a n r 14- MS 6Y //h .cam 14urA fl � 1 Y- hlenkIkr u � St4%4.e wa if A sh / /id U , i A 3 , / C „C -,'' y ♦ , i Go A/ J! 3t/ . ,scnss.,iw2,c hi1,. h0 /,J- h, n1 AI Project._ i h A �Yl, Type of Inspection: 6' e, Address: ess 1 7'60 / ¢S /°0 �4/ Date alled� Spkcal instructions: Date Wanted: /2 -7 /-od Requester: Phone No: Z —7 79 -‘3r9e; CITY OF 7UKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 El Approved per applicable codes. Inspector: C INSPECTION RECORD' Retain a copy with permit PERM (206)431 -3 x0 Corrections required prior to approval. r ate / 1 ,_ I/ 0 $58.6 REINSPECTION? REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Proje . is. • a Type of Inspesction: aster. .r • �, e — Address: - 3y4u Co Pr, r -a te Called: Special Instructions: Date Wanted: / Jam/ /2r /L �""V CS a.m. P.m. Requester: Phone No: Approved per applicable codes. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 COMMENTS: V 73 '4 611t. t.ir o.f/ 4 e ?7 t is r , ' "°'.G J° ,4 L4 �4- ,�-,a / a-f.,. i1-,it -r4 414 S.Fc.44h7h, c1 Vat.ks,,,a/n /, kt; S - i�.-,� pd--1 �r /J lam rz, r A/ ,1 G li ''tM /1,L eafj JV H+O PER / (206)431 -36 WI Corrections required prior to approval. A. a • $58.00 REINSPECTION S EE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: Project: - j - 7 . 047 7 4.2 I, Type of Inspection: ydy ,e: Address: 3 1 4g cl / � zt Date Called: $ cia Instructions t /, Date Wanted: /� ^/ — t2 a.m. ter equester: r r Phone INSP NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. INSPECTION RECORD Retain a copy with permit (206)431 -36 Corrections required prior to approval. 13 COMMENTS: A( 0 %c.." , ri 558.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Project'„ Type of Inspection: V Addre s: S 3 /, 5D , C /B Date Called: Special Instructions: Date Wanted: /2,--/ -16 Requester: Phone No: 2-0' -7 .78 ,?49t / O INSPECTION RECORD Retain a copy with permit 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: r / T ,( >� f0 /{7SGi cr - ruts Gird Date: I O $58. $ S ECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Proles': . AriR1;S, G) ,d I4 S �ir� Type of Inspection: W A I� 51!°4! ` 5 Address: 1- /t1() s It/v s4 Date Called: Special Instructions: Date Wanted: i1 Z 9- 0 L p.m. Requester: Phone No: 7 78' 3t/ �4 b Approved per applicable codes. INSPECTION RECORD Retain a copy with permit INSPECTION IQ0. CITY OF TUKWILA BUILDING DIVISIO 6300 Southcenter Blvd., #100, Tukwila, WA 98188 COMMENTS: ruacua /Nb L r if »'Yr sag iIivy Date: 0 L / / -a (206)431 -3670 Corrections required prior to approval. 8.00 REINSPECTIO EE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcent Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: !Date: Pro) �01;b :V/ S/ / -0/� / '/ /047:41 spec Type of In ae 4.54 4,n/L, Ad 3 S / D ate Called: / Special Instructions: Date Wanted: (a.mi //— 7 a G p.m. Requester: Phone No: aDG - 776 - -?5i5' INSPE TION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 PER (206)431.362 Approved per applicable codes. Corrections required prior to approval. OMMENTS: 00 : owl, 4./e spec Date> f f.® REINSPECTION EE REQUIRED. Prlo o inspection, fee must be d at 6300 Southcente Blvd., Suite 111 Call to sechedule reinspection. Date: Rec -ipt No.: Proje : Type of Inspection: Address: ft .S iyr3 s Date Called: Special Instructions: Date Wanted: /— C - G CM- p.m. Requester: Phone No: 0 20e- 778 - �y8? INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431.3fa7 Approved per applicable codes. INSPECTION RECORD Retain a copy with permit PERMIT c orrections required prior to approval. COMMENTS: Nor /c /� d .00 REINSPECTION F REQUIRE i . Prior to inspection, fee must be aid at 6300 Southcenter lvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: Projaet: cJo.At/ 9 4414 /4. "/ i /i /i-k/ Type of Inspection: v et_ /2 od 7. /4.. Address: ? q ( C/ 4/S 5/ Date Called: - Special Instructions: Date Wanted: (a.m: /G —e — a C p.m. Requester: Phone No: aC )7e, -39 INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 ,D -o% PER IT NO. 5431 -3670 Approved per applicable codes. q Corrections required prior to approval. COMMENTS: $58.00 REINSPECTION FEE REQU D. Prior to inspection ee must C be paid at 6300 Southcenter Blvd., Su 100. Call to sechedule reinspectio . Receipt No.: !Date: Project - - lia #)1 A to Type of Ins ecti 1 / 54/ b 54i /)i Address: LL/� Sn /7s Da Ca led: Special Special Instructions: Date Wanted: /f <_�`"_' Requester: Phone No: INSPECTION RECORD Retain a copy with permit 1.aeT lION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 0 Approved per applicable codes. Corrections required prior to approval. COMMENTS: 1 t la e - 3-e-c roof k- r f;,r/ 3 - 00 i Date: /D - 2 7 -- oC 17 $58.00 REI CTION FEE REQUIRED. Prior to inspection, fee must be paid at 6 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: 'Date: ' Pr•je ` 1. . , y / � i , `� Ty•e of In pection: ltl/ A. . . A Jr '5'4S •c-•—,T -- DateCalllecy— �— -X / d: ` 14 Spacial nstructions: Date Wan r) (s" a.m. p.m. Requester: Phone o: INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 20 1 -367 El Approved per applicable codes. [Receipt No.: Corrections required prior to approval. COMMENTS: n n Ai-014 14 tdk(ity OR l Couer Ca Ll - Vn✓ I/AMk< u p 40 rIru 7 l^ 1 Inspecto i yh� G $58.0q REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. IDate: Project: ` �� y(, Wplt�Y � en+ T pe of Inspection: 301 i o�i Corrections required prior to approval. Address: 04(0 S 1 e h C i Date Called: Iold3 Special Instructions: - � � @ t o a- Date Wanted: I I ( O am: i i Requester: TI WI fro') Phone No: �'} 91 '7V 1 1 1, 51 a Approved per applicable codes. Corrections required prior to approval. COMMENTS: Ivld 7r to Dt S b+ O start _ . i i ` t kis - ILA spa: nt\ -c>4ouI rit3 '�rvvt,-( - t J -Ci r . T14-e -Fe n4 A__5P no+ AppI yet- C L e 6514#-r er-4nt-- 6 G n 1 • .ii' • . . <r 4i I _ awa ©rpve on two (.f kik /4- pern.tfi,. 4 INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 C (206)431 -367 Inspector: Date: D y tea ri $58.00 REIN$PECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: Project: 4 4 IC; ,s4 Q iu4tq Wale/ Its Type of Inspection: arrqual Spell Address: l` S 1 LI 8 C7 Date Called: Special Instructions: r. Date W ed: ' �,� m +*,. ` Z7 -0 Cr `C . Requester: Ph^nOi — 7/ 1 f,- 5" r T10 INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 COMMENTS: 14• A1 I i r .00 REINSPECTION r REQUIRED. Pri d at 6300 Southcenter B vd., Suite 100 Date: i - 77 - to inspection, fee must be all to sechedule reinspection. Re eipt No.: (Date: pproved per applicable codes. Corrections required prior to approval. po6 -o3( PE (206)431 -3q7 Prod ct / it Si, (r' � )24 4a Type of Inspection: 2-02 / &nOcirr?7t, cc Addre s' r3 6r) S S. 29FP Date Called: Special Instructions: Date Wanted: Reques eter: Phone No: INSPECT TON NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. r / rrrt e� PE T No d' 11 (21•}431 -36 Corrections required prior to approval. COMMENTS: .//(0t2 IL, h -v r `A� 74.2 �..01- �rr /;• L, .Lrl /in /I t Inspectgf: Date: L 7/'A) ri $58.00 REINSPECTYON FEE REQUIRED. Prior to Inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. )Receipt No.: Date: di/ Projec t t:kc k. D (Z5 L. Type-o Inspectio� Address: • 146 ..7 Date Called: Q c<....tt// 5/a Special Instructions: COMfr Olitt 046/24(47 +n__,,-, , Date Wanted: , TAM: 05 — a.m. P.m. Requester: t qtr Phone No: INSPECTION RECORD Retain a copy with permit INSPECT 'N NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 P ly PB& (206)431 -367 Approved per applicable codes. El Corrections required prior to approval. O MENTS: t ^ .` _- Dateaz _0/ $58.00 REINSPECTION FLEVEQUIRED. Prior to inspection, fee must be j paid at 6300 Southcentet Blvd., Suite 100. Cal to sechedule reinspection. Inspector: i Receipt No.: 'Date: : Proje A a LID/At t1� � Type of Inspection: /� /r ti) EiYk�C., - Address: ybO in s e D ate Called OV43/° 7 A IM / 07 ' IL*J1.e Special Instructions: Date Wanted: 0L S / /o a.m. Requester: Phone No: ■ 6 Da- 7oh 6 Approved per applicable codes. Corrections required prior to approval. COMMENTS: A IM / 07 ' IL*J1.e NfL7RR? 4( 1 1/ ho 7 (q r U,141 /V , `(f r7 /d7 o,�- "ate- lidvel /, J °(l L7 /o'7 i:t;4 JCJ ` "0 -7/67 / . . 4/L 7/07 tj'Z7 /� I • F-�' 6 k / i IDate:� /iday INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 - D06 -0g ro PERMIT NO. (206)431 -3670 $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: .1 Administration 618, Type of Inspection: S+orm Sewer Final Address:3gb0 S Iif-s 3t lI ' Date Called: i4 — 5..0 J Special Instructions: Date Wanted: LL / "1 b -a� P.m. Requester: e Gall Phone No: 206-718 _3492 INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 D06 -08 PERMIT NO. (206)431 -3670 Approved per applicable codes. Corrections required prior to approval. COMMENTS: � 'J ,1) c(.o (.l J L 4 2 ( rO ot-di l i , (ruerj /sr!<.O,,,LA �tna•..,.tec an ri(H / r,.. h tort -15 t i Inspector: Qd 'Date: !b 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: Prect: y() I., 1 Type of Inspection: (c / ` Address: Date Called: /elto 7 Special Instructions: Date Wanted: Cim) --VI Z/° 7 p.m. Requester: I LW\ /rat.- W19,4C' r‘ Phone No: 778 ? '-iq 2 INSPECTION RECORD Retain a copy with permit PERMIT NO. INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 0 Approved per applicable codes. COMMENTS:'' ? //0 1 &.rate' e C -p n /jlt�✓" 1 r c // S � SJ 6/C , fiLL4 1a''I G� � /h Wl - uti Inspector: (1 a Date:, 1/416 ^ $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: � V ( o ,- °880 ❑ Corrections required prior to approval. Proje - . o v € A4n iVI LIW, Type of Inspecti .� t ) Address: SY(t 5 hit 5 -e- Date Called: oa 7 Special Instructions: Date Wanted: 00 /lirrf. Requested Phone No: 0701, 118 Approved per applicable codes. Inspector: . INSPECTION RECORD Retain a copy with permit (k) b)0 (0 PERMIT NO. INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)43 1 -3670 Corrections required prior to approval. COMMENTS: 2 H0 J ( c8 C6 / 7 Q S r y hitt4-f s �, r P. C WC Date: _ (_ , / l �O v E $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Cali to sechedule reinspection. Receipt No.: 'Date: Pro ect: , J . / � J p oin / 1m1Y). 8143, rig I e�lled Address: 3x}60 s NB St g Dat 2 - 4 - 07 Special Instructions: Date Wanted: 2-12-07 `a. my p.m. Requester. m &a l l Phone No: n/ _7r — 1491 n Approved per applicable codes. INSPECTION RECORD Retain a copy with permit COMMENTS: 2//l/°7 f7a5�4i Thi . JJ 'I ttwit ftcks To A /ray, 77) rk. $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. 1)96-086 PERMIT NO. INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 ❑ Corrections required prior to approval. Inspector: Date: ? / f' / 07 Receipt No.: Date: Project: • fly! k41(M 'type of Inspection: Fat d ;s; � I`'i , Cb Date Called: ti 2 (De? Special Instructions: Date Wanted: Z� `� �� a.m. p.m. Requester: Phone No � (,.( i r I 2 7( - Soon ❑ Approved per applicable codes. INSPECTION RECORD Retain a copy with permit pot -0e6 PERMIT NO. INSPECTION 140. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Corrections required prior to approval. COMMENTS: 7,10) //y4 Sam / ,,� T 4 _Awe . Cwt 1A.0--10i np i TD % tri 2571FS(Ii` 4 c4,rLi.4 n b /I pa/a.. 2 k . %O• c/,j A pJt 5 al- - T¢rt Date: I ' ./ 558.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Inspector: Receipt No.: (Date: ��1 COMMENTS: ect:. p Admin. 13)63. c Type of Inspection: Fire L)h e. Address: q60 S I7 SI LQ(J ; W O 7 ( i 4 A A - e , y u /) Z f / 444 p „. t c), p otit cit IT, Requester im &a I I To Ffoai, go,,,, f14#1- " / i(7 ID pjc, .nK 7b Ccme4 Pro 3OlYl'+ ect:. p Admin. 13)63. c Type of Inspection: Fire L)h e. Address: q60 S I7 SI LQ(J Date alled: L — -01 Special Instructions: Date Wanted: Z - 2-0/ a.m • Requester im &a I I Phone No: lob 776 -34 y2 h‘) INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. INSPECTION RECORD Retain a copy with permit Inspector: Gil Date: t# 0 0 $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. 'Receipt No.: D06 -088 PERMIT NO. Corrections required prior to approval. Date: COMMENTS: a� Type of Inspection: ,$7 On A ress: -% 314,n 5 iyfi St Date Called: oilaal 07 Special Instructions: l / ?- L1 c .e•Y C g K 4 c#55 ; 12" Ft Phone No: 2)(n - 7 - 7R- 3(//ga 11 t 'p ^" OoM a 6 tFKow r6 S Set Cii P) ' lD Ftoir (6 b. h4 f1 ? 12 H p VE (bo »' Ott 1 ` L Proje 1 71 �n Mir a� Type of Inspection: ,$7 On A ress: -% 314,n 5 iyfi St Date Called: oilaal 07 Special Instructions: Date Wanted: a.ny (il; lam' Requester: ` 8 7t/rlOtit.1 oral Phone No: 2)(n - 7 - 7R- 3(//ga s 9 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. PERMIT NO. El Corrections required prior to approval. Inspector: Cfd Date: t h -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: COMMENTS: Type of Inspection: Sb Address:, 3Y6 0 , it4 S Date Called: a //6/ / Special Instructions: / /f951 cac ai F 1 7] jto EA 60 Y20 � bof , ref tt UIr. .1/4�tA rrv,,,ra.1 - 7» r6 J. r->Ars 7'A stf t I -LAW � )3h W � P�f e�fntt�M / �^7� �I \ Con, pt P 1 5xcJ44 6 !1 cY' 4 //. Proje IA Mali t 3k4 Type of Inspection: Sb Address:, 3Y6 0 , it4 S Date Called: a //6/ / Special Instructions: ��f Date Wanted: (m� n//1 �Tn e Phone No: 2o?i- — 7R- 3 5' 9a INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 ' Approved per applicable codes. W ) s.� Inspector: 1 $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Illye 1 ' '. Call to sechedule reinspection. Receipt No.: . ` #: INSPECTION RECOR Retain a copy with per, El Corrections required prior to approval. — PERMIT NO. }Rate: i ha/ u 41206)431-3670 COMMENTS: Type of Inspection: 5tot \) 25/67 ` c 5 (,`L , .g.,. Lk) .H\ . S 148 'C7 (u,,,,v_z ¶ c t It, < Q • (_ Special Instructions: � (( S _taly., . l.,tA s c s Nun ? .C, 1 Li fi Requester: Phone No: i' ' 7 7r 2 , 45Z C"(\ `- Sidccs.- ,ics- w < �7 TI) k.P. i l j...� 4 . Y 4..4. c V c-t U us h c+,..,.. - F ,. J4,, lr ,w.A.AA 1) (1 1' k ,vA:AT / Projjeec �ct t �.>~� Type of Inspection: 5tot Address: 3t/bo S 148 s! Date Called: I - / S ' 7 J �' Special Instructions: � (( S _taly., . l.,tA Date Wanted: a.m. 1/ id/J7 p.m. Requester: Phone No: i' ' 7 7r 2 , 45Z INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. Iob -oito PERMIT NO, _ _ (206)431 -3670 C orrections required prior to approval. Inspector: Day I,I vo 17 $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: Pro ject ?oiht Admin. BIa Type of Inspection: SD Address :4 5 198 St J D ate Called: 1 2_23_ 06 Special Instructions: Date Wanted: 12 -O6 Requester: n Gail Phone No: 206-77s- 34 INSPECTION RECORD Retain a copy with permit Do 0 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 PERMIT NO. EI Approved per applicable codes. Corrections required prior to approval. COMMENTS: 4- Jb Gal, CAC f7 o b f 13 yr t.i' Ina. Inspector: 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: kJ 6�lw,ut Type of Inspection: A� vlt r ss: Y 3�bo S. 14q Date Called: Special Instructions: Date Wanted: a.m. p.m. Requester: Phone No: INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 El Approved per applicable codes Inspector: INSPECTION RECORD Retain a copy with permit PERMIT NO. Corrections required prior to approval. COMMENTS: 1 of 1�o tQf ( (Q,tre5' lt� Co .Fn e.g CAI (Date: 1U /( / O6 n $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: COMMENTS: • 1 at. -h, V'r,raL Cote- .,,., t4skic* 4c Inn..w C'.air KG€ c , o) kr,e,s, 3s,& San n Special Instructions: • aa k 0 #4 .r \t'. Phone No.: CY 5.,4 1yr4-cn slr,..1\ ht.dt, , ViQ* Attica i s s ke ton 1& sac , s * ■\Q / Permits: Q,,(3, c,\\ b rvaa, Occupancy Type: d)zita.3-,1y. -- «., l•,, ,r;,�, Aer A'.)r� c1.r.Q5 •v. 4 * • ,.' % % ' - c . - it. I Project:\. X2.5 C e‘,., Ae Type of Inspection: FwvaL Address: 3q{,b 5, Suite #:p�k 1411 %t=s Coproct Person: Special Instructions: Phone No.: Needs Shift Inspection. a Sprinklers: yes Fire Alarm: r„ Hood & Duct: Monitor: &use ,.r.... Pre -Fire: NOR Permits: Q,,(3, c,\\ b rvaa, Occupancy Type: ' 8 Ale, 44/3 t rv,s WWrd INSPECTION NUMBER (Approved per applicable codes.k,.i , Co INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East. Tukwila, Wa. 98188 206- 575 -4407 PERMIT NUMBERS Corrections required prior to approval. Inspector: etA 51 Date: eiC �1t0-1 Hrs.: ' $80.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Cali to schedule a reinspection. Word /Inspection Record Form.Doc 1/13/06 T.F.D. Form F.P. 113 COMMENTS: n FA ci0AL. oie - S161-+4Ls SENT FAX To or-CI et Address: 3 1 -16 0 s, 1 Suite #: 0 V 'sn IT — C)IL- Au(, o't12 (F1 /eta wr LT R EACH E)cir s r G) Me- - ^-t — FA OIL Special Instructions: Monitor: 0 Covet TF sPISPrztn iRN AL_ – OK_ Phone No.: 7,96- 1-71-.67394 0,14 lb ca c o fiy %�/DiA /1 tAG 13Ai 4Ot2, wit- Occupancy Type: ?, Project: w D 12 S - ADM i ri. TX-b&& Type of Inspection: E;ii. LTplN c/v /SP(zNV //Ilrt4 Address: 3 1 -16 0 s, 1 Suite #: 8 s r Contact Person: � Kock Y Me/1kGt Special Instructions: Monitor: G up, ,Z n „p 0 Phone No.: 7,96- 1-71-.67394 Needs Shift Inspection: Sprinklers: y Fire Alarm: Y Hood & Duct: I-I Monitor: G up, ,Z n „p 0 Pre -Fire: rJ Permits: Occupancy Type: ?, Y INSPECTION NUMBER Approved per applicable codes. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206 - 575 -4407 Word /Inspection Record Form.Doc 1/13/06 I I Corrections required prior to approval. Date: <06/07 Hrs.: Inspector: 11 n $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: IW/grciz O»5 /25" Type of Inspection: Cr L - n LT Address: Suite #: , pig ST Contact Person: .70: V Special Instructions: Permits: Phone No.: Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: 3 INSPECTION NUMBER n Approved per applicable codes. Word /Inspection Record Form.Doc INSPECTION RECORD Retain a copy with permit PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206 - 575 -4407 pi Corrections required prior to approval. COMMENTS: D Cx :02 L 0ri NI, MA 114 Fk U IN ( a\1ce_ F /cn — o Inspector: 4 In/ 512 Date: 4 /12 5 /o Hrs.: $8 .00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. 1/13/06 T.F.D. Form F.P. 113 COMMENTS: 0 l Di? n OK — � Address: 36 5. /W 8 57-" Suite #: O I ! TO 1 t 2 n Da, (4 St1ST ON L9 Special Instructions: 3 c 44-ac k lo Z 1) P unit b r2 ■ 05 6: lilt P - 11:7 - Sr: Permits: Occupancy Type: Project: K eo, W 1 1 712 D ISTR JcT # /2 Type of Inspection: .9 iz. A/Drto � Address: 36 5. /W 8 57-" Suite #: Contact Person: Special Instructions: Phone No.: Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: g O0(o O (,fn -s -zz i the Ci Z INSPECTION NUMBER CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East. Tukwila, Wa. 98188 206 - 575 -4407 - per applicable codes. Inspector: U uJ, G INSPECTION RECORD Retain a copy with permit Date: IZ /rs /06 PERMIT NUMBERS Corrections required prior to approval. Hrs.: z 80.00 REINSPECTION FEE REQUIRED. You will receive an invoice from of Tukwila Finance Department. Call to schedule a reinspection. Word /Inspection Record Form.Doc 1/13/06 T.F.D. Form F.P. 113 Project: U , , > - Type of Inspection: r (- „, ,,QA_ Hood & Duct: Address: -7,q 6 0 Suite #: S 'Li b 4-- Contact Person: Taw. G Nt 1 Occupancy Type: Special Instructions: Phone No.: oi, - 77 - 34 i &. Needs Shift Inspection: Sprinklers: Fire Alarm:, Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA FIRE DEPARTMENT o` • S- as PERMIT NUMBERS 444 Andover Park East, Tukwila, Wa. 98188 206 - 575 -4407 n Approved per applicable codes. Corrections required prior to approval. COMMENTS: C> KA y ' r o CouJ 0 knAJ 1, Inspector: IA ; y Date: /'& / t / 4 Hrs.: / N/ /} n $80.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Word /Inspection Record Form.Doc 1/13/06 T.F.D. Form F.P. 113 Post -It" Fax Note 7671 Date P mm cc. /Qit «9 ee,2 o �/ryr'Wa_ 1 To 1 if oti 0 l . eft 77Ietw /L/4 Phone Phone e Fexe In / -3 As- Fax* 05/07/2007 04:00 2062462094 CSI PAGE 01/02 April 24, 2007 ICrazn & ASSOCIATES, INC CEOTECHNICAL ENGINEERING • ENVIRONMENTAL. ENGINEERING CONSTRUCTION TESTING & INSPECTION FORENSIC INVESTIGATION Accounts Payable KIND COUNTY WATER DISTRICT #I25 Post Office Box 68147 Seattle, Washington 98168 RE: Final Letter KCWD #125 Building 3460 South 148t Street Tukwila, Washington To Whom It May Concern: ,rl Jennifer Powell Project Manager Pacific Northwest Division IPIga Enclosures C2 PAGE & 'emu) ARCNIltCTS. RECE;v (MAY 0 7 2001 COMMA DEVELOrmajJ - KA No. 096-06331 Permit #D06086 In accordance with your request and authorization; we have performed periodic special testing and inspection services for the above referenced project. The special inspections for this project were: Soil Compaction Testing • Lateral Wood Framing and Nailing Inspections • Reinforcing Steel Size and Placement • Hold Down Inspections , • Reinforced Concrete Inspections • Epoxy Anchorage Inspections • Wood Moisture Testing • Reinforced Masonry Inspections . . To the best of our Imowledge, the above referenced items have been found to be in general accordance with the approved plans and specifications. If you have any questions, or if we can be of further assistance, please do not hesitate to contact our office at (425) 485 -5519. Respectfully submitted, KRAZ & ASSOCIATES, INC. 11715 North Creek Parkway South C.106 Bothell, Washington 98011. (425) 485.55x9 • FAX (425) 485.6831 With Offices Serving the Western United Stares 0960Gi3I PV& tent FIELD REPORT NO '1‘,1azari & Associate's, Inc. 4 it t (. GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING ?-1 ' CONSTRUCTION TESTING. AND INSPECTION rib 1_t DATE: Cb LC) PROJECT #. rn69(r- 054 5 PROJECT: ""i L .-5D --).b LOCATION: -2. /4(1-46 ' /5/8 'Jr KRAZAN PROJECT MANAGER* 73755 CONTRACTOR: ` t ri m e kp\ : 2„t 5 LK JURISDICTIONT it fl. PERMIT #`iCThei E INSPECTOR: j'('> kc (^,/,,CR WEATHER: Non TEMP: rt eta, Y? c Rend p� ( nr— la*f (h)..y T ip. I��nn c4 s> v. 4tC( tNA( -ht∎ A ,Y., 1t L 1 10 fF / FN1 ` ?.. tfic . .;. 0 )T/L Tex W1 : _t o 'OM Equipment/Asset Number(s): 1501 Field Repon..doc rutsuu WORKS To the best of my knowledge, The above WAS / WAS NOT performed In accordance wlth the app oved plans, speciflcallops, and regulatory requirements. Superintendent /Representative: 1 41. AsIki Serving the Western nited tate 'IM infmm.hm ,wn jdMm Mina./ i• fn. An mnlniivi ,*shf ihn.nlinn. 'Ilis maw( 11111V not M RECFIVPD MAN 1 b LULU TUKWILA Revision 1 Effective Pete: 52905 M in env format V4IMMt the written °armistice of We client and lCnzen & AsaOeetes.- 4 TaKrazan & Associates, Inc. GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING AND INSPECTION DATE: h > PROJECT #: R(rOS(o 3 - ot PROJECT: LOCATION: G(4 g. /S/8 ST KRAZAN PROJECT MANAGER: Field Data Concrete Supplier L x lA ‘±.) Slump Time Truck # Ticket # % Air (in) Inspector Remarks Results Reviewed By Codes for Break Types: 1. Cone Measurement Uncertainties: ASTM C39 =Cores +1 - 8% Other Plant No. I " 2. Cone & Split '5c/ k CONTRACTOR: �1' (eCC it \S.. PERMIT NO.: " o(nP)( n INSPECTOR: jy_ G /FR JURISDICTION: l�t`v i WEATHER: et Q i TEMP: API " Mix Air Temp. Temp (F) (F) Site Mix Placement Area Location Remarks co . 1 evcsNA 1X sL SQ -`! livedf Please refer to Field Report No. T r7t Laboratory Data Design Strength 1 TWI @ 28 days Cyt. Test Field Max Comp. Code Date Cure A.e Dim. Area C.F. Load Str,. si Date Reviewed 3. Cone & Shear CYLINDER REPORT NO.: 19449 Tested Set # By 7 Mix No, Cam. lbs. F. Ash lbs. C. agg. lbs. C. egg. lbs. 2 C. egg. lbs. 3 Sand lbs. Water - Admixture Other Air Ent. Kg/cwt.) Repor Cement Type Design ed Batch Data Actual Water Added on Job (gals ) Field Test Methods ASTM C143 E ASTM C138 ASTM C1064 n Date Specimens Recd. Break Type I ASTM C173 I 1 ASTM - C31: n Other 4. Shear I/1 II Laboratory Test Method ASTM C39 ASTM C109 ASTM 0617 ASTM 01231 ASTM C1019 Other n I I Test Results Conforming n Non - Conforming 5. Columnar (Split) REMITTANCE - ADDRESS: Building - Materials 425 -868 -7334 50 Redmond P.0.80X97038 - - '' Cadriian Administration 425 -867 -1234 5 { Issaquah REDMOND WA 98073-9738 t ,M wWw,cadman com' GII F B Diamond 1,877- 288 -6¢�+f �54 Se I q c ,, p�NT 54 4ELIVERY KET NO. 077 8536 LOAD TO JOB , ON JOB BEGIN PO FINI § PO . ,: TO PLANT INVARD f k :? o I l S 4 (/ � ",{ >.. l r ..,. ' DATE' 06- Mar' - 007 CUSTOMER A ' •• 315•550 • • • -.: CUSTOMERNAME!'r i ORDERED BY ROCKY 20E 8 .„ - JOBa 5 ,n.r.. L ", °359�ffitl ORDER 7.64 - SLUMP ! Cr USE . +! r T,IDEW r '- DRIYaR. cu(r a 4 � lr ri PROJECT, C2•15850. 13 JOB ADDRESS - :" _ i�u'a 3460 S 1487', " l'fift - ,•' MAPPA P PAGE 65.1 » TRUCKa ''t t8 .... { f. UCK# - 0 • it a iF Sµ TBea ;PUeP1 l: ` a. . INSTRUCTIONS 'o " ! � a ul TUKWILA x *655 S)4 #u KtN6 r.TY TER D T 12 • ' ' LOAD SIZE OWt .: e ;OU�A NTATY" DE E� ta+sO;, gEREO PRODUCT - CODE. - a { L,AIP' U. ° ., f5 ��Q -:. , 1040 " ; 846.00 10.,10 te. k?kl.. A f l lip: f r tli t 446.40: 7 , .,:, -. I 4 d 1.q. X-+ S�. h s. I�� 1. 50: I0. SO „1 JIt.8t1 .. ,,^ .' ' "- '.,fib 1 }4'4 " "' ylA^ 100406 6414 v 71 00 , •;• 77090 Li f '`✓� V Err r t' h 6: af�t.i4 3,� "" SL FiIfi:' Nt: 534 1 X'3. " piNT • ,/ :' 1 / X 2" .10ZNT ' ,.: a'n 11 '4 , dry �����yy''��j¢ {{({�+ P' � "'F P kl ii A P � � , r s ,, -- ll`EK t4 K# * d' 't,t, Ona >y cnomRi4 RECQ ALL' FOR•` y 40 .' •� r l f ChAk"'S1 + Q }C BE t & � +�� r ' . Y ,"' " 'k" t y " aUIDE {Y_ ORA , ax{ SUBTOTAL TAX ,1 TOTAL > . . k 1-, rt1 IX L3� F' SO 7'f J • fJ1` LLUNLOADINGY91MEl' ADDITiONA(r`t l a'. CURRENT HOIIRI;if'"'1`R AT ADDED ON-SITE ' ADDITION OF WATER WILL REDUCE AUTHORIZED BY: - P' a 3i1f . 'LSJ�j_ '� a - i`• "�. . fCIt R - , ERSE STRENG1Hi, WATER - Ay g it f ■I ` Ch aIt Oab , s ss - RRd �Y{1 F 1 : ADDED ATCUSTOMER'S OWN RISK: i , �v �tla 1.13A b *� S - ' ' ° "a"''fP' ' ++K- w NOT RESPONSIBLE FOR GOLOR Y RIATION'OR gals to full load o . { SURFA ® el u a," " Pugip,aloy„aack/ .. Wash-up - 'd ., , /3.1 d I S,L P r s 2 � � 9+1 1a ,., `gals. to 1/8' load IRR . + , N AND EYES - SEE REVERS W B R 1 P TO LIABILITY WAIVER ceeinart,(thet ) Will - not"assume' for' arly- prmpet 'tyd amageter�amy,!equipment damage for any deliveries' beyond the curb line. r AUTHORIZEQ BV' ''Additlonato Order Type Oil Sales Tax ..... - - ^ . , ...... ACKNOWLEDGEMENT - ure.acknowledges receipt Of Concrete, water addition, hazard warning, and acceptance of ter ,and 'co d'tions printed On the back of this document. V% TOTAL CUSTOMER SIGNATURE t PRINT NAME - DATE Concrete Tested ❑ Yee ❑ No Cylindere Teken ❑ Yes 0 No iELD1'MENT ,rotep Toll Freetp"Cadman Concrete Direct Gravel Direct N +888=322 6847' Pleat Ldcabcins: 42541 -7100 30 $ky`River 31 Mill Creek 40, Black. Diamond 425-961-7200 CUSTOMER DELIVERY TICKET Did we satisfy the customer's expectations with this delivery? ❑ Yes ❑ No Suggestions or comments. If no, who should we contact? Name: Phone #: L ERG -f NT roue Toll Free to Cadman Concrete Direct Gravel Direct 1-888-322-6847 425 -961 -7100 425 - 961 -7200 Plant Locations: 30 Sky River 31 Mill Creek 40 Black Diamond 50 Redrn 51 IssaguP 53. . Bellevue p, > 54 Seattle INVOICE COPY DELIVERY TICKET REMITTANCE ADDRESS: . P•O: BOX 97038 , • REDMOND, WA98073 -9738 • www:cadman -com LOAD X1 DATE 06 —Mar -2007 ORDER* 164 SIZE 10.00 846.00 10.00 10.00 WATER ADDED ON -SITE AUTHORIZED BY: gals. to hill bad , gals. to 2/3 load , gala. to 1/3 load CUSTOMER SIGNATURE To JOB CUSTOMER* 315850 SLUMP 3.5 QUANTITY ..!., DELIVERED 10.00 846.00 10.00 Building Materials 425 - 868.7334 Cadman Administration 425. 867 -1234 Tdll Free t0 Black Diamond 1-877-268-6561 ON Joe CUSTOMERNAME COMMERCIAL STRUCTURES USE SIDEWALK JOBADDRESS 3460 S 148TH ,STREET INSTRUCTIONS TUKWILA * *655 04 ** KING.CTY WATER DIST 125 I Iiill JIR ji lil jlll fill ie .ORDERED 10. 1.50 10.00 10.00 iMbu PRODUCT CODE 100406 6414 77100 7 JK n q..ue �iUu - BEGIN POUR MAP PAGE 655A • FINISH POUR ORDERED BY '. ROCKY:206.778. DRIVER DAN FRAZIER TaUCK&,•ca, 208 DESCRIPTION - 6 SACK 3.5" SL AIR NC 534 1/2 X 3" JOINT 1/2 X 2" JOINT "ENVTRQNItNTAL •SNl2CHp WNT HEAP )='I;IiL:tH • j * *Additi,pnai statldby & OT charges may be 'applied ** CRDMAN RECOMMENDS RLL CONCRETE TO BE CURED PER ACI 308 GUIDE'. FOR UP TO 7 DAYS TO REDUCE CRACKING & DISCOLORATION 4 7MINUTES PERCUBICYARD UNLOADING TIME INCLUDED. ADDITIONAL UNLOADING TIME CHARGED - AT CURRENT HOURLY TRUCK RATE - SEE REVERSE. ADDITION OF WATER WILL REDUCE STRENGTH, WATER ADDED AT CUSTOMER'S OWN RISK. - NOT RESPONSIBLE FOR COLOR VARIATION OR SURFACE DISCOLORATION. IRRITATION TO SKIN AND EYES - SEE REVERSE. LIABILITY WAIVER Cadman, (Inc.) will not assume liability for any property damage or any equipment damage for Shy deliveries beyond the curb line. AUTHORIZED BY • re acknowledges receipt of concrete, water addition, hazard waming, an • acceptance 0 tegx(s and Ct1lidltions printed on the back of this document. V ie PRINT NAME DATE TOPLANT JOB SPACING 60M PRIOR mucks, E_ . e. SUBTOTAL TAX .. INES TOTAL Additional Ghargeable.KRms Standby Tlnls Overtime Pump Blow - Back/ Wash -up Retumed•Concrete w Additions to Order WWI _fir Saba Tax TOTAL PLANT M DELIVERYYICKEYNO. 07708536 R4 YARD 59451 PROJECT* C31585013 S,2o®ta: • - 'AMOUNT ... Concrete Tested ❑ Yes ❑ No Cylinders Taken ❑.Yes 0 No Did we satisty'the customer's expectations with this delivery? ❑ Yes ❑ No Suggestions or comments' M no, who should we contact? Name: Phone #: 1 1 ..QOG - O 4 " r2 -y -6 Mr. Dave Nelson, Here are the structural engineers field reports, as well as Supplimental Instructions From the engineers over course of project to date. I have also included Krazaans inspection report dated 11.22.06. Please let me know what else you may need for inspection. Thank -you, Tim Gall eltylfroruivriu csi DEC 0 4 2008 \441 PERmirosiTER 12- 04 -'06 14:17 FROM- KRAZAN 4254856837 aKrazan & ,. sociates, Inc. GEOTEGNN c&. ENGINEERING • EN`/IRONNENT4a. ENGINEERING CONSTRUCTrON TESTING AND INSPE TON DATE: PROJECT t PROJECT LOCATION: KRAZAN PROJECT MANAGER: I 'JE. tF -(W-A SE{FAz ntt c. 14PtLetti6 a.R ava �S Z /3w3 A -t4 /3 -1. VESuncp 4s1L 3tzs- SPbc. tab Zza 43 <SKEIsCt-tttM4 '►� V-(z -1 kc-D i c "It -w9 L_TPS it4Q A 5 et t43'rti )SG s "^t_l31i_araiE: ►1,? t • arcrer at '.'A- n CONTRACTOR: JURISDICTION: PERMIT #: INSPECTOR: WEATHER: T -247 P003/003 F -111 ELD REPORT NO: ( ,.1 • dt IJ t Equipment/Asset Number(s): 105( To the best if my knowledge, the Oboe / WAS NOT performed in accordance rlth the oPrxoved We p COtIn j Superintendent/Representative: 250, ADM Nmrcaw Technician: Serving the Western United States Raisin I Nawiw DIN: S4S/OS The Mtoemmloa whylihnlem wu retal'n pmyend Ex tt CYCICA+C e# or dee elwa. Ti u aspen may ow W Npadac d M fey forma ahem the wuun p reinion of the Mien fed Khan t Assn in e. requirements. 12- 04 -'06 14:17 FROM- KRAZAN RE; Construction Testing and Inspection KCWD #125 Building 3460 South 148 Street Tukwila, Washington 4254856837 T -247 P002/003 F -111 Kr Zan & ASSOCIATES, INC. GEOTECHNICAL ENGINEERING • ENVIRONMENTAL. ENGINEERING CONSTRUCTION TESTING & INSPECTION FORENSIC INVESTIGATION November 28, 2006 KA No. 096 -06331 Accounts Payable RING COUNTY WATER DISTRICT #125 2849 South 150"' Street Seatac, Washington 98188 To Whom It May Concern: In accordance with your request and authorization, our firm performed construction testing and inspection for the above - referenced project. The sampling and testing was performed by our inspectors on the dates indicated below. The following report is attached: • Report 71809 dated November 22, 2006 If you have any questions or if we can be of further assistance, please do not hesitate to contact our office. Res • . y subm' A ES, INC. ej � Jenni 49 Proj • Pac 1 r• fi. Division JP /Ea Enclosures CC: MHOS & BEARD ARCHITECTS 19501 - 144'" Avenue NE #F -300 • Woodinville, Washington 98072 • (425) 485 -5519 • FAX (425) 485 -6837 With Offices Serving the Western United States 09606)]1 611- ax COMMENTS: DIBBLE ENGINEERS, INC. D Professional Structural Engineering Services Dibble Engineers, Inc. (DEB completed a site visit on Tuesday, October 31, 2006, to review several framing concern issues and questions from the Contractor. They are the following: Field eport DATE: November 1, 2006 JOB#: 05 -150 TO: Brandt McCorkle - Page & Beard FAX#: mecorkle®pageendbaedsam WEATHER: Sunny, 48F FROM: Jeffrey J. f;illitond, PROJECT: Val- Vue/WD 41125 Admin Building NO. OF PAGES (Incl. Cover): 3 1) South entry headers: i) Option 1 - If the south entry headers are to be replaced by new clear span headers, with the additional 2' backspan condition, the upper header should replaced with a OIS- 1/8x10.1/2. If the lower header is to also be clear span, it should be replaced with a GL3- 1/8x10 -1/2, or a PSL1 -3/ 4x9 -1/4 maybe sheered to the 4x10 already there. ii) Option 2 - If the 3x6 mullion studs we inserted instead at the upper and lower headers, then the tipper header can retrain a 6x8 as long as the cater span supporting thekingpost for the ridge beam has an additional 6x8 header cut into the gable stud wall framing 1l spans just between the 3z6 mullion studs — basically making a stacked 6x8 header at the eater span. The lower header should be per option 1 above. ill) Option 3 - If the 3z6 mullions lions are inserted at the upper header only, the lower header must be replaced; this does not scan to be the most efficient option. Contact DET If you wish to pursue this option for further evaluation. 2) The main floor joists located under the south mezzanine bearing/shear walls have been reviewed and are adequate to support the shear and bearing loads from above. However, full-depth TJI blocking between the floor joists should be installed directly under the walls and hung from flu joists with face moot joist hangers using web filler material in the joint webs. The bottom plate shear attachment may be satisfied using 1/4 "x6" Simpson SDS screws spaced at 6 "OC. 3) The mezzanine floor joist ledger connection to the walls on grids C & F using 16d nails is an inadequate alternate for the top bearing condition detailed in 5/S-5. Our recommendation to remedy this condition is to install an additional ledger directly below the existing one using an LSLI - 3/4x9- 1 /4ledger with (3)1 /4"x4 -1/2" Simpson SOS screws at each stud at 16 "0C. This will provide adequate support for the floor joists wider the mezzanine design loads. 4) Based on our observations and discussion with the Contractor during our site visit, detail 1/S -6 was not followed for the wall framing along grids C & F at the Meeting Room A -3 at the roof level. Please reference the attached revised detail 1/S-6 showing flu as.built condition and additional framing requirements to maintain adequate structural !traction of the double-sided shear wall. 5) The bottom of the 4x12 cave beams located at the south high roof plan on sheet S-7 may be ripped to match the corresponding bottom of soffit elevation. Ensure a minimum 7 -1/4" beam depth remaining at the cantilever. 6) Our observation noted that the interior end studs for the two SW -2 shear walls shown on the high roof plan on shed S-7 are continuous MI height to the floor level. Therefore, the 13D -5 holdowns for 25 Central Way, Suite 210 Page 1 of2 P. 425.883.1900 Kirkland, WA 98033 F. 425497 -1921 L \ 1 (\ 3 1 1 \ -E ENGINEERS, INC. Professional Sbvcdtral Engineering Services Field Report the mtcdar edge of shear wails are not required. No boldawna are required at the floor level to the concrete foundation wall since adequate dad bade randa. Ilowever, the SW S boidowns should be be installed on the outside cornered studs of the shear walls and moiled to the fame of the supporting roof girder tuna below. Use 2x w eb filler at ate truss webs wheat scythed for utap=7bg. l:s„rt 7) The two M8137 drag straps specified for the doable truss-to-them wan connection along grids C & F at grid 33 may be replaced with a single MS7'4S tap nailed to the top chord of the double Inns and over the reefs eetbiagon the rake wall double top plate. Caster the strap on atejoint between the true and wan: truss �� below the 37 drag truss y�hna led�ffiedde � � the�moftrnss. slotted through the shading cc the grid 4 wan, and =Bed to 3zbiocYmg irate walls on grids C do F. 9) Several issue were raised on are typical abar wall framing throughout the building: D,t& i) For the shear wan piers less than 4'41" wide, the sheathing should consist eft single 4' width sheathing panel oriented verbally such that there are no waticai abutting pond edge within the length of shear wall to avoid any 3z wan stud requirements. For the locations where this hat not &4 where we observed mn)tipla pieces of sheathing in differing conthpu lions. the sheathing should be removed and replaced with single 4:widepanels wither single horizontal abutting panel joint. This joint should be blocked with single 3z blocking per sheer wan acbedttle as required by the D3C. As &result, the multiple 2x jamb studs are adequate to remain ibr the panel edge =ling. For shay walls greater than 4' -0" wide, these will inevitably be one or more vu6cai abutting panel joins. At these pond Joint locations, a single 31 wall stud should be installed for the staggered panel edge nailing per shear wall schedule. Similarly, any horizontal abutting panel jokes required angle 3z blocking. These requirements apply only to sheer wan types �t SW2 and SW -3. u ( L iii) Per structural details 3 & 4/S4, the main wall sole plate sizes should have bean coordinated with the star wall schedule, as sock yielding 3z sole pbdes at an SW -2 and SW-3 walla. This was not observed to be the case for what has ban eamstructed. In lien of removing and replacing the double 2x sole plates observed at the constructed SW -2 and SW-3 char walls, the Contractor may install 1/4"x6" Simpson SDS screws at 4"0C ti the sole plates into the sill pieta below. Plane call with any questions or amts. 25 Central Way. Suite 210 Page 2 oft P. 425.883.1900 Kirtland WA 98033 F. 425497 -1921 X • DIBBLE ENGINEERS, INC. Professional structural Engineering Services DATE: October 12, 2006- add. 10/13/06 JOB#: 05 -150 TO: Brandt McCorkle - Page & Beard FAX#: mccorkle®pageandbeard.com WEATHER: Sunny, 72F FROM: Jeffrey J. Gilliland, P.E. PROJECT: Val - Vue/WD #125 Admin Building NO. OF PAGES (Including 4 Covet): COMMENTS: Dibble Engineers, Inc. (DE) completed a site visit on Tuesday, October 10, 2006, to observe the wall and roof framing currentlyunder construction for general conformance to the construction documents and to address several questions for the Contractor. The following is an itemized discussion of the various issues discussed as well as recommendations for resolution of each issue. Field Report 1. Some of the shear wall bottom plates have experienced mild splitting from the nailing to the foundation wall s111 plates using the 16d common nails as specified in the shear wall schedule. The splitting appears to correspond with the drier bottom plate wood, with little or no splitting observed in the sill plates with high moisture contents, as would be expected. Based on our observations, the magnitude of splitting of the bottom plates is within reasonable limits for the intended structural function and may remain as built 2. Related to issue #1 above with the relative moisture content of the wood framing on site, the Contractor has requested that any truss nailing specified on the piens to use 16d common nails (0.162" x 3 -1/2") be revised to use 0. 131" x 34/4" to reduce the potential for splitting of the truss framing. DEI has reviewed the plans for truss nailing requirements and recommends that the Contractor may substitute 0. 131 "x 3 -1/4" nails for the 16d common nails per pleas if at least 25% more nails we provided. This corresponds to the following where (2)16d are specified, use (3)0. 131 "; where (3)16d are specified, use (4)0.131"; where (4)16d are specified, use (5)0.131". 3. Upon observation of the truss blocking provided between the roof trusses per details 9/S-5 & 7/8.6, the sheathing specified on the face of the truss blocking may be eliminMrd 4. The end rafter in detail 2/5-6 may be re- oriented vertical, eliminating the wedge blocking and allowing for the 2x12 rafters to be coped to bear on the wall top plate. 5. At locations where the shear wall baldown anchor bolts have been bent during installation of the wall filming the anchor bolts should be cut off and new beldam anchor bolts installed using drilled & epoxy anchor bolts of the same diameter and 8" minimum embedment 25Cmual Way, Suite 210 Page 1 of3 P. 425.883.1900 4 WA 98033 F. 425497- -1921 DIBBLE ENGINEERS, INC. Professional Structural Engineering Services 6. The jamb studs installed for the GL1 -1/8x9 headers on grid 5 consist of (l)king and (2)tam studs versus the (2)king and (2)him studs specified on the plans. DES has reviewed this condition to determine adequacy of the as -built jambs at these glulams sad has determined that they are inadequate. The Contractor should install a second king stud fastened to the as -built jambs to provide the flexural strength of the jambs required for design wind. loads. The second king stud should be fastened to the existing jamb with (2)10d nails.ut 12" centers and May be terminated a maxim= of 24" above the bottom plate to facilitate installation of the shear wall holdowns. Provide an A35 clip to the double top plate for the new king stud. DEI also observed that to intermediate double mullion studs (at the 4' locations from each end of the span, where the windows change height) do not continue up to the GI.B header to provide gravity support for a net maximum header span of 12' as called out on the plans. The Contractor should provide double studs at these locations as the COB is not designed to span the fall 20' opening. The double studs should be continuous from bottom of OLB to wall bottom plate. 7. Per our conversation with the Contractor regarding the roof trusses framing into the shear wall on grid 4, between grids C & F (jjust beyond the large girder trusses), due to issues with the truss detailing and tolerance issues, the Contractor may break the sheathing between these 6 or 8 trusses framing directly into the shear wall so that the face of truss heal matches the face of wall studs. Correspondingly, the Contractor ehcnid field nail a 2x6 backer on the truss heal with rod ® 4" centers to allow for shear wall plywood edge nailing into this 2x6 backer each side of the trusses for lateral load continuity. The plywood should be as tight to the truss heal as possible. 8. DEI noted that the six (6) shear wall piers along grid 5 were not constructed to the lengths specified on the architectural drawings and which directly correspond to the design shear wall length's required for our design and meeting code - specified allowable height-to-width (aspect) . . ratios. As built, the shear wall piers do not meet our design lengths and do not meet code allowable aspect ratios. These shear wall piers should be lengthened or rebuilt to meet AT LEAST a 3' - S" +/ - 1!2" solid wall lengths to meet code and meet the structural design requirements. The Contactor may incorporate the necessary jamb stud repairs per Item 86 above with the requirements of this section. Addendum: Upon additional review of the as- ballt shear wall piers along grid 5 by DEI, based on the field measured shear wan pier lengths of (2)4'4 ", (1)3'4", (2)3'3 ", and (1).3'-2" lengths, in onr professional ophdon and judgement, the as -built wall pica are within acceptable tolerances with respect to the aspect ratio limn In this ase, provided that the following anodifcations are made. The (2)4' 4" and (1)3' -4" shear wall piers may remain shear wall designation "SW-2" per our shear wall schedule an S-6. However, the (2)3'-3" and (1)3'-2" shear wall piers should be constructed to meet a new "SW-4" designators per the attached revised shear wall schedule, to replace the original shear wash schedule on S-6. Note that SW-4 remains a single -aided shear wall with tighter nailing and anchor bolt requirements. The anchor bolt 25 Cartml Way, Suite 110 Page 2 of P. 425.883.1900 KG*land, »ti 98033 - P. 425 497 -1911 r DIBBLE ENGINEERS, INC. Professional Structural Engineering Services Field Report requirements can be met by installing additional epoxy anchor bolts throw the existing sill plate with diameter to match die schedule and a minimum 8" embedment into the formdatton wall below. The standard 2 "xt" plate washes should also be provided. Please call with any questions or concays. 23 Central Wayy, Butte 210 Page 3 of 3 Kirkland WA 98033 P. 425.883.1900 F. 425497- -1921 a w J 0 w ctS z U CO J 3 x 0) 0 w REV. SHEAR WALL SCHEDULE ON S-2 DIBBLE ENGINEERS, INC. PROFESSIONAL IMI CHI1tALffi INGSERvsEs r cal l way. aum. 210 =drat WA 93033 (42S) SU -1900 In (C5) 497 -1911 WATER DISTRICT #125 & VAL VUE SEWER DISTRICT JOINT ADMINISTRATION BUILDING 3460 148th Street Tukwila, WA 98168 JOS 05 -150 I DA78 10 -13-06 r "' 7703 invevsr JJG 1 N.T.S. r SK -19 ROOF SHEATHING PER PUN SIMPSON A35 CUPS 0 24'0C Mier 2x6 0 16bt BEARING Pin WAIL MIN (2) 2x6 M40444. STUD POST O EA 4x8 PIP SECTION a Mir sags V • 1' -Di En gas.* 2x BLOCKING OVER 44 EDGE NAILING 2x8 RIM BOARD W/ (3) ISd EA 4x8 WALLfl EDGE NNUNG ROOF SHEATHING PER PUN 2x12 0 16'OC PER PUN 2x12 END RAFTER NAILED 10 EA 5111D W/ (4) 16d PLYWOOD SHEATHING IS SIDE ttly rto A WALL 0 MEETING ROOM (NO WALL 0 SW) EDGE NAILING PER PLAN T /SHEATHING SCALE; 3 /4:1 1 -0 . Sat t A.8. PER 12/S -4 FOUNDATION WALL & REINFORCING PER PLAN FTC PER PLAN FOOTING & REINFORCING PER PUN ALTERNATE HOOKS PER PLAN DBL SIDED SHEAR WALL PER PUN 0 FIRE VAULT ONLY 8011 t NAILING PER SHEAR WALL SCHEDULE FLOOR SHEATHING PER PLAN FLOOR JOISTS PER PLAN VAPOR BARRIER PER ARCH FTG & REINF PER PLAN SECTION AT FIRE VAULT - 'JOISTS PARALLEL ALT. #11: REV. 11/S-4 J01* DIBBLE ENGINEERS, INC. THEE8AONAL fl lllALWLCI 1 IRWIERVOS 25 > t � ° (427) i $ 900 - Pa$2S)' 4974921 05 -150 1 08-24-06 rum JJG laevursr V WATER VVLJE SEW DISTRRICT JOINT ADMINISTRATION BUILDING} Tukwila, 148th 98168 JJ(3 I""` NO1EDr SIC 11 STUDS k SPACING PER PLAN SHEATHING PER STRUCTURAL NOTES OR SHEARWALL SCHEDULE - - - - _;-- -- t - FLOOR SHEATHING PER PLAN • T /SHEATHING EDGE NNUNG FLOOR JOISTS PER PLAN VAPOR BARRIER PER ARCH FOOTING & REINFORCING PER PLAN ALTERNATE HOOKS • PER P TYPICAL 8" STEMWALL W/ JOIST PARALLEL CNU VENEER 0 SIM PER ARCH PLATE CONNECTION PER STRUCTURAL. NOTES OR SHEARWALL SCHEDULE PT 24 (BOTT) + 24 (TOP) REF SHEARWALL SCHEDULE OR REF FINISH GRADE OR PAVING PER ARCH (1)j4 TOP FOUNDATION WALL k REAP PER PLAN COMPETENT NATIVE SOIL OR COMPACTED STRUCTURAL FILL PER GEOTECH REPORT OFFSET it WALL WHERE. OCCURS PER PLAN 0 SIM SCALE 3 /1•1 . -0 ° ALT. #4: REV. 3/S-4 DIBBLE ENGINEERS, INC. EUXISSIONALIMWCTIBIALINC01312210 Uri= 25 210 Lamm& WA L .025) 133-1900 In (CS) -1921 WATER DISTRICT # 125 & VAL VUE SEWER DISTRICT JOINT ADMINISTRATION BUILDING 3460148th Street Tukwila, WA 98168 4 " 05 -150 T OOT 08 -24-06 I DRAWN BY: JIG r `V" 77G I '" NOTED( S1(14 EDGE NAM FLOOR SHEATHING PER PLAN 6 T /SHEATHING A FLOOR JOISTS PER PUN (PERPENDICULAR 0 SIM) FLOOR BEAM PER PLAN VAPOR BARRIER PER ARCH FOUNDATION WALL & REINFORCING PER PLAN SPREAD FOOTING OR RC EXTENSION PER PLAN TYP. • Qi • ALTERNATE HOOKS • WALL DOWELS COLUMN IN EXTERIOR WALL SCALE: 344 -1• -0' CMU VENEER 0 SIM PER ARCH '{ ' TIMBER COLUMN PER PUN SHEATHING PER STRUCTURAL NOTES OR SHEARWALL SCHEDULE (2) A35 CUPS 0 COLUMN BASE, II5-",, ( (1) EA SIDE • "• PT 2x8 (8OTn + 2x8 (TOP) (1) /4 TOP, TYP l( /" -12' WAU. WHERE r OCCURS PER PLAN 0SIN s /Q'I x 10' A.B. 0 48'0C OR REF SHEARWALL SCHEDULE POST PER PLAN W/ 'ACE6' CAP it 'ABE86' BASE ADD'L FTG BARS PER PUN COMPETENT NATIVE SOIL OR COMPACTED STRUCTURAL FILL PER GEOTECH REPORT C ALT. #4: REV. 7/S-4 DIBBLE ENGINEERS, INC. PRIZIERONALIVIRDCRIRALENOD8181MISERVICIII Plod (4� $ 210 Psi (C5 1P8 WATER DISTRICT #125 & VAL VUE SEWER DISTRICT JOINT ADMINISTRATION BUILDING • • 3460148th Street Tukwila, WA 98168 Xs 05-150 r 08 -24-06 I MAIM 1 �` 130 1 wazw " 110 I" SIC-16 From: Brandt McCorkie, Proj Arch To: Rocky McNeill, ProJ Mgr Commercial Structures, Inc Box 68845 13822 First Ave So Burien, WA 98168 -0845 DATE 8/24/06 J08 NO. 05.01 PROJECT WD 125 & ValVue SD RE: Sid Alternate # 11 Post4M• Fax Note 7671 o'1f 9,� 14 ► 7 to el / £b� IFIUM i f cep cam. Def Ca Phone* Phone* Fox /in 787 -risk PAGE & BEARD SUPPLEMENTAL INSTRUCTION 01 ARCHITECTURE & DESIGN PS 910 MARKET STREET KIRKLAND, WA 98033 425. 827 -7850 425.827 -7014 FAX RE: PLAN DOCUMENTATION OF BID ALTERNATE # 11 You are hereby instructed to make the following change(s) to the Contract with the prevision that there shall be no adjustment to the Contract Sum or Time. This Supplemental Instruction shall become part of a forthcoming Change Order: IF HOWEVER, a change in Contract Sum or Time is required, please provide proposal prior to carrying out this Supplemental Instruction. 1) Attached please find SK -1, 2A, 2B, 3, 4A & 4B dated 8/24/06 from Dibble Engineers, Inc. 2) These sketches are intended to graphically indicate the revisions related to Bid Alternate It 11 that was accepted by the Owner per the Contras. 3) Additional details are already included for this Alternate on A.9.2: Details 11 -13. 4) Details 3, 4 & 8 on A -9.2 are deleted. 5) Three additional minor revisions are included in the SKs: a. Add crawlspace access to foundation wall on Grid 3 0 D.5 per SK -1. Per telephone conversation today, Contractor's option to add an additional access to on Grid 4 @ D.S. b. An additional section of concrete stem wall and footing are required on Grids C & F, extending north 3' from Grid 3, as shown on SK -2A & 213. c. Diaphragm blocking and nailing is needed at the Mecb decks per SK -3 over the Hallways. d. Inverted HDs are needed at upper SWs on grid C & F since CMU is deleted per SK-4A & 4B. Architect Brandt Maf'slrk a Date: 8/24/06 Page 1 of 1 .1 —2' 5 cF IN a it . 3S . w,.- 'a i�. Mifil 11 1 1 1 1 1 1 Vatic *ALL . 1 El 1 1 1 1 IL 1 1 ke l 1 3 I `� "I 1 1 i I 1 I I 41 1 1 1 LL 1 DIBBLE ENGINEERS, INC. 115110150NALITRDC19IALm rtiG8EM! fl 01111triabltipsi NA 8033 It (423) 497 -1921 1 1 G� L.. 11 1 1 1 1 1 1 1 1 a SW arm 4 1 E IpS/ I in .� no 1 FR; / j 1 1 1 1 1 1 1 1 1 1 '°`k 05 -150 r 08-24-06 rant 11 I3 s% I d 1 1 ALT. #11: REV. FOUNDATION PLAN ON S -2 AL V DISTRICT JOINT ADMINISTRATION BUILDING 3460 148th SQeet Tukwila, WA 98168 I"�'� 3116"=1' -0"1"lut . SIC 2A 1 1 I I LL J! • 1 1 It Ns/ ITG 1 12 1 1 1 1 1 IQ I 1 1 VAL VUE SEWER DIS JOINT ADMINISTRATION BUILDING 3460 148th Street Tukwila, WA 98168 iLhir • 1 1 1 05 -150 " 08 -24-06 1 1. 1 1 1 1 1 1 1 le 1 1 1 1 1 1 1 1 1 I 1 I I I I I MOM Et JJa asvawsr A.-if r r A L: 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0112 Irl, G 5' f ALT. #11: REV. FOUNDATION PLAN ON S -2 DO 3/16" -1' -0° 1°"R SK -2B 1U2t0 -2 HANGERS. TYP 0 DBL JOIST 5/S -5 BLOCKED O HATCH AMIN 05 -150 r 08-2446 r JJO , ALT. #11: REV. MEZZ FRAMING PLAN ON S-4 DIBBLE ENGINEERS, INC. PICEESSONALID C ZUAALIIHC1NESIIxH0BVJf89 ss i 4 &So 210 NOSS 9t(42 )� 1 ssvawIY VAL SEWER DISTRICT JOINT ADMINISTRATION BUILDING 3460 148th Street Tukwila, WA 98] 68 BO r 3/16"1' 0t * SK -3 • .. 4r l ir Fr lit " t i re ' =C . - s 0 24F V6) BUNDLE 6 0 b 6' Le 1 Nt6x4 THIS ALL 0 4x10 1 407 /2 0 t'r - •D - ATTACH TO : 1T OF SSW /12'PIECE 822 STRUT / M1/4'0. x 1 / 2 Fear bF GIB = - TACK E4 TRUSS TO ALL - NAIL TO 1/w & 8/TRUSS /REF MEZZ FRAMING 1 F OR M EZZANINE FRAMING BELOW OVER TRUSSES OVERFRAMING BY TRUSS MFR 4x6 MT ; lain 1]1 Al !I i `iai� — � ' g11 1 8 1 Al DIBBLE ENGINEERS, INC. MOOMMAL3ROC111EALECKMONOM05 25 Cad WS am. MO n ((4 � -UOO • In (425) 4971921 • 1 1 Its 1 1 05 -150 08 -24-06 !DRAM/411Y: M5T37 .- 1 ALT. #11: REV. ROOF FRAMING PLAN (8-3) JJG 1 11V D1W a7 1 1 sr 11 1 1 1 "PR W''L T 1 :1 , 1 2 PER a� - �•I -- VAL VUE SE DIS JOINT ADMINISTRATION BUILDING 3460 148th Stzut Tukwila, WA 98168 JJG r -01 8aart SK-4B • • ••••t Maaa JORR A 4 _-s - 0 :1 • • 1 !a.WaWMM 1 1 1 iIF miE a! i Iaai. " �t. T�SO e l 4x6 FLAT 1/S -6 DIBBLE ENGINEERS, INC. flOPESSIONALIFTWCTORALIN3DOZGRO SEIVEE4 23 s I.t.. WA 0033 21(42001 A GLB 5 LSL/PSL STUD 0 t2OC PER PROJECT SPE (2)2x5 wALL o1 1 GIB 5 I /8x12 LB 4 8 24F B 1�A 'PP 166 0 ,to_ �ktS t � 4 05 -150 1 1 1 RRAA kid; 1 tam. 3.$K, NT 1 flC&(TR( 1 08 -24-06 I DRAWN °"' 1 r MST37 STRAP 110 ]Rtvuvm Si37 EA TRUES OWALL — NF,L T/WALL & B/TRUSS REF MEZZ FRAMING PLAN ON S -4 FOR MEZZANINE FRAMING BELOW a 1 V8) pi ! ALT. #11: REV. ROOF FRAMING PLAN (S -3) VAL V SEWER DIS JOINT ADMINISTRATION BUILDING 3460 148th Street Tukwila, WA 98168 0 +"'''3/16"-1' -0 "r" SIC-4A DATE 2/05/07 JOB NO. 05.01 PROJECT WD 125 & ValVue SD SUBMITTAL # 39 DESCRIPTION Crawlspace VB PAGE & BEARD DEFINITIONS • • • • REV REJ R &R FAC to p M't ARCHITECTURE & DESIGN PS 910 MARKET STREET KIRKLAND, WA 98033 425 -827 -7850 425 -827 -7014 FAX From: Brandt McCorkle, Architect To: Rocky McNeill, PM Commercial Structures, Inc P.O. Box 68845 13822 -1St Ave So Seattle, WA 98168 -0845 REViewed REJected Revise and Resubmit Furnish As Corrected Revise and/or resubmit only items as required to comply with the review comments. U. REVIEW COMMENTS REV 1) GRIFFOLYN Type -85 reviewed; no exceptions. l� whin N 46 » 6 07191 Resubmittal Not Required Resubmittal Required Resubmittal Required Resubmittal Not Required REC IV ED FEB 1 2.001 BUILDING DEPARTMENT SUBMITTAL REVIEW Submittals are reviewed only for general conformance with the design concept of the project and general compliance with the information given in the Contract Documents. Corrections or comments made on the shop drawings or other submittals during this review do not relieve contractor from compliance with the requirements of the plans and specifications. Approval of a specific item shall not include approval of an assembly of which the item is a component. Contractor is responsible for: dimensions to be confirmed and correlated at the jobsite; information that pertains solely to the fabrication processes or to the means, methods, techniques, sequences and procedures of construction; coordination of his or her Work with that of all other trades; and for performing all work in a safe and satisfactory manner. FAC 1) The Building Inspector Dave Larson has requested copy of this submittal for some reason per Weekly Mtg near beginning of project. Please provide a copy for his file /approval prior to install /purchase. Page 1 of 1 13822 -Ist AVE. ARCHITECT Page & Beard Architects P.S. 910 Market Street Kirkland, WA 98033 General Contractor Review: Date received February 1 2007 It is hereby certified that the material shown and marked in this submittal Is that proposed to be incorporated into the Work under this Contract, is in compliance with the Contract Documents, can be installed in the allocated spaces, and Is submitted for acceptance. COMMERCIAL STRUCTURE % Certified by: Rocky McNeill, Project Manager Date February 1.2007 (Si MMECO 5rs'UCTURES � p 1101I%S . CONTRACTORS GENERAL CONTRACTOR Commercial Structures, Inc. Rocky McNeill, Project Manager 13822 First Avenue South Burien, WA 98168 Subcontractor Commercial Structures Inc 13822 First Avenue So Burien, WA 98168 Manufacturer Reef Industries, Inc SPECIFICATION SECTION Division 7 Section 07191 — Vapor Retarders SUBMITTAL NO. 39 SO. • P.O. BOX 68845 • BURIEN, WA 98168-0845 • 206 -246 -3939 • FAX: (206) 246 -2094 Joint Adtnlnistration Building February 1, 2007 OWNER King County Water Dist. 125 & Val Vue Sewer District 2849 South 150 Seattle, WA. 98168 Architect's Review: " 09/12/2006 16:50 7135074295 REEF SALES TECHNICAL INFORMATION ON GRIFFOLYNe TYPE-85 Griffolyn Type -85 is a 5-ply laminate combining three layers of high density polyethylene and two high - strength cord grids. Crfffo Type-85 is specifically engineered to provide high strength and durability in a light- weight material. NEW IMPROVED PRODUCT! FEATURES • Multiple layers and cord reinforcement resist punctures and tears. • UV stabilization protects the material from degradation during extended exposure to sunlight. • Cold -crack resistance eliminates failures in extremely cold temperatures. • Chemically resistant to withstand exposure without significant deterioration. • Low permeability greatly inhibits moisture transmission. • Flexibility and light weight allow for easy handling and quick installation. • Custom fabrication is available to meet your exact specifications. • High durability allows for significant savings through reuse and fewer replacements. • Class B, ASTM E- 1745 -97 Standard Specification for Water Vapor Retarders Used in Contact With Soil or Granular Fill Under Concrete Slabs. SUGGESTED APPLICATIONS • Pallet, cable reel and drum covers for outside storage. • Floor covers, dust partitions and cleanroom enclosures. • Temporary walls, plant dividers, building enclosures and containment tents. • Architectural vapor retarder for underslab, walls & ceilings and in roofing systems. • Shipping container covers and liners. • Soil covers to control leachate for stockpiles and landfills. • Erosion control and slope protection covers. • Agricultural storage systems, hay covers and windbreaks. • Athletic field and equipment covers. PAGE 02 ti Z Nll W CC li 0 D Z 166 L Z f_A W VEIN 41 ' Call today for technical assistance or to place your ordez 800/231 -6074 P.O. Box 750250 Houston, Texas 77275 -0250 713/507 -4200 713/507 -4295 FAX 09/12/2006 16 :50 7135074295 PRODUCT TESTING DATA TYPE-85 PHYSICAL PROPERTIES AND TYPICAL VALUES Weight D -3776 3" Tensile Strength D -882 Puncture Strength D•4831 PVT Resistance D-2582 Drop Dart D-1709 B Cold Crack D -1709 (mod.) Permeallcc IPorml 013'p, 00% RH E-96 701bs/1000 R' 34.2 kg/100 ma 225 lbt 1000 N 501b( 222 N 40 IV 178 N 1900 g 1900 g • 40 - 40 °C 0.027 grains/hr ft'•in. Hg 1.531 ng/(Pa•s'm7 Property AVAILABLE COLORS Black, Black /White Maximum 170 °F 77 °C ASTM'Rst ORDERING INFORMATION USABLE TEMPERATURE RANGE Minimum -40 °F -40 °C REEF SALES US. Value Metric Value SIZES Standard rolls from 4' x 100' to 40' x 100' in increments of 4' widths are available for immediate shipment. Standard length and width tolerances are xl% (minimum 2 "). Custom sizes up to 150' x 200' and custom fabrication are available to meet your exact specifications. OUTDOOR EXPOSURE Under normal continuous exposure the average life expectancy ranges from 36 to 48 months, depending on color. -env Love; pit wig G• t ar. nasty ° Tho Information pmvldd heroin is Aired upon Ant* b.dievd to b. nliabla.*111M1ing ifp wm d in a.endann with ATM weaned* and ad proum. AO valuer arc typal and npnlnd aM.101011pnnmlr tither minimum or maaunum 'Ottoman= of Me product. Ammo dm n .nfonna!I Is annum, in the Mw of ourbwwledga and being t npngnM M*M m ticn M W°y or guarantee le mach es Me .ulmbillty o r completeness of suds intarmmion. LiMwin. on repuMnMNm of wmmnty nrp tannin, nprn.nrbrow, mnn dmnIAhh hnrrxaar otewin. M male m M roam. appl'sadnn for a pa Neular user. MOOS Raar INDUTRJC°, INC. GRInetLTN I. a n.eee.rd M"drmark of Ref Ins mane, Inn 142 REEF PAGE 03 Page & Beard Architects Attn: BrandtMcCorkle 910 Market Street Kirkland, WA 98033 December 14, 2006 DEI Project #: 05-150 Dear Mr. McCorkle: Structural DIBBLE ENGINEERS, INC. Observation Professional Structural Engineering Services Re: Water District No. 125/Val Vue Sewer District, Joint Administration Building Structural Observation Summary Statement As set forth in Section 1709 "Structural Observations" of the 2003 International Bending Code (IBC), Dibble Engineers, Inc. (DB1), the designated registered design professional in responsible charge of the structural design for this project, is providing the following conclusive statement of completed Structural Observation. DM provided three separate Structural Observation site visits for this project in accordance with our Quality Assurance Plan and in conjunction and coordination with the Architect, in addition to our final Structural Observation site visit on 12/13/06. The three previous site visits occurred on 9/28/2006,10/10 /2006, and on 10/31/ 2006, corresponding to progress on the construction of critical structural elements of the building and to address several construction issues which are documented in our Field Reports for each site visit. A copy of our Field Report from each site visit summarizing our Structural Observations and conclusions is attached for your records. Based on our final review and observation, to the best of our knowledge, there are no unresolved deficiencies relating to our Struchgal Observation reports. In addition to our Structural Observation, DEI completed a supplemental general review of construction relating to the project structural design changes, DEI structural construction sketches, and the City of Tukwila Inspection Record, dated 12/11 /06, during our site visit on 12/13/06. While on site, DEI observed the Contractor in the process of correcting the specific items included in the City of Tukwila Inspection Record, including installation of the mis sing shear wall holdowns along grid 4 (item #1), installation of the TJI blocking, web filler, shear wall anchor bolts, and SDS screws for the mezzanine shear walls (items #2 & 3), installation of the missing SDS screws on the holdown in the NW comer shear wall (item #5), and installation of the missing holdown anchor bolt nut on the south shear wall between grids F & 0 (item #6). The missing holdowns on grid 2 between grids A & B had already been completed (item #4). Eased on our final review and observation, to the best of our knowledSe, with the exception of one additional item observed during our 12/14/06 site visit noted below, there are no unresolved RECEIVED 25 Central Wary, Suite 210 Page 1 oft P 425.883.0 Sb*iand, WA 98033 DEC 5 2OO6F (15.497.191910 1 BUILDING DEPARTMENT Sincerely, r DIBBLE ENGINEERS, INC. Professional Structural Engineering Services Please contact us with any questions or clarifications. DIBBLE ENGINEERS, INC. JeffreyJ. Gilliland, P.E. Project Manager Attashmrmv DEI Field Report, 9/29/06 DEI Field Report, 10/12/06 DEI Field Report (revised), 10 /13/06 DEIFieldReport, /1/06 Structural Observation Statement deficiencies relating to the project structural design changes, DEI structural construction sketches, or City Inspection Records to date. The one additional item relates to the 3x6 mullion studs • installed at the lower south entry header per DEI Field Report dated 11/1/06. Though not spenff rsllyindicatedintheField Report, the mullion studs should have a positive connection to the floor at the bottom and to the header at the top to resist the reactions from wind loading and for general stability. This should be accomplished by installing Simpson A35 clips on each side of each,rmttion stud to the under side of the header above and to the foundation wall sill plate at the bottom RECEi� ED DEC 1 5 ZOOS BUILDING DEPARTMENT 25 Central Way, Suite 210 Page J oft P. 425.883.1900 Kirldanci WA 98033 F. 425.497.1921 Dave Larson - 1375_001.pdf INTERFACE E N G I N E E R I N G DISTRIBUTION: file D1200532005-0273\CommWM 101006Memo OawLDOC Project Memorandum RECEIVED Li 1a - DEPARTMENT 12020 1 13th Ave. NE, Suite 200 KrkhW, WA98034 425.820.1542 OFICE 425.820.1628 FAX SUBJECT/PROJECT: Water Di:6itt # 125 PROJECT NUMBER 2005-0273 TO: Brandt McCorkle Page and Beard 910 Market Street Kirkland, WA 98033 PHONE NUMBER: FAX NUMBER DATE October 18, 2006 FROM: Jim Wright APPUES TO: ® MECHANICAL ❑ PLUMBING ❑ ELECTRICAL ❑ RRENFE SAFETY ❑ TECHNOLOGIES ❑ LIGHTING Crawl Space Ventilation: The foundation walls of the crawl space am insulated as described in the architectural drawings. Rather than provide a natural ventilation system, we propose to provide a mechanical ventilation system to condition the space. Section 406.1 provides for the design of a mechanical ventilation system at the rate .02 am per square foot. The Washington State Ventilation Code requires that we provide a minimum amount of OSA for proper indoor air quality. The bulding I-IVAC system design calls fora minimum of 1820 CFM am in the building. The exhaust systems are designed to exhaust 1396 CFM. The difference is 425 CFM, which pressurizes the building. The design calls • for 200 CFM of that air to be supplied to the crawl space which is then relieved to the exterior. That still leaves 225 CFM for building pressurization. The system on this project provides that 200 CFM will be continuously supplied to the space during occupied hours (an average of 10 to 12 hours per day). This quantity calculates to be .024 CFM per square foot, slightly more than the IMC requires for mechanical ventilation. It is our opinion that this method will provide a superior system to natural ventilation and will assure a dry erwironrnent in the crawl space. The air in the crawl space will be releved through PVC relief vents. Page 1 of 1 From: Error! Contact not defined., Proj Arch To: Rocky McNeill, Proj Mgr Commercial Structures, Inc Box 68845 13822 First Ave So Buden, WA 98168 -0845 DATE 10/18/06 JOB NO. 05.01 PROJECT WD 125 & Vawue SD RE tl24WLSPACE I-WAC Dave Larson - 08 Supplemental Instruction.pdf PAGE & BEARD ARCHITECTURE &DESIGN PS 910 MARKET STREET KRKLAND, WA 98033 425-827-7850 425-827-7014 FAX SUPPLEMENTAL INSTRUCTION 08 You are hereby instructed to rake the following change(s) to the Contract with the prevision that there shall be no adjustment to the Contract Sum or Time. This Supplemental Instruction shall becorre part of a forthcoming Change Order IF HOWEVER, a change in Contract Sum or Tirre is required, please provide proposal prior to carrying out this Supplemental Instruction. R E: REVISION PER FIRE MARSHAL & BLDG INSPECTOR TO C R AWL SPACE DUCTS 1) See attached memo and Interface sketches SK - - and wall section showing added relief vents, dated 10/13/06. 2) The two 6" ducts originally shown crossing the Firewalls on Grids C & F are now routed down through Mech Deck to avoid passing through said Firewalls. 3) The Firedaners called out on M2.1 will be changed to floor mount type and rroved to the floor. 4) Two relief vents will be added to the east and west end of the crawlspace per the wall section sketch attached. Architect Brandt McCnrkle Bate 10/18/06 Rye 1 of 1 Dave Larson P-100 75% - D pdf n a . 2-vetrs" ;7.71.t 7 er li"" - atn. CM GE GO Gm GE LC Tin !Mania.' au D I. NW NMI 'WS Pa= Ire %se 7i 111 I IMO Sli 212 GEE r (I :141;.;;: l'-100 Dave Larson - 1375.001.pdf Come* 12020 1118 Mei& Jim Wright Sine 200 Project IGvHOe6, WA 98034 2005 -0273 425.820.1828 P INTERFACE ENGINEERIN C i6 y Edit G MAIN FLOOR PLAN - KVAC SW /MOM 112.1 rY19GN NUR WATER DISTRICT #125 & VAL VUE SEWER DISTRICT JOINT ADMINISTRATION BLDG. PROJECT 8480 148TH STREET 1UKW1l4 WASHINGTON 981138 1! RL ISMS n fit eta 10 -13-06 SK1 Dave Larson - 1375 001.pdf 2" VTR m CD 14x14 2 V DN 3/4" CD 3/4" NW 2" V DN 2" FD_2 3/4" CD , 00 FC -5 FC -6 =ilk MEZZ. II; 18x14 11D r�� 20x16 16 "e 20x20 14x14 14x20 3/4" CW 1/2" HWR MEZZ. MEZZ. Wt-1. EL-1. CP-1 d4 INTERFACE ENGINEERING C /ling (nylonnrn Contact 12020 113th Melt. Jim Wright Suite 200 Project: IGman4 WA 98034 2005 -0273 425220.1542 r* "` ENLARGED FLOOR PLAN MET MOM 113.2 10401 Oro WATER DISTRICT 1125 & VAL VUE SEWER DISTRICT JOINT ADMINISTRATION BLDG. PROJECT 3460 148TH STREET TUKWILA, WASHINGTON 321168 1/4 ".1`- wn D1 RI. 022103 W DAR 10-13 -06 SK -3 Dave Larson - 1375 17 6 "4 DUCT TO CRAWL SPACE. ADJUST TO 100 CFM. 1 ¼\% %_2n VTR ©® CO FC 1 - MEZZ. N 16x16 /4" CD MEZZ. ®16x14 ■18x14 24x22 18x18 2" V DN 2" FD-2 ® 0 20x - 1 iE 14'4 Fr ELE C.' E . ■ 20x20 ! � I 16216 FIR VAULT / � 14212 • F i ®O SIRE 3/4" CW 1/2" HWR 3/4" HW 3/4" CD MEZZ. 16x14 WH-1, EL—A. QE -1 1NTERFACE ENGINEERING Consulting Eno ca 181 12020 117111 MaME. J1m Wright Sole 200 Project *Vont 9A 98034 owe ,2005 -0273 425.6211542 XXX ENLARGED FLOOR PLAN Slur ■10fXaa wz2 MCA NNE WATER DISTRICT #125 & VAL VUE SEWER DISTRICT JOINT ADMINISTRATION BLDG. PROJECT 3460 148TH STREET TUKWILA, WASHINGTON 98168 1/4 :11 -0" MAIM If NECKED if out 10 -13 -06 SK 2 [Dave Larson - 1375_001.pdf IETAL FABRICATED .OUVERED GABLE VENT, TYP OF (2) 15 MIL VB THROUGH OUT ENTIRE CRAWLSPACE 'EC; RUN UP AND OVER ALL CONC fTGS AND WALLS TO ANY WD CONSTRUCTION. II G' I ,,II,I",,,— %Iti %. _ / /'1 wARN Ant ‘,e4-...0 VG 12' PvC PIPE (aeUEF ve►sr monut Quo& Y LvCAllu o 0 „ 6 R4 P 4 and, ota uv a dozo CR AU) I 4 SPP;CE RELIEF VE 5 Job Truss Truss Type 16 4 Py COmmeralel Structured J80988104 T02 -REV MONO TRUSS 1 Wed LM PLATES GRPP 7CLL 30.0 Job Release (cabap Weld Offsets (X.n: 110:424,0-2-01 LOADING (psi) SPACING 2-0-0 x51 DEFL in (oc) Wed LM PLATES GRPP 7CLL 30.0 Plates Increase 1.15 TC 0.88 Venal) - 0.12 8-10 >999 240 MT20 185144 TCDL 9.0 Lumber Increase 1.15 BC 0.45 Vet(TL) -024 8-10 >099 180 BCLL 0.0 Rep Stress Inca YES WB 1.02 Harz(TL) 0.04 7 rVa Na BC01- 7.0 Code IBC2003 (Matrix) Weight 1181b 4-2-12 42.12 12 -1-0 7.10-4 0 LUMBER TOP CHORD 2X4 HE NO.2 BOT CHORD 2X4 HE No2 WEBS 2 X 3 SPF Sl dl8 J Except' 472X4 HE No2,2 -102 X 4SPF Stud/Sid, 3-8 2 X 4 SPFSatdIStd 5.7 2 X 4 SPF SmNStd 19-11-4 7 -104 BRACING TOP CHORD DOT CHORD WEBS REACTIONS (Iblsize) 7 =1054lMethadcal, 11 =1498 Max Harz 11*221(LC 4) Max Up187a94(LC 3),11=- 192(LC 5) Max Grev7=1206(LC 7), 11m022(LC 7) FORCES (b) - Maximum CompraaiwuMadrnum Temin TOP CHORD 1.12•61923, 1-2•471288, 2-84- 1786/105, 3.4=- 1377180, 4S-1222/107, 54.-133/63, 47=- 289/48 SOT CHORD 11 - 12-- 18592,10 206/43, 410-- 137 / 1818, 8.94- 13711816, 7448/1242 t_,7 WEBS 2- 11=-1493/ 182, 2-11128/1844, 3-10e-304/84. 384498/57, 54=0 /888, 5-7=- 1548 D7/a.ese4f C e I, lMkw Le1 134 e Nov 182096 MTek IndusMee, me Mon Feb 1906:38:537A%f'7 Page1 650 IV NOTES 1) Wind: ASCE 7-02; 85mph; h=251t TCD1 BCDL =a0pet, Category N; Exp B; enclosed; MINERS; candiever left and right exposed ; end ventel left and rlghl exposed: Lumber DOL=1.33 plats grip [JCL-1.33. 2) This ease has been designed for a 10.0 pef bottom chord We road nnconcu rent MIA any other be bads. 3) This buss M designed In accordance with the 2003 International Budding Code section 23081 ail referenced standard ANSVTPI 1. 4) This toes has been designed for a 4* spritNa Yoe of 250.Ob Ire and 115.01, deed located at 8-0-12 from right along the bosom chord. Hang the sprinkler from every 3rd mss (G Ton center). LOAD CASE(S) Standard 2840 8.0.12 3 II Scale -1:535 6 Structural wood sheathing &ecly ep9Yed or 34-9 oc purling. except end verticals. Rigid ceding dire* applied or 176000 bracing. 1 Brace at mldpt hU EIVED MAR 12 2007 DE PARTME ' EXPIRES 12-7-2007 WARNING- Verily design parameters and READ NOTES ON THIS AND COVER PAGE BEFORE USE. This design Is based only upon the parameters shown, and is for an Individual building component to be installed and loaded Si the plane of the truss. Applicability of design parameters and proper Incorporation of component is )h4'" responsibility of be building designer. The bracing requirements shown are for lateral stability 01 mdMduat members. The bracing design is be responsibility of the building designer. Additional temporary bracing to blare stability during construction is the responsibility of the erector. For general gulden regarding fabrication, qua14 4 - control, storage, delivery. erection. and bracing, consult ANSIRPII Quality Criteria, DSB-89 Bracing Uon, and 80341 Building Component Safety Information available from Truss Plate Institute, 583 D 130ve, Madison, WI 53719 and Wood Truss Council of America (woodtruss.com). 1 Se/ -C -LY MNTY TM/I (380) 757.8500 (360 )-757-0758 Fax 4s Job Tnes Truss Type la J Fty Commercial Strudurals J6098810A T08 -REV COMMON 1 Job Rdawra (opsone0 3x8 = Plat Offsets LOADING (Psi) TOLL 30.0 (Roof Snow30.0) TCDL 9.0 BOLL 0.0 BCDL 7.0 LOADCASE(S) Standard 3.50 12 458 45.8 8.13 8.1-3 0(.Y): 14:031,0-1 -91, 14:033,Edgel E003 = 4x4 II See note S t 5 3x4 = LUMBER TOP CHORD 2X4HF Not BOT CHORD 2X4HF Not WEBS 2 X 3 SPF Stud/Std Except' 1-0 2 X 4 SPF Stadlsd WEDGE Right 2 X 4 SPF Shd Sbi REAC110NS (Wake) X723/63. 8,4 Max Hoa6= -64(LC 5) Max UpBl6=♦1(LC 8), 4=53(LC 8) Max Orav8=723(LC 1), 4=978(LC 3) FORCES (6) - Ma,dnxun Compression/Maximum Tension TOP CHORD 1 -2 - 175/35, 2a.-1518/94, 3-0 1.6 - 293736 BOT CHORD 546.5/747, 4-@- 9711911 WEBS 2.5*- 241863, 3-54-731/100, 2-8 - 958/78 10-2 -11 583 500 s Nov 182006 M1*IMuYies, se. Man Feb 190650:03 1.514 4% 3 16-1-0 7 -11 -13 NOTES 1) Wirdi ASCE 7-OZ 85mph: *251t TCDL=42pst, BCOL =.Opst Category IV; Exp B: enclosed: !MFRS; cantilever left and rigid exposed ; end vertical left and light exposed: Lumber 001 =1.33plae grip D011.33. 2) Try r • ASCE 7-0Z Pfi30.0 oaf (flat 1001 snow); Category N: Eop B: Fully Exp.; Ct= 1 3) Unbalanced snow loads have been mnsidered for tlde design. 4)11W buts has been designed for .10.0 pre bottom chord We load nalconalrrent vAth any other Nye loads. 5) TNs buts Y designed In accordance wflh the 2003 International Building Code section 2306.1 and referenced standard ANSVIPI 1. 8) 7hds buts x81 support ductwork hap horn ether the bp or bottom chords. The welglt of the ductwork not b exceed 200 pounds per three (3) busses. 18-1-0 5-10-5 PLATES GRIP 1(120 165144 Weight 531b Scale =127.5 4 4x6 = 3B II SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Strew Ina YES Code tC2003r1P12002 Col TC 0.98 BC 0.65 WB 0.89 (Matrix) DEFL ki (lac) Vda8 LM Vert(LL) -0.13 4-5 >999 240 Vert(TL) -026 4-5 >719 180 Horz(TL) 0.04 4 Na Na BRACING TOP CHORD Structural wood eheamitg directly applied or 335 oc purlire, except end verticals. BOT CHORD Rigid ceiling directly applied or 1005 oc bracing. I EXPIRES 12-7-2007 WARNING- Verily design parameters and READ NOTES ON THIS AND COVER PAGE BEFORE USE. This design is based only upon the parameters shown, and Is bran Individual building component b be Installed and loaded in the plane of the buts. Applicability of design parameters and proper incorporation of component M the responsibility of the bulling designer. The bracing requirements shown are for lateral stability of k,dMdual buss members. The bracing design is the responsibility of the bulldog designer. Additional temporary bracing to insure stability during construction M the responsibility of be erector. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult ANSIRPII Duality Criteria, DSB-89 Bracing Specification, and BCSI1 Building Component Safety IMonoaWn 'walkable bout Mut Plate institute, 583 D'OnoMo Drive, Madison, WI 53719 and Wood Taos Council of Amides (woodtruncorn). !t /- ■(Jfln TY I KISS (360)757.8500 (360 )-757.8758 Fax OM 1 -pages II A Envelope Requirements (enter values as applicable) Fully heated/cooled apace Minimum Insulation R- values Roofs Over Attic For Building Depamr FILE FILE R -30 All Other Roofs Applicant Address: p 0,130..dc 68 141 SI5471 - - : ' - R -21. Opaque Walls' R -19 Below Grade Walls R -10 Floors Over Unconditioned Space NA Slabs-on -Grade NA Radiant Floors NA Maximum Madam Opaque Doors 0.600 Vertical Glazing 0.550 Overhead Glazing 0.700 Maximum SHGC (or SC) Vertical/Overhead Glazing 0.450 Project Info PmjectAddress Rater District 8125 6 VAL VIM Serer Diet. Date 3860 168th at For Building Depamr FILE FILE sutriue, 1A 98168 Applicant Name: wawa Dt4T. �1Z� Applicant Address: p 0,130..dc 68 141 SI5471 - - : ' - Applicant Phone: 425 r 242 — 9 S f, Envelope Summary 2004 w..webn State Noaald.rSI Energy Cods Campine Fame Project Descri ptio Compliance Option 004 Washin ton State Nonresidential Ene • Code Com•liance Form Climate Zone 1 A..ew Building Space Heat Type Glazing Area Calculation Note: Below grade walls may be Included In the Gross Exterior Wall Area If they are Insulated to the level required for opaque walls. Concrete/Masonry Option 1 ;Electric resistance Total Glazing Area (rough opening) (vertical & overhd) 1162.0 O yes Ono Sarni- heated space' Minimum Insulation R- values Roofs Over Seml- Heated Spaces' J ' A ly wrth 1. Assemblies with metal framing m ust comp overa 2. Refer to Section 1310 for qualifications and requirements Notes: iMteration Nt rescriptive rTh.dmponent Performance (See Decision Flowchart (over) for qualifications) II U-factors _ hange of Use iystemsAnaysis O ka other (see over for definitio Electronic version: these values are automatically taken from EMI Gross Exterior divided by Wall Area times 100 equals 6830.0 X 100 = Check here if using this option and if project meets all requirements for the Concrete/Masol See Decision Flowchart (over) for qualifications. Enter requirements for each qualifying as below. Wall Description (including Insulation R -value & position) 11 11u' :1 M Ilr Minn Ii 1 kwlla Opaque Concrete/Masonry Wall Requln Wall Maximum U -factor is 0.15 (R5.7 conti C MU block walls with Insulated cores coml t project qualifies for Concrete/Masonry Option, lis HC *9.0 Btu/11 below (other walls must meet 01 requirements). Use descriptions and values from 1 In the Code. CITY RECEIVED MAR 2 02006 PERMIT CENTEf1 Envelope Summary (back) ENV -SUM 2004 Warglon Stela WIPESIN Energy Cods Campine Fame Decision Flowchart for Presedptive Option Use this flowchart to determine O project qualifies for the optional Prescriptive Option. If not, either the Component Periamance or Systems Analysis Options must be used. 1302 Space Hat type: Forth pupae of dstenninils3 Wrani analogs regiremant , the folb*Yq Iwo cameras candela. W apace Satre lypea Other: M other space heeling systems rdudyq pas, adld Nst, 0, rid propene Svcs Sating systems and those systems eta in is aapdon to .Mddk resistance. (o0akaed at Wit) M Insulation Installed? Below Grd Wall (ext) Below Grd Wall (oth) Roof Over Attic M Other Roof Raised Floor Slab-On-Grade Radiant Floor Opaque Dow R.10 R-19 R-30 R -21 R -19 R -10 R -10 U-0.80 oj 4 L N Yes Mass Wag Insulation Req Mass Wall U0.151R5.7c1 CMU Block Ina Cass Wood Frame R19 Metal Framed R19 2004 Washi on State Nonresidential Ene Code Com • fiance Form Climate Zone 1 Yes Yes Glazing Criteria Met? Glazing Vert OH Area % UVal UVal 030% 0.55 0.70 30-45% 0.45 0.80 >45% Not Moved SHGC 0.45 0.40 Yes OS Glazing Crxeda Met? Glazing Area % 0-30% >30 Vert OH UVal UVal SHGC 0.40 0.80 0.40 Not Allowed Prescriptive Yes Path Allowed Yes Component Performance or Systems Analysis Required Electric Resistance: Specs heating systems which um electric resistance .Incas n the primacy lusting system including baeooad, radiant. and forced V units when In ton .Mark: resistance Mal capacity exceeds 1.0 Wt' a the gram conditioned floor area Hcspdon: Mist tamps and terminal theft resistance heeling N vrlsae W vwksrw distribution systems. t M Insulation Installed? Below Gras Wag (ext) Below Ord Wan (oth) Roof Over Attic M Other Roof Raised Floor Slab- On-Grade Radiant Floor nrom'+ Door Wood Metal R -10 R -10 R -19 U -0.082 R-38 U -0.031 R30 U -0.034 R-30 U -0.029 R -10 R -10 R -10 R -10 U -0.80 11 -0,11n Mass Wall Insulation Req Mass Wall U0.15IR5.7c1 CMU Block Ina Cores Wood Frame R19 Metal Framed U0.082 Concrete/Masonry Option* Assembly Description Wall Heat Capacity (HC) Assy.Tag HCe Totals Area (sf) Area weighted HC: divide total of (HC x area) by Total Area HC x Area Revised May 2005 *If the area weighted heat capacity (HC) of the total above grade wall Is a minimum of 9.0, the Concrete Masonry Option may be used. "For framed walls, assume HC =1.0 unless calculations are provided; for all other walls, use Section 1009. Project Address Water District 1125 4 VAL VOL Sown Dist. Date 3/18/06 Space Heat Type �leddc resistance CAII other For Building Department Use Glazing Area as % gross exterior wall area 17.0% Prop. 1 45.0% Max.Target Concrete/Masonry Option Des »o Notes: If glazing area exceeds maximum allowed In Table, then calculate adjusted areas on back (over). Building Component Ust components by assembly ID 8 page ft Proposed UA U -factor x Area (A) = UA (U xA) Target UA (-factor x Area (A) = UA (U x A) 1 ED 3 o U= Plan ID: U= Plan ID: U= Plan ID: U= Plan ID: U= Plan ID: U= Plan ID: U= Plan ID: 1162 0 0.550 1162.0 639.1 Glazing % Electric Rota " Other Heating 0 -3096 ' 040 .0.55 >30-45 % , see note above . 0.45 g i 4 c7 g £ Q $ 6 UP Plan ID: U= Plan ID: U= Plan ID: U= Plan ID: 0.700 Glazing 14 >30 „ Electric Resist; Other Heating see note above 0.6 i £ 0 U= Plan ID: U= Plan ID: U= Plan ID: U= Plan ID: 0.700 ,f p R 6 U= Plan ID: U= Plan ID: U= Plan ID: 0.600 , Electric Resist , Other Heating 0.80 0.60 1 z ` R= Plan ID: R= Plan ID: Plan ID: 0.036 , Electric Resit. - Other Heating " S g cc R= Plan ID: R= Plan ID: R= Plan ID: 0.046 : Electric Resist. Other Heating ...... .0.034 0.046 , : # S R= Plan ID: - R= Plan ID: R= Plan ID: R= Plan ID: R= Plan ID: R= Plan ID: R= Plan ID: " Note: sum of Target Areas here should equal 5668.0 Target Opaque Wall Area (see back) ** ** Electric Resist 'Other Heating Frame -Wd 0.082 . 0.062 Frame - Mt : 0.062 - 0.709 +r see mass wall Criteria A 0 g R= Plan ID: R= Plan ID: R= Plan ID: Note: if insulated to levels required for opaque walls, list above with opaque walls - 'Electric Resist° Other Heating Int Ins .: 0.062.. mom - -- Ext Ins .: - ... " ' - 0.07 .• . ' 0.07 e 1 L _ R Plan ID: R= Plan ID: R= Plan ID: R= Plan ID: 0.056 'Metric Resist Otherlieatng 0.029 0.056 ,. I a o I e a R= Plan ID: R= Plan ID: R= Plan tD: R= Plan ID: 0.540 ., Electric Resist. Other Heating (see Table 13 for radiant floor values) 'For CMU walls, Indicate core lnsulatbn material. Totals) 6830.0 Totals' 1162.0 639.1 Envelope UA Calculations Climate Zonel ENV -UA 2006 va.nrda, Shat.aanoW rOM&s Cos.Ca miens To comply: 004 Washi • on State Nonresidential Ene •, • • e Com • fiance Form 1) Proposed Total UA shall not exceed Target Total UA. 2) Proposed Total Area shall equal Target Total Area. Raised May 2006 ADJUST TARGET WALL ARE Glazing List components by assembly ID 8 page a Proposed SHGC SHGC* x Area (A) a SHGC x A Target SHGC SHGC x Area (A) a SHGC x A I wino ID: ID: ID: ID: ID: ID: 0.650 1162.0 522.9 Glazing % Electric ResISt. Other Heating 030% - 0.4 0.45 >30- 45 %..: 'not allowed 0.4 Mote: Manufacturers SC may be used in lieu of SHGC. Totals( Totals, 1162.0 522. Climate Zone 1 ENV -SHGC 2001 VAwhi gton State Nava&aa1Ml Erwgy Cods ComMisnn Fame For compliance: Proposed total SHGC x A shall not exceed Target total SHGC x A NOTE: Since 1997 SHGC compliance for vertical and overhead glazing is allowed to be calculated together. Target Area Adjustment Calculations N the total amount of glazing area as a % of gross exterior wall area (calculated on ENV -SUM1) exceeds the maximum allowed In Table 13.1. then this calculation must be submitted Use the resulting areas in the Target UA and SHGC calculations above. Glazing Area Opaque Area Bross txtenor was Area 6830.0 3073.5 I Roofs over Attics Other Roofs Wass) 004 Wash' . ton State Nonresi s ential Ene : Code Com r fiance Form Proposed Areas: Numbered values are used in calculations below. Roofs over Attics Other Roofs Walls OG- 0G- VG= 1162.0 5668.0 X Max Glazing Area (Table 13-1) 45.06 1 Target OG Area In Roofs over Athos 100 Masser 3073.5 Max OG Remaining = I 3073.5 I — Maximum largo Glazing Area = I 3073.5 I Target OG Area In Other Roofs Messer 3073.5 Target VG Area = l 1162 '.0 .� e Area Pro f at Target 00 Arse!' Target Opaque Area Proposed Opaque Area Proposed VO Area Target VO Arsa Target Opaque Ares 5668.0 1 + I 1162.0 I — I 1162.0 I = 1 5008.0'.,.I Note: If there is more than one type of wall. the Target VG Area may be distributed among them. and separate Target Opaque Areas found. N the Target Areas for Opaque Walla listed on the front must equal era total calculated here. Target values In shaded boxes are used M the applicable Target UA calculations on the front. Target VG Area and Total Target 00 Area an Sso used in the spp8able Target SHGC calculations above. R..u.d May2005 Note: OG = overhead glazing VG • venial glazing For Target OG's. the lesser values are used both here and below. I Error in Areas 1 /l/.. it: 1111.1 • ••/ • 1 • I Building Permit Plans Checklist • ' .• 11 • • 1 el' • all Project Address Water District 1125 L VAL VOX Sower Dist. The following information Is necessary to check a building permit application for compliance with the building envelope requiremen Washington State Nonresidential Energy Code. Applicability (yes, no, n.a.) Code Section GENERAL REQUIREMENTS (Sections 1301 -1314) 1301 1302 1310.2 Component Scope Space heat type: Semi-heated spaces Information Required Unconditioned spaces identified on plans if allowed If "Other, indicate on plans that electric resistance heat is not allowed Semi - heated spaces identified on plans if allowed Date Location on Plans M. 0.1 tki fatfr 20011VIshington State No neieential Energy Code Commence Ferns 1311 Insulation 1313.1 1313.2 1313.3 1313.4 1313.5 1314 1314.1 1314.2 1314.3 Vapor retarders Roof/ceiling vap.ret Was vapor retarder Floor vapor retarder Crawl space vap. rat. Air leakage Bldg. envel. sealing Glazing/door sealing Assemb. at ducts PRESCRIPTIVE/COMPONENT PERFORMANCE (Sections 1320 -23 or 1330 -34) Envelope Sum. Form Indicate vapor ratardens on warm side Indicate vapor retarder on root section; Indicate vap. retard. with sealed seams for nor, -wood struc. Indicate vapor retarder on wall section Indicate vapor retarder on floor section Indicate sbc mil black poyathylene overlapped 12" on ground Indicate sealing, caulking, gasketing, and weatherstripping Indicate weatherstripping Indicate sealing, caulking and gasketing Completed and attached. Provide component performance worksheet if necessary A -3.4 A "3. x,-3. A-to A- o.0 1313 Moisture control N "no" Is shown for any question, provide explanation: is in the 1311.1 Insut installation Indicate densities and dearances h. --3 • Z 1311.2 Roof /ceiling insul. Indicate R -value on roof sections for attics and other roofs; Indicate clearances for ask Insulation; Indicate baffles If save vents Installed; Indicate face stapling of faced batts A. 3. Z/ A - 1311.3 Wall insulation Indicate R-value on wall sections; Indicate face stapling of faced batts; Indicate above grade exterior Insulation Is protected; Indicate loose -fill we insulation far masonry walls as nectar 7 /1' t :7 Indicate heat capacity of masonry walls If masonry option b used F73; 1311.4 Floor insulation Indicata R -value on aoor sections; Indicate substantial contact with surface; Indicate supports not more than 24" 0.0.; Indicate that insulation does not block airflow through foundation vents A -2.4 77 1311.5 Stab-on-grade floor Indicate R -value on wall section or foundation detail; Indicate slab Insulation extends down vertically 24" from top; Indicate above grade exterior Insulation is protected A -O.O 1311.6 Radiant floor Indicate R -value on wall section or foundation detail; Indicate slab insulation extends down vertically 36" from the top; Indicate above grade exterior Insulation Is protected; Indicate Insulation also under entire slab where req'd. by Official / t 1312 Glazing and doors Provide calculation of glazing area (Including both vertical vertical and overhead) as percent of gross wall area 4.410 1312.1 U- factors Indicate glazing and door U- factors on glazing and door schedule (provide area-weighted calculations as necessary); Indicate if values are NFRC or default, if values are default Men specify frame type, glazing layers, gapwidth, have coatings, gas fillings A A - 0.0 1312.2 SHGC & SC Indicate glazing solar heat gain coefficient or shading coefficient on glazing schedule (provide area - weighted calculations as necessary) A. O.O /l/.. it: 1111.1 • ••/ • 1 • I Building Permit Plans Checklist • ' .• 11 • • 1 el' • all Project Address Water District 1125 L VAL VOX Sower Dist. The following information Is necessary to check a building permit application for compliance with the building envelope requiremen Washington State Nonresidential Energy Code. Applicability (yes, no, n.a.) Code Section GENERAL REQUIREMENTS (Sections 1301 -1314) 1301 1302 1310.2 Component Scope Space heat type: Semi-heated spaces Information Required Unconditioned spaces identified on plans if allowed If "Other, indicate on plans that electric resistance heat is not allowed Semi - heated spaces identified on plans if allowed Date Location on Plans M. 0.1 tki fatfr 20011VIshington State No neieential Energy Code Commence Ferns 1311 Insulation 1313.1 1313.2 1313.3 1313.4 1313.5 1314 1314.1 1314.2 1314.3 Vapor retarders Roof/ceiling vap.ret Was vapor retarder Floor vapor retarder Crawl space vap. rat. Air leakage Bldg. envel. sealing Glazing/door sealing Assemb. at ducts PRESCRIPTIVE/COMPONENT PERFORMANCE (Sections 1320 -23 or 1330 -34) Envelope Sum. Form Indicate vapor ratardens on warm side Indicate vapor retarder on root section; Indicate vap. retard. with sealed seams for nor, -wood struc. Indicate vapor retarder on wall section Indicate vapor retarder on floor section Indicate sbc mil black poyathylene overlapped 12" on ground Indicate sealing, caulking, gasketing, and weatherstripping Indicate weatherstripping Indicate sealing, caulking and gasketing Completed and attached. Provide component performance worksheet if necessary A -3.4 A "3. x,-3. 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Btedorjoib arotrd win:lows and doorturesopai'gsbetvem yet ardfoudaicnl between wall and todad wal pails: apatgs atperakaf onsd a antes tioughwdelocria, and roofs;axfal dher cpeiigs titre bu li ge ualopeatal caused, goskebd,orveWhemt ppedblmt at leakage 1314.2G/82ng and Doom: Doers at operate gazing aparafngcardfaidfpm ricardorredspace &1Ste weattislddppectFbedwidovs ttalbelgtt ftkgviglass res by sops Wth sealatar calling all amid Brceplort Opertgstataerqutedtobete resistant 13143BUdfgMsemblesthedas Dots crReruns Biting assemlies usedasdodsaplenuns dal be sealed, caked, and gaacebd to lmtat leakage Compliance Form s - Ova- o DIB¢LE ENGINEERS, IN Professional Structural Engineering Services FILE COPY April 21, 2006 Pr-^" ri- Mr. Bob Benedicto, B11ilding Official City of Tukwila, Dept of Community Development 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 co: Philip Brazil, P.E., S.E. Reid Middleton, Inc. 728 134' Street SW, Suite 400 Everett, WA 98204 • c. Building Department Response REVIEWED FOR CODE COMPLIANCE ' ¢enon',Fp MAY ? 6 1006 qty Of Tukwila RIJTLDTNC MITSTON Re: Structural Plan Review for King County John Administration Building (D06 -086) AEI Project: 05-150 Thank you for your thorough structural design review and comments. Dibble Engineers, Inc. received the structural plan review comments by Reid Middleton for the City of Tukwila and is providing the following itemized responses corresponding to the review letter. STRUCTURAL - General 1. Reference Quality Assurance Plan table on sheet S -6. Table has been revised to include the required masonry special inspections. 2. Reference Structural General Notes on sheet S -1 under "Cast -In -Place Concrete" and "Reinforced Unit Masonry" sections. 3. Reference revised Quality Assurance Plan table on sheet S -6. Masonry special inspections have been added. Note that the "Tests and Inspections" section of the structural notes on S -1 references the Quality Assurance Plan on sheet S -6 for all tests and special inspections required for the project and the table specifies the type of special inspection and/or testing requirement for each material or system. 4. Design Loads in structural notes have been revised to include a 100 PSF Live Load at Meeting Room A -3. Also see supplemental floor joist calculation for this load, pages SUPP- 1 thru SUPP -4. 5. Structural observation note has been revised in the structural notes to include structures with Seismic Use Group III classification. 6. See note (1) under "Reinforced Unit Masonry, Quality Assurance:" for the note on concrete masonry unit compressive strength verification. 7. Reference revised structural notes. The remainder of the wood framing notes after "Engineered Wood Products ", was inadvertently excluded from our original submittal. A viewport in AutoCAD has been added to include these missing wood notes, which includes reference to fastener finishes in pressure- treated wood. 8. Reference revised structural notes for correction. 9. Reference revised structural notes for correction. 1 OO• Otto 25 Central Way, Suite 400 Page 1 of 2 P. 425.883.1900 Kirklan4 WA 98033 F. 425.497,1921 DIBBLE ENGINEERS, INC. Professional Structural Engineering Services STRUCTURAL - Foundation Building Department Response 10. The spread footings are intended to fall under the typical 2' -6" square footing shown ' elsewhere. However, for clarification, we have added the footing specifications to the foundation plan at these two locations also. The net soil bearing pressure under these footings is: ( 12,870# / (2.5'x2.5')] = 2,059 PSF < 3,000 PSF allowable. 11. Reference revised foundation plan. Similar 3' -0" square footings at the other ends of the girder trusses were inadvertently excluded from these locations at the opposite end (interior end) on plan. The footings have bee added to support the girder truss reactions - see our original calculations submittal, page G -29, for this calculation (max reaction = 26,500 #). STRUCTURAL - Vertical 12. All MBHA hangers have been deleted. Reference revised foundation plan showing footing extensions at these locations with similar detailing to 10/5 -4 for post on footing support. 13. Reference revised detail 12/S -4. The option for TJI blocking at these locations has been deleted (as well as the corresponding A35 clips). STRUCTURAL - Lateral 14. a) thru c) Reference revised and updated shear wall schedule with coordinated notes and additional information. Note #3 specifies staggered nailing into nominal 3x framing and sill plates for SW -2 and SW -3. In addition, column 4 of the shear wall schedule specifies when 3x studs and blocking are required and column 5 for sill plates. Correct capacities and spacings are applied for the LTP5 and A35 clips. 15. Per IBC Sect. 2305.3.10 Exception, the sill plate anchor bolt spacing has been reduced in half in the shear wall schedule for wall SW -2, thereby providing two times the number of anchor bolts required by design and allowing for a single 2x sill plate to be used (since SW -2 is also less than 600 PLF). Reference revised shear wall schedule. SW -3 only occurs above the CMU walls near the center of the building and will retain a 3x bottom plate. 16. Fasteners to light gage metal studs were inadvertently included for these straps in the holdown schedule. Reference revised holdown schedule on sheet S -6 to include the correct nail fasteners of the strap holdowns to wood framing. Sincerely, DIBBLE ENGINEERS, INC. Jeffrey J. Gilliland, P.E. Project Manager Attachments: Supplemental/Revised Calculations; Revised Structural Drawings 25 Central Way, Suite 400 Page 2 oft Kirkland, WA 98033 P. 425883.1900 F. 425.497.1921 GEOTECH CONSULTANTS, INC. King County Water District No. 125 POB 68147 SeaTac, Washington 98168 Attention: Russ Austin Subject: Foundation and Pavement Considerations Proposed Office Building 3460 South 148th Street Tukwila, Washington Dear Mr. Austin: We are pleased to present our foundation and pavement considerations report for the proposed office building to be constructed at the King County Water District No. 125 facility located at 3460 South 148th Street In Tukwila. The scope of our services consisted of exploring site subsurface conditions, and then developing this report to provide recommendations for general earthwork and design criteria for foundations and pavements. This work was authorized by your acceptance of our proposal, P -6331, dated February 25, 2004. We were provided with a preliminary site plan prepared by Page and Beard Architects. This plan showed that the one -story building will have dimensions of 100 feet by 60 feet. We understand that a future expansion may be added to the north towards the existing shop building. No extensive earthwork is anticipated. If the scope of the project changes from what we have described above, we should be provided with revised plans in order to determine if modifications to the recommendations and conclusions of this report are warranted. SURFACE SUBSURFACE FILE COPY SITE CONDITIONS GEOTECH CONSULTANTS, INC. 13256 Northeast 20th Street, Suite 16 Bellevue, Washington 98005 (425) 747 -5618 FAX (425) 747 -8561 March 24, 2004 JN 04094 REVIEWED FOR CODE COMPLIANCE deoonuF MAY 16 2006 City OfTukwila BUTLDTIV nn►TSTAN The Vicinity Map, Plate 1, illustrates the general location of the site. The property, which is rectangular in shape, Iles to the north of South 148th Street, west of Highway 99. The property is fenced with a chain -link fence and is developed with a shop building and gravel parking on the north half. The proposed building area is a lawn area and has a very gentle slope to the east. The subsurface conditions were explored by excavating three test pits at the approximate locations shown on the Site Exploration Plan, Plate 2. The test pits were excavated on March 9, 2004 with a Pair 066 King County Water District No. 125 JN 04094 March 24, 2004 Page 2 rubber -tired backhoe. A geotechnical engineer from our staff observed the excavation process and logged the test pits. The Test Pit Logs are attached to this report as Plates 3 and 4. Soil Conditions Test Pit 1, excavated nearer the street, encountered about a foot of fill over native soils. No fill was found in the other two test pits. The native soils consist of about one foot of topsoil overlying weathered glacial till. The weathering of the soil and its density increases with depth. At 2 to 3 feet below the ground surface, the soils are dense. Glacial till consists of silty sand with gravel. Occasionally large boulders are found in glacial till. Groundwater Conditions Perched groundwater seepage was observed at a depth of 3 feet in Test Pits 2 and 3. The test pits were left open for only a short time period. Therefore, the seepage levels on the Togs represent the location of transient water seepage and may not indicate the static groundwater level. It should be noted that groundwater levels vary seasonally with rainfall and other factors. We anticipate that groundwater could be found between the near - surface weathered soil and the underlying denser soil (glacial till). The final logs represent our interpretations of the field Togs. The stratification lines on the logs represent the approximate boundaries between soil types at the exploration locations. The actual transition between soil types may be gradual, and subsurface conditions can vary between exploration locations. The logs provide specific subsurface information only at the locations tested. The relative densities and moisture descriptions Indicated on the test pit logs are interpretive descriptions based on the conditions observed during excavation. The compaction of backfill was not in the scope of our services. Loose soil will therefore be found in the area of the test pits. if this presents a problem, the backfill will need to be removed and replaced with structural fill during construction. GENERAL CONCLUSIONS AND RECOMMENDATIONS THIS SECTION CONTAINS A SUMMARY OF OUR STUDY AND FINDINGS FOR THE PURPOSES OF A GENERAL OVERVIEW ONLY. MORE SPECIFIC RECOMMENDATIONS AND CONCLUSIONS ARE CONTAINED IN 1745 REMAINDER OF THIS REPORT. ANY PARTY RELYING ON THIS REPORT SHOULD READ THE ENTIRE DOCUMENT. The test pits conducted for this study encountered weathered glacial till overlying dense glacial till. This soil condition is typical of soil conditions in most of the upland areas of Puget Sound. Typically, footings for Tight structures are placed on native soils below the root line at a depth of 2 to 3 feet below the top of the native soils. Any existing utility line backfill in the building area should be removed and replaced with structural fill. GEOTECH CONSULTANTS, INC. King County Water District No. 125 JN 04094 March 24, 2004 Page 3 A significant but not unusual geotechnical consideration for development of this site is the silt content of the soils. These fine- grained, silty soils are sensitive to moisture, which makes them impossible to adequately compact when they have moisture contents even 2 to 3 percent above their optimum moisture content. The reuse of these soils as structural fill to level the site will only be successful during hot, dry weather. Aeration of each loose lift of soil will be required to dry it before the lift is compacted. Alternatively, the soil could be chemically dried by adding lime, kiln dust, or cement, provided this is allowed by responsible building department. Regardless of the method of drying, the earthwork process will be slowed dramatically. The earthwork contractor must be prepared to rework areas that don't achieve proper compaction due to high moisture content. Utility trench backfill in structural areas, such as pavements, must also be dried before it can be adequately compacted. Improper compaction of backfill in utility trenches and around control structures is a common reason for pavement distress and failures. Imported granular fill will be needed wherever it is not possible to dry the on -site soils sufficiently before compaction. CONVENTIONAL FOUNDATIONS The proposed structure can be supported on conventional continuous and spread footings bearing on undisturbed, medium -dense to dense native soil, or on structural fill placed above this competent native soil. See the section entitled General Earthwork and Structural Fill for recommendations regarding the placement and compaction of structural fill beneath structures. We recommend that continuous and individual spread footings have minimum widths of 12 and 16 inches, respectively. Footings should also be bottomed at least 18 inches below the lowest adjacent finish ground surface. The local building codes should be reviewed to determine if different footing widths or embedment depths are required. Footing subgrades must be cleaned of loose or disturbed soil prior to placing concrete. An allowable bearing pressure of 3,000 pounds per square foot (psf) is appropriate for footings supported on competent native soil. A one -third increase in this design bearing pressure may be used when considering short-term wind or seismic loads. For the above design criteria, it is anticipated that the total post - construction settlement of footings founded on competent native soil, or on structural fill up to 3 feet in thickness, will be about one -half inch. Lateral loads due to wind or seismic forces may be resisted by friction between the foundation and the bearing soil, or by passive earth pressure acting on the vertical, embedded portions of the foundation. For the latter condition, the foundation must be either poured directly against relatively level, undisturbed soil or be surrounded by level structural fill. We recommend using the following ultimate values for the foundation's resistance to lateral loading: PARAMETER Coefficient of Friction Passive Earth Pressure ULTIMATE VALUE 0.40 350 pcf Where: (I) pcf is pounds per cubic foot, and (0) passive earth pressure is computed using the equivalent fluid density. We recommend maintaining a safety factor of at least 1.5 for the foundation's resistance to lateral loading, when using the above ultimate values. GEOTECH CONSULTANTS, INC. King County Water District No. 125 JN 04094 March 24, 2004 Page 4 SLABS -ON -GRADE The building floors may be constructed as slabs -on -grade atop non- organic native soils, or on structural fill. The subgrade soil must be in a firm, non - yielding condition at the time of slab construction or underslab fill placement. Any soft areas encountered should be excavated and replaced with select, imported structural fill. All slabs -on -grade should be underlain by a capillary break or drainage layer consisting of a minimum 4 -inch thickness of coarse, free - draining structural fill with a gradation similar to that discussed in Permanent Foundation and Retaining Walls. As noted by the American Concrete Institute (ACI) in the Guides for Concrete Floor and Slab Structures, proper moisture protection is desirable immediately below any on -grade slab that will be covered by tile, wood, carpet, impermeable floor coverings, or any moisture- sensitive equipment or products. ACI also notes that vapor retarders, such as 6 -mil plastic sheeting, are typically used. A vapor retarder is defined as a material with a permeance of less than 0.3 US perms per square foot (psf) per hour, as determined by ASTM E 96. It is possible that concrete admixtures may meet this specification, although the manufacturers of the admixtures should be consulted. Where plastic sheeting is used under slabs, joints should overlap by at least 6 inches and be sealed with adhesive tape. The sheeting should extend to the foundation walls for maximum vapor protection. If no potential for vapor passage through the slab is desired, a vapor barrier should be used. A vapor barrier, as defined by ACI, is a product with a water transmission rate of 0.00 perms per square foot per hour when tested in accordance with ASTM E 96. Reinforced membranes having sealed overlaps can meet this requirement. In the recent past, ACI (Section 4.1.5) recommended that a minimum of 4 inches of well - graded compactable granular material, such as a 5/8 inch minus crushed rock pavement base, should be placed over the vapor retarder or barrier for protection of the retarder or barrier and as a "blotter" to aid in the curing of the concrete slab. Sand was not recommended by ACI for this purpose. However, the use of material over the vapor retarder is controversial as noted in current ACI literature because of the potential that the protection/blotter material can become wet between the time of its placement and the installation of the slab. If the material is wet prior to slab placement, which is always possible in the Puget Sound area, it could cause vapor transmission to occur up through the slab in the future, essentially destroying the purpose of the vapor barrier /retarder. Therefore, if there is a potential that the protection /blotter material will become wet before the stab is installed, ACI now recommends that no protection /blotter material be used. However, ACI then recommends that, because there is a potential for slab cure due to the loss of the blotter material, joint spacing in the slab be reduced, a low shrinkage concrete mixture be used, and "other measures" (steel reinforcing, etc.) be used. ASTM E- 1643 -98 "Standard Practice for Installation of Water Vapor Retarders Used in Contact with Earth or Granular Fill Under Concrete Slabs" generally agrees with the recent ACI literature. We recommend that the contractor, the project materials engineer, and the owner discuss these issues and review recent ACI literature and ASTM E -1643 for installation guidelines and guidance on the use of the protection /blotter material. Our opinion is that with impervious surfaces that all means should be undertaken to reduce water vapor transmission. GEOTECH CONSULTANTS, INC. King County Water District No. 125 JN 04094 March 24, 2004 Page 5 PAVEMENT AREAS The pavement section may be supported on non - organic, competent native soil or on granular structural fill compacted to a 95 percent density. Because the site soils are silty and moisture sensitive, we recommend that the pavement subgrade must be in a stable, non - yielding condition at the time of paving. Granular structural fill or geotextile fabric may be needed to stabilize soft, wet, or unstable areas. To evaluate pavement subgrade strength, we recommend that a proof roll be completed with a loaded dump truck immediately before paving. In most instances where unstable subgrade conditions are encountered, an additional 12 inches of granular structural fill will stabilize the subgrade, except for very soft areas where additional fill could be required. The subgrade should be evaluated by Geotech Consultants, Inc., after the site is stripped and cut to grade. Recommendations for the compaction of structural fill beneath pavements are given in the section entitled General Earthwork and Structural Fill. The performance of site pavements is directly related to the strength and stability of the underlying subgrade. The pavement for lightly loaded traffic and parking areas should consist of 2 inches of asphalt concrete (AC) over 4 inches of crushed rock base (CRB) or 3 inches of asphalt- treated base (ATB). We recommend providing heavily loaded areas with 3 inches of AC over 6 inches of CRB or 4 inches of ATB. Heavily loaded areas are typically main driveways, dumpster sites, or areas with truck traffic. Water from planter areas and other sources should not be allowed to infiltrate into the pavement subgrade. The pavement section recommendations and guidelines presented in this report are based on our experience in the area and on what has been successful in similar situations. As with any pavements, some maintenance and repair of limited areas can be expected as the pavement ages. To provide for a design without the need for any repair would be uneconomical. GENERAL EARTHWORK AND STRUCTURAL FILL All building and pavement areas should be stripped of surface vegetation, topsoil, organic soil, and other deleterious material. The stripped or removed materials should not be mixed with any materials to be used as structural fill, but they could be used in non - structural areas, such as landscape beds. Structural fill is defined as any fill, including utility backfill, placed under, or close to, a building, behind permanent retaining or foundation walls, or in other areas where the underlying soil needs to support loads. All structural fill should be placed in horizontal lifts with a moisture content at, or near, the optimum moisture content. The optimum moisture content is that moisture content that results in the greatest compacted dry density. The moisture content of fill is very important and must be closely controlled during the filling and compaction process. The allowable thickness of the fill lift will depend on the material type selected, the compaction equipment used, and the number of passes made to compact the lift. The loose lift thickness should not exceed 12 inches. We recommend testing the fill as it is placed. If the fill is not sufficiently compacted, it can be recompacted before another lift is placed. This eliminates the need to remove the fill to achieve the required compaction. The following table presents recommended relative compactions for structural fill: GEOTECH CONSULTANTS, INC. King County Water District No. 125 JN 04094 March 24, 2004 Page 6 Use of On -Site Soll Beneath footings, slabs or walkwa s LOCATION OF FILL PLACEMENT Filled slopes and behind retainin• walls Beneath pavements MINIMUM RELATIVE COMPACTION 95% 90% 95% for upper 12 inches of subgrade; 90% below that level Where: Minimum Relative Compaction Is the ratio, expressed in percentages, of the compacted dry density to the maximum dry density, as determined in accordance with ASTM Teat Designation D 1557-91 (Modified Proctor). If grading activities take place during wet weather, or when the silty, on -site soil is wet, site preparation costs may be higher because of delays due to rain and the potential need to import granular fill. The on -site soil is generally silty and therefore moisture sensitive. Grading operations will be difficult during wet weather, or when the moisture content of this soil exceeds the optimum moisture content. The moisture content of the silty, on -site soil must be at, or near, the optimum moisture content, as the soil cannot be consistently compacted to the required density when the moisture content is significantly greater than optimum. The moisture content of the on -site soil was generally above the estimated optimum moisture content at the time of our explorations. The on -site glacial till soils underlying the topsoil could be used as structural fill, if grading operations are conducted during hot, dry weather, when drying the wetter soil by aeration is possible. During excessively dry weather, however, it may be necessary to add water to achieve the optimum moisture content. Moisture - sensitive soil may also be susceptible to excessive softening and "pumping" from construction equipment, or even foot traffic, when the moisture content is greater than the optimum moisture content. It may be beneficial to protect subgrades with a layer of imported sand or crushed rock to limit disturbance from traffic. Structural fill that will be placed in wet weather should consist of a coarse granular soil with a silt or clay content of no more than 5 percent. The percentage of particles passing the No. 200 sieve should be measured from that portion of soil passing the three - quarter -inch sieve. LIMITATIONS The conclusions and recommendations contained in this report are based on site conditions as they existed at the time of our exploration and assume .that the soil and groundwater conditions encountered in the test pits are representative of subsurface conditions on the site. If the subsurface conditions encountered during construction are significantly different from those observed in our explorations, we should be advised at once so that we can review these conditions and reconsider our recommendations where necessary. Unanticipated soil conditions are commonly encountered on construction sites and cannot be fully anticipated by merely taking soil samples in test pits. Subsurface conditions can also vary between exploration locations. Such GEOTECH CONSULTANTS, INC. King County Water District No. 125 JN 04094 March 24, 2004 Page 7 unexpected conditions frequently require making additional expenditures to attain a properly constructed project. It is recommended that the owner consider providing a contingency fund to accommodate such potential extra costs and risks. This is a standard recommendation for all projects. This report has been prepared for the exclusive use of Water District No. 125, and its representatives, for specific application to this project and site. Our conclusions and recommendations are professional opinions derived in accordance with current standards of practice within the scope of our services and within budget and time constraints. No warranty is expressed or implied. The scope of our services does not include services related to construction safety precautions, and our recommendations are not intended to direct the contractor's methods, techniques, sequences, or procedures, except as specifically described in our report for consideration in design. Our services also do not include assessing or minimizing the potential for biological hazards, such as mold, bacteria, mildew and fungi in either the existing or proposed site development. ADDITIONAL SERVICES Geotech Consultants, Inc. should be retained to provide geotechnical consultation, testing, and observation services during construction. This is to confirm that subsurface conditions are consistent with those indicated by our exploration, to evaluate whether earthwork and foundation construction activities comply with the general intent of the recommendations presented in this report, and to provide suggestions for design changes in the event subsurface conditions differ from those anticipated prior to the start of construction. However, our work would not include the supervision or direction of the actual work of the contractor and its employees or agents. Also, job and site safety, and dimensional measurements, will be the responsibility of the contractor. During the construction phase, we will provide geotechnical observation and testing services only when requested by you or your representatives. We can only document site work that we actually observe. It is still the responsibility of your contractor or on -site construction team to verify that our recommendations are being followed, whether we are present at the site or not. The following plates are attached to complete this report: Plate 1 Vicinity Map Plate 2 Site Exploration Plan Plates 3 and 4 Test Pit Logs GEOTECN CONSULTANTS, INC. King County Water District No. 125 JN 04094 March 24, 2004 Page 8 We appreciate the opportunity to be of service on this project. If you have any questions. or if we may be of further service, please do not hesitate to contact us. JRF: alt Respectfully submitted, GEOTECH CONSULTANTS, INC. f EXPIF 81 17 ; oy 3 James R. Finley, P.E. Principal GEOTECH CONSULTANTS, INC. 14TH ' •T �.. • $ r S ! : i I < .1_ 3 , IISiH S T Sr mW ; YY _ %i SI'.n 4 e C �. .r Ns \ t i S.Itf1 `Fi \I P J 51151 ! 1 } \y t, ,, .'(GY. \ N , C \�I• \�1 3 l t !S S . ?131/1 ?131/1 . $T - L 6 i $ 713T MIL rX r , • R C >y0.T / i Z 1 \� 4 °- 3 M a \ . . 0. *J ( _ I (9 rx1Sr ". 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T 1 L �'$ luta s 1 1 1170, 7n ' Ku Agg �� al l vaN s caeoRNr ♦ "96 Za ire L �14 ' M rt IMI \ N {{ y nlm s, ST 1 rr x11. a 1 — -- - 1 a SNrzwn ( Emuul ' zz M _ r $ Mann. x... it m.a R� Z � afP1N u maw s e 1 , 9 �,i IM sl "°a 1/111. T ST 5 e ` r ryT�en X j MALI of q rte_ a t 4 GEOTECH CONSULTANTS, INC. (source: The Thomas Guide, King Couny, Washington, 1998) N VICINITY MAP 3460 South 148th Street Tukwila, Washington (Job No: !Date: I 04094 f March 2004 1 Plate: r ••_••_••_••_••_•._•._••_ ••••■••■••■••■• • i I • Existing ; Building 1 I I 1 I i GEOTECH CONSULTANTS, INC. gravel parking TP-3 17 1P-2 0 Proposed Building Pad TP -1 South 148th Street 1 1 1 1 1 1 1 1 1 1 1 i I 1 1 1 1 1 1 1 1 1 i i N SITE EXPLORATION PLAN 3460 South 148th Street Tukwila, Washington 'Job No I Date: 'Plate: 094 March 20041 No Scale 21 10 10 — 15— IMO 15— FILL Grass over brown, gravelly SAND with small concrete chunks, medium - grained, moist, • Test Pit terminated at 6 feet on March 9, 2004. • No groundwater observed during excavation. • No caving observed during excavation. TEST PIT 2 medium -dense (FILL) Grass over TOPSOIL GEOTECH CONSULTANTS, INC. TEST PIT 1 Description Orange- brown, silty SAND with gravel, fine- grained, moist, loose (Weathered Glacial Till) Gray, slily SAND with gravel, medium- grained, very moist, dense (Glacial TM) - becomes medium- to coarse - grained Description Orange- brown, silty SAND with gravel, fine- grained, moist, loose (Weathered Glacial Till) -slight groundwater seepage Gray, slily SAND with gravel, medium- grained, very moist, dense (Glacial 710 • Test Pit terminated at 7 feet on March 9, 2004. • Perched groundwater seepage was observed at 3 feet during excavation. • No caving observed during excavation. TEST PIT LOG 3460 South 148th Street Tukwila, Washington 'Job No: 4094 1 Merck 2004 ' thgged K Plate: 3 I 10 IWO WPM 15 — Grass over TOPSOIL TEST PIT 3 - becomes medium- to coarse - grained Description Orange - brown, silty SAND with gravel, fine- grained, moist, loose (Weathered Glacial TM) - slight groundwater seepage Gray, silty SAND with gravel, medium - grained, very moist, dense (Glacial Ti11) • Test Pit terminated at 7 feet on March 9, 2004. • Perched groundwater seepage was observed at 3 feet during excavation. ' No caving observed during excavation. TEST PIT LOG 3460 South 148th Street Tukwila, Washington !Job No: I D Ma rch 2004 Logged b 7 I ' Plate: 4 r Slope backfill away from foundation. Provide surface drains where necessary. . . . . . . . .O. , . o • 0 . 0 . 0 . o:o :o ^ ;O:O a a0 a .�e0 e0a O e a a 6" min. Backfill (See text for requirements) Nonwoven Geotextile Washed Rock Filter Fabric, (7/8" min. size) 4" Perforated Hard PVC Pipe (Invert at least 6 inches below slab or crawl space. Slope to drain to appropriate outfall. Place holes downward.) Tightline Roof Drain (Do not connect to footing drain) NOTES: (1) In crawl spaces, provide an outlet drain to prevent buildup of water that bypasses the perimeter footing drains. (2) Refer to report text for additional drainage and waterproofing considerations. �Illllk�iJIU Free- Draining Gravel (if appropriate) FOOTING DRAIN DETAIL 3460 South 148th Street Tukwila, Washington I Job No: Date: 04094 March 20041 'Plate: DIBBLE ENGINEERS -2( 0(0005 .004 0 f Plan r WATER DISTRICT #126 & VAL VUE SEWER DISTRICT - JOINT ADMINISTRATION BUILDING 25 Central Way, Suite 400 Kirkland, WA 98033 STRUCTURAL CALCULATIONS TUKWILA, WASHINGTON PREPARED FOR: Page & Beard Architects 910 Market Street Kirkland, WA 98033 Structural Calculations Project #: 05 -150 Prepared by Dibble Engineers, Inc. March 14 2006 FEE COPY Permit No. .J CODE CAM REVIEWED e000nupo MAY 16 2006 Ili,.- p, City Of Tukwila BU4DTNr: MITSTON RECEIVED CITY OF TUKWILA MAR 2 0 2006 PERMIT CENTEtt P: 425-883-1900 F: 425•497 -1921 1 DIBBLE ENGINEERS, INC. WATER DISTRICT #125 & VAL VUE SEWER DISTRICT - JOINT ADMINISTRATION BUILDING STRUCTURAL CALCULATIONS TUKWILA, WASHINGTON TABLE OF CONTENTS Section Number Design Criteria 1 Gravity Framing Calculations 2 Lateral Calculations 3 Carport Structural Calculations 4 • • • X 9 DIBBLE ENGINEERS, INC. WATER DISTRICT #125 & VAL VUE SEWER DISTRICT — JOINT ADMINISTRATION BUILDING STRUCTURAL CALCULATIONS TUKWILA, WASHINGTON SECTION 1. Design Criteria Footing: 3000 60 Slab-on-grade: 3000 60 Concrete Beams: n/a n/a Elevated Slabs: n/a n/a Concrete Columns: Concrete Walls: n/a n/a 3000 60 Piles: n/a n/a Reinforced Masonry: 1500 24000 Special Inspection Required? yes 150 Half Stresses? no 150 2x4: ' 550 150 2x6 & larger 2x 's : No. 2 850 150 4x : Beams & Post No. 2 850 150 6x : Beams & Post No. 1 975 140 Sill Plate Grade : HF #2 H 850 150 SWWJ / OWWJ: TJM PSL / LSL / LVL: 2900 Glulam: [simple span (cont. span)] 24F-V4 (24F-V8) Sheathing (roof): 15/32 Sheathing (floor): 23/32 Sheathing (walls): 15/32 Gravity Design Loads: Dibble Engineers, Inc. - Design Criteria Worksheet Job Name: WD #125 & Val Vue SD - Joint AdmIn Bldg Project #: 05 Location: 3460 148th Street, Tukwila, WA 98168 Buildir2gpode 2003 IBC Permitting City citytfTukwilaLWA 1■••■ Foundation: Lateral Earth Pressures: Lateral Seismic: Roof Dead Load: Roof Live Load: Drift Considered: Floor Dead Load: Floor Live Load: LL Reducible? Partition Load: Composite Floor: (Assumed) Soil Bearing Pressure' Pile Capacity: Frost Depth: (Assumed) Restrained: Unrestrained: Passive Pressure: Friction Coefficient: Seis Design Category: Ss (%g): 51 (%g): Site Class: Importance Factor, I: Defl. Amp. Factor, Cd: R: flo: Lateral Wind: Basic Wind Speed: Building Categox Exposure: Importance Factor Iw: 50 n/a 3000 nla 18 50 233 0.27 1.42 a49 D 1.50 4.0 6.5 3.0 Concrete: prif Pea psf psf psf psf psf psf tons i nch Pd pet pcf mph Masonry: Lumber : Pc Iry ,Structural Steel: Misc. shapes: ASTM A36 Tubes: Gr. B Bolt Type: ASTM A - Bolt Dia.: Species: HF #2 and Better Fb Fy 36 46 A307 as noted Fv Engineered Wood Products: ksi ksi ksi ksi ksi ksi ksi psi ksi ksi inch psi psi psi psi psi psi inch inch inch Zipcode Lookup Output! Page 1 of 1 USGS ;. Earthquake Hazards Pr The input zip -code is 98168. ZIP CODE 98168 LOCATION 47.4892 Lat. - 122.2991 Long. DISTANCE TO NEAREST GRID POINT 1.2063 kms NEAREST GRID POINT 47.5 Lat. -122.3 Long. Probabilistic ground motion values, in %g, at the Nearest Grid point are: 10 %PE in 50 yr 5%PE in 50 yr 2 %PE in 50 yr PGA 33.112930 45.888500 66.142754 `� 0.2 sec SA 72.323174 110.120399 142.260406 5 0.3 sec SA 61.401939 98.998154 128.414307 1.0 sec SA 21.501949 31.489161 49.095829 % 5 1 The input zip -code is . Zip code is zero and we go to the end and stop. PROJECT INFO: Home Pave SEISMIC HAZARD: Hazard by Zip Code httv:// eaint. cr. usa s .gov /eq- men/cgi- bin/zipcode.cgi 11/29/2005 DIBBLE ENGINEERS, INC. WATER DISTRICT #125 & VAL VUE SEWER DISTRICT — JOINT ADMINISTRATION BUILDING STRUCTURAL CALCULATIONS TUKWILA, WASHINGTON SECTION 2. Gravity Framing Calculations ni ll 114"11 Its _ _ : 2-41- lift I eas IS- Irris. A ve s • 1 ir Apra 1 ma I 5 • Wirer .7 7 P _ at r Ai I ntEkt airs I r i I '11 1/11/ 1 I I it! 1 H 1! 1 Ir 1:11H11 1 1 1 11111111! J, ORDER [RUSS ORDER FRO% 1 14thmirsi"ka, 1 ITT" I TTITr1T timi L I 4195 r I "I tun H L. 11 1_ I J 1 1 1 4., 1 I I 1 156'10'1 1 1 1 I G B S1/4 12 n r , r, 016514 r I 1 I !CSC WALL 1 / 1 11761 1 1 1 1 1 1 1110 vaaa rt 0 16161 lL 1J a .. L JI P 111 1 01) 23 32 AP ]TED ST 60 i. S EAT i • ! E PO 'E IC R T O J O I T GIVE el 11 lbd b 6 DC EDGES, I 0 EIE O lrt�&CfKE�. ryryPP 1 /]REAMING E 0 =0' bvLY) IL J I I F 1 n 016 5r/.. 11 ?°cs(/ Q dlc 1 II I 1 1 1 ad 5W6•'h r rl )44A / Fr. rGam'7 DIBBLE ENGINEERS, INC. Project No. O -150 Project \IAL vuE Se-Wet 4, l -tt2 Dtsr 12 S u b j e c t & ZA\/ tTt 1 A-\ % tJC� erce5F Sheet No. a- I Date cg I 0 B y LAW /16 r 9 PF-, 7 2t s 0craits (47 ` ) SPPv�1 '• TR. loop I-kOMStJT : 1--1 (0 0,140) 544 Eta t ?: 0. 0.0) 2 S'P,•N TcZca, WAS LADME rJT M = wl.' u.0) S4EPk2 = v = C4 O. a.O. z4 %5 Z z= 245Vfit L= qt/' c0=65+3o t F t ) = S - L = 39:5' 585-Xyy = 17g , 4413 -.r✓ TTat7zs 7r 5 (€1-3 4 67-4i) T c4= (19)KC g-, DIBBLE ENGINEERS, INC. Project No. OS -150 Project VAL VUE SEUJ l DA-fte T.�ISr #1Z5 Subject faAv TY 2 ° M l tit C-( gcap Sheet No. c-� -Z Date 0 9 / 5 B y LAW /54 ME M8E2 14EADFor # 1 Lc o 25 1 c =615 +3ori» (z +y) _ V2S ptF M = cc, JI = 6219 hd = 12. /la/L VLAP = 1t640*- D O. L.. 1.65 L =� co = Q5 5c) Fes) X (j +K) = Z7o pr.- M = l7• �i QS RAr (z-) 2s-ce USE L k, (URI Z) t- l = \Lae _ Z* - o.o• L. = c" C V.N. 5 Q.: v = g5 USE C- LS is = 25't9 tt 4 \Icpe = VoS p.o. �. = /.!S DIBBLE ENGINEERS, INC. Project No. OS -150 Project IAL \ hE SEwst? ` LQ to D1 1 Subject 671, 2.AV ITt t gessic Sheet No. — y Date O /O S B y LAW46, MEy-Az,E2 I- SPAN, TRIES, LARD (wLt u,N•o) C 2 U a Egg sP�h1 •. T 21 a. L.t7pt 3.5 cu = 65 30 Fs?) u a 'Lit) = gss Ir IlFaz- L = 3 1 w= (lS�3a r)c01.4- t) M = ofre = = I,zz USE (14F ) Y'-1 cs . = 22.'f tic. V _ ZZZoie D.o. L.. 4- (Z Fra) _ a'c Its USE 4 7y4 (**z-) = 22- \Lee = Ztz c" p.0• L.. = LIS DIBBLE ENGINEERS, INC. Project No. O -15c0 Project \14L vuc SEUuet LOAr 2.1 Tsr *12 Subject c 2.Av QTY 2A.M t IJC —g Sheet No. Date 09 / 5 By LAw134 SP r...\ T ZCB. LOPED Spa_ �= 3 t (1ZhFx us)_ «3sptF vse (Z)Zura• vsE I Mewe ° /Z Valk" Va.." -Valk" D- 0. _ //S 3' p 65* ) x g'x (AY= 65t o?f >.(t) -f- 6z.,5F xid).5 v - p. 0•L . s/v% = 32.41 DIBBLE ENGINEERS, INC. Project No. OS -150 Project \14L v0E SE Aaea 4 l OMt& DtSr *tV5 Subject E 24v t - . r . ( f 2A --1 t I3tj Sheet No. C-r — Co Date 09 / 5 B y LA.Vv � P! [Z ►�E�E,EQ lirAca /6o a - WWII i 1Z� a }� 5,CCo3' us-e h-1 - 3 39,5* VCAP — 111 5 16, L . sP r,N L = y Tat "E). LOPC : w= 65+3 )S O 1 4 =705 P I.tDI--AersT M= iS• S 0. 1.3 o) LE = V = 1,53d (t- u. a•o) USE �� Cam) = 39,0 v„ _� 9c/ cir �. 0. L. _ 4/S DIBBLE ENGINEERS, INC. Project No. Oe -150 Project \JAL vie' SEwee c, 3 Dist Subject E c Av rr-t t Sheet No. Date 09 / 0 S By LkW /'`er atelNIS y, 1 5,etot Vse YXIZ ( nz Y` - AcAe = 79 -t h V — D.o . L. MEt—gEn.: ilEACEL #dZ T 2 s. LSD = Go= 05+ 3o psF)) Z 4 oz % ce): FtF /6-c- -12 C U.W. 54--EiscC : v = It 1 V E USE 4k 6/14z) µ = zz.4{ `lc 0. L. = 6.65 DIBBLE ENGINEERS, INC. Project No. Oe -150 Project v \k E SEWEa Subject 1 2AV ITY -F 2A— l tJ@ —Ce.F Sheet No. C-r -g Date O9 1 0S By LAw Mt t-A8E2 G 4/5 SPAN) L= f gee -2 ppc- s1-west a t'✓p5 T Rif , . Low to 513S R.IF 1- A0r-A-t.rJ : t k =(Z1 (L.QC 04,1. 0) SA A.•. 52,6 (4 u.,..1.0,) 2 ME1�IgEP- 11FAFE-APE us (11g K ) D.0.L. - /Jc SP>kNs L = � {vlAst or pat- ta, a5ruo s T R� a. LDPkw = w = C 81 U• u 0) 5 tEPk2.: V = C4- �. 65.0) use ade4,,e9 _ D.o. L. = I -I5 (# u . a.0) L)SE gc6, 6 v - DO- L. = 1. /6- .._ DIBBLE ENGINEERS, INC. Project No. DS —157 Project \JAL ■uc SEWE•2 lil A reC. D ' S u b j e c t e QAV IT`( _F t ,.3 e —' r Sheet No. Date 09 / 0S By LAw MEw -t8E2 Ei MEk4z,et2= KissF ats S TRt B. LolocID - . "&sz (Co (Ly= CIS+ iSF) k(t z 383 R.c /c/1/"" Use L = u3= 05i-3o re-MA IL- 60RP t-A = Z9• Zrte V - Jo XlZ dk-S ales) Man. - 51 yid V — ly D.p. L. _ PS" USE Z4Z tie% 6/'i'4 1 = 35.E �.o. L. = /.�s DIBBLE ENGINEERS, INC. Project No. DS -150 Project v L voe SEuaE2 l.L�,A.T Q TJISr IZ S Subject & v cm( 2AM t tJe( _geef Sheet No. Date O9 / ME, 1 -k ,E2 - Fes' . sPavJ L-= /3' co = (/5t » )F)s I2= 90 it; .1 = ap C r b . r. ?ZSPsi ,</ S = 7 s fs i ps;x615= MD-kWQ : Zrakok. B - SPAN T 2t a. Lc Giar Ow. %•l aa) use t_' e Y--1 cAe t=50-51*-- °'= Vca•P = 3/33E1 D . O. L. _ 715 CrefrpX &)= 62 PcF use 1/4(0 6 ) til = u4/ {` 'p.o• L. _ /. /s DIBBLE ENGINEERS, INC. Project No. DS -150 Project v \ bE SEWS -a 41 LO,isei ea Dist* t2.. Subject i ZAV 1 T ` ( f 2At- 1 tJ _Z,* Sheet No. lZ Date 09 /05 By LAW MEN AsE2 5 3 d' t 11- 11/7 E 7'/z r1/4.A = 13ZC/ Vcs, —# D-0. /d5 sP r s ., L. = 35' TZ.■ 8. Lofrap : w= 65 -3o .> (Lz t i )+ `lvt)= VS Rf '. m= &OH" (— Syu.a �E s+4E, : v = /50Z (4 0. 0.0) USE 9 Cam) 14, = oz_cfriz- \L _ z -p.o.L. = /./s � ( 0• a•0) L = = use 1/48 diFt4 USE cAe - 3 9 . 014x " V =zi9Vd D•0. L. _ 7.75 DIBBLE ENGINEERS, INC. Project No. Project V� (�,� C� 61) # '— Subject n � ry /4 (�C'/YI6 t Sheet No. Date By c F411.4 SWFi / GOAIL CrA -5 g/Z_ Cam- 7 (3)j'' x sDs scefais 35.4A t OAct 'mg: /0 6 )X ' = 39 3 Pc-F cp - ttteva x //Sx1 2-4 =Z33 * 0 EU)( s 60 / s" 5ts v� srun R.= 2-93 Puck lilt,: 37/#- C -� is#5 DIBBLE ENGINEERS, INC. Project No. OS -150 Project \IAL \JuE SEW 4, Ltt2 #I2J S ubject & ZAv rP T E A M t t3 4E:( -- Me s Z Sheet No. Date O / B y LAW /3, MEN ASE2 t , )7 .a40 SP?h1 L° 115' TR.1S.t.D&t: co t CZo tICC { nx Z° /6;0 .1= /it v.Aot -A€3 : (mot_t S{--IEAat z MEl—k%E = C �blm�� D U >✓ Zydz-a ,`z " u „ / — c7 vc- -I D.o.L. - 40 sP>4tJ L = 3' Tat 3, Lo/ND: w= (w+ X �, 6 ( 8 V '' � o) 5c-EE, : v = P5? (2 u.o.o) USE c k , Cr 2 ) M = 19 s'" vca = 119ce "C:) 0- L. = 1.0 DIBBLE ENGINEERS, INC. Project No. OS -150 Project \I hie SEWe24 llA- Tt DLSt 12. Subject 1 QAV � 2AM l Sheet No. C -� - ICQ Date o 9 /O S B y LAw SP NJ TR.Ie,. LAM 1J pMCQ'T (tic 0.140 / wl- u• a. o) l z SPAcN T S•l 8. Lc* D U= M= v = USE ►..1 c pe — 3 3- 9 V 'p.O.L. _ DIBBLE ENGINEERS, INC. Project No. OS -150 Project \ AL vUE SEWED 4 uakito - oIST t2. Subject Z.Av IT`( f 24, Sheet No. Date 09 / 5 B y LAW, Au..= O Sr ( (0e- Pos.) S'P r T2.U8. LDPcD I --IDME rat '• icut SZV'�0'1 O• u.O� rW ,x*/ Prat L. �= tv 1--1° ZS pa fr!r- j= Zia .f qp use ats- ,K vcAt D•o •L_. USE 4LS/ " �Z PLF 9' w= /A& - *(st )x ('- ) 4 atW* f 4077 RT = 052 - V" = 9,3Wi ti-1 -339:5" \LAP _ 11 -p.o,L. = /. /$ DIBBLE ENGINEERS, INC. Project No. oe -150 Project \iA \IUE SSEoc - a41 ll - teZ DIST #12.�j Subject et Q•Av t oe:( —y�L Sheet No. C —x -1�8 Date O9 / 5 B y LAW ME► - d8E2 SPAJ TRtB. Lit: bur- 6Sf5, F� "( "t q")+ 6 x65')= 9VR, Mo.ASti1T : s-t= etb" c &e' (tic 0,14 o) SP( Eis s ;,1 (4 U. ru. o) SP,bicr•1 L = TR a. LcPD = w= 1 '• M = cul° , u.a.o) C4- o. a.o. ctis17 vs� ( z) i . � Ta 23e7 C� s it v _ zsiIsx 4 soq't D- 0. 1.15 USE C (' f �V� acwc &sinus. TJ -Beeme 6.16 Serial Number: 7004126603 User: 2 12//2005 9:2603 AM Page 1 Engine Version: 1.16.5 SUPPORTS: Input Width 1 Glulam or solid sawn lumber beam 5.13" 2 Glulam or solid sawn lumber beam 5.13" pESIGN CONTROLS: Maximum Shear(Ibs) 1000 Artical Reaction (Ibs) 995 'Moment (Ft -Lbs) 2209 Live Load Deb (in) Total Load Defl (in) TJPro PROJECT INFORMATION: 05-150 Val Vue SD & WD #125 Admin Bldg Typ Main Floor Joists - Simple Span Condition 11 7/8" TJI® 230 @ 16" o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED e LOADS: Analysis is for a Joist Member. Primary Load Group - Office Bldgs - Offices (psf): 50.0 Live at 100 % duration, 25.0 Dead, 20.0 Partition Bearing Length 5.13" 5.13" - CAUTION: Required bearing length(s) exceed the minimum shown in the TJ Builder's guide for single family residential applications supports, 3 1/2 ". Intermediate supports, 3 1/2" with web stiffeners and 5 1/4" without web stiffeners. -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): Al: Blocking Design Control 1000 1655 995 1460 2209 4015 0.097 0.295 0.185 0.591 56 45 12'6" Vertical Reactions (Ibs) Live /Dead /Uplift/Total 417/375/0/792 417/375/0/792 Control Passed (60 %) Passed (68 %) Passed (55 %) Passed (L/999 +) Passed (21766) Passed Copyright 0 2004 by Trus Joist, a Weyerhaeuser Business TJI® and TJ - Bea&® are registered trademarks of Trua Joist. e -I Joist ",Pro" and T3-Pro" are trademarks of True Joint. J: \2005 Projects \05 -150 Val-Vue - WD6125 Admin Bldg \calcs \simple floor joists.ems b 0 Location Rt. end Span 1 under Safe loading Bearing 2 under Safe loading MID Span 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading Span 1 Product Diagram is Conceptual. Detail Other Al: Blocking 1 Ply 11 7/8" TJI® 230 Al: Blocking 1 Ply 11 7/8" TJI® 230 Limits: End - Deflection Criteria: STANDARD(LL:U480,TL:U240). - Deflection analysis is based on composite action with single layer of 23/32" Panels (24" Span Rating) GLUED & NAILED wood decking. - Bracing(Lu): All compression edges (top and bottom) must be braced at 4' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -2000 Ibs concentrated load requirements for standard non - residential floors have been considered for reaction and shear. TJ -Pro RATING SYSTEM -The TJ - Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 23/32" Panels (24" Span Rating) decking. The controlling span is supported by beams. Additional considerations for this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program. Comparison Value: 1.55 OPERATOR INFORMATION: Jeff Gilliland Dibble Engineers, Inc. 25 Central Way Suite 400 Kirkland, WA 98033 Phone : (425) 883-1900 Fax :(425)497 -1921 jeff ©dibbleengineers.com r 4� Typ Main Floor Joists - Simple Span Condition � 11 7/8" TJI® 230 @ 16" o/c A' ye+Ivwm Business TJ -Beams 6.16 Serial Number 7004126603 User:2 12/5/2005 926:03 AM Paget Engine Version: 1.16.5 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN " CONTROLS FOR THE APPLICATION AND LOADS LISTED ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLYI PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code IBC analyzing the TJ Distribution product listed above. Operator Notes: JJG PROJECT INFORMATION: 05-150 Val Vue SD & WD #125 Admin Bldg Copyright 0 2004 by Trus Joist, a Weyerhaeuser Business TJI® and TJ -Beam® are registered trademarks of True Joist. e -I Joistm, Prom and TJ -Prom are trademarks of Trua Joist. J: \2005 Projects \05 -150 Val -Vue - WD4125 Adman Bldg \celcs \simple floor joiste.ams OPERATOR INFORMATION: Jeff Gilliland Dibble Engineers, Inc. 25 Central Way Suite 400 Kirkland, WA 98033 Phone : (425) 883-1900 Fax : (425) 497 -1921 jeff @dibbleengineers.com .416 i TJ- Beam0 6.18 Serial Number: 7094128803 User. 2 12/52005 9:28:03 AM Page 3 Engine Version: 1.18.5 Typ Main Floor Joists - Simple Span Condition 11 7/8" TJI® 230 © 16" o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group A 11' 9.75" Max. Vertical Reaction Total (lbs) 792 792 Max. Vertical Reaction Live (lbs) 417 417 Selected Bearing Length (in) 5.13(W) 5.13(W) Max. Unbraced Length (in) 56 Loading on all spans, Design Shear (lbs) Max Shear (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft -Lbs) Loading on all spans, LDF = Design Shear (lbs) Max Shear (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft -Lbs) Live Deflection (in) Total Deflection (in) PROJECT INFORMATION: 05 -150 Val Vue SD 84 W D #125 Admin Bldg LDF = 0.90 , 1.0 Dead 349 -349 354 -354 354 354 375 375 1047 Copyright 0 2004 by Trus Joist, a Weyerhaeuser Business TJI® and TJ -Beam% are registered trademarks of Trus Joist. e -I Joist ",Pro" and TJ -Pro" are trademarks of Trus Joist. 1.00 1.0 Dead + 1.0 Floor 738 -738 748 -748 748 748 792 792 2209 0.097 0.185 J:\2005 Project. \05 -150 Val-Vue - WD #125 Admin Bldg\calcs \simple floor joists.ems OPERATOR INFORMATION: Jeff Gilliland Dibble Engineers, Inc. 25 Central Way Suite 400 Kirkland, WA 98033 Phone: (425) 883 -1900 Fax :(425)497 -1921 jeff@dibbleengineers.com G -Z C Ti449 2 10041266Business TJ- Nea:n® 8.18 Serial Number. : 7004126603 User. 2 12/52005 8.31:17 AM „-,- Page 1 Engine Version: 1.18.5 SUPPORTS: 1 Giulam or solid sawn lumber beam 2 Giulam or solid sawn lumber beam 3 Glulam or solid sawn lumber beam DESIGN CONTROLS: "shear (Ibs) 'Vertical Reaction (Ibs) Moment (Ft -Lbs) Live Load Deb (in) Total Load Defl (in) TJPro PROJECT INFORMATION: 05-150 Val Vue SD & WD #125 Admin Bldg Copyright O 2004 by Trus Joist, a Weyerhaeuser Business TJI® and TJ -Beanie are registered trademarks of Trus Jolat. e-I Joist ", Proo and TJ -Proo are trademarks of True Joist. Typ Main Floor Joists - Continuous Span Condition 11 7/8" TJI® 230 @ 16" o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED © � b 12'6" b LOADS: Analysis is for a Joist Member. Primary Load Group - Office Bldgs - Offices (psf): 50.0 Live at 100 % duration, 25.0 Dead, 20.0 Partition Input Width 5.13" 5.13" 5.13" Bearing Length 5.13" 5.13" 5.13" Maximum Design Control 1000 1000 1655 1925 1925 2763 -2340 -2340 4015 0.077 0.304 0.120 0.608 56 45 Vertical Reactions (Ibs) Live/Dead/Uplift/Total 377/294/0/672 1013/912/0/1925 377/294/0/672 Control Passed (60 %) Passed (70 %) Passed (58 %) Passed (1/999+) Passed (1J999+) Passed J: \2005 Projects \05 -150 Val -Vue - 1105125 Admin Bldg \calca \cont floor jolsts.sms 12' 6" + Product Diagram is Conceptual. Detail Other Al: Blocking B1: Blocking Al: Blocking OPERATOR INFORMATION: Jeff Gilliland Dibble Engineers, Inc. 25 Central Way Suite 400 Kirkland, WA 98033 Phone : (425) 883-1900 Fax :(425)497 -1921 jeff©dibbieengineers. com Overall Dimension: 25' El 1 Ply 11 7/8" TJI® 230 1 Ply 11 7/8" TJI® 230 1 Ply 11 7/8" TJI® 230 - CAUTION: Required bearing length(s) exceed the minimum shown in the TJ Builder's guide for single family residential applications. Limits: End supports, 3 1/2" . Intermediate supports, 3 1/2" with web stiffeners and 5 1/4" without web stiffeners. -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): Al: Blocking,B1: Blocking Location Rt. end Span 2 under Safe ALTERNATE span loading Bearing 2 under Floor loading Bearing 2 under Floor loading MID Span 1 under Floor ALTERNATE span loading MID Span 1 under Floor ALTERNATE span loading Span 1 - Deflection Criteria: STANDARD(LL:U460,TL:L/240). - Deflection analysis is based on composite action with single layer of 23/32" Panels (24" Span Rating) GLUED & NAILED wood decking. - Bracing(Lu): All compression edges (top and bottom) must be braced at 4' 7" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. - 2000 Ibs concentrated load requirements for standard non - residential floors have been considered for reaction and shear. -The load conditions considered in this design analysis include alternate member pattern loading. TJ -Pro RATING SYSTEM -The TJ -Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 23/32" Panels (24" Span Rating) decking. The controlling span is supported by beams. Additional considerations for this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program. Comparison Value: 1.55 ADDITIONAL NOTES: - IMPORTANTI The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software wilt be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLYI PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code IBC analyzing the TJ Distribution product listed above. Operator Notes: JJG PROJECT INFORMATION: 05-150 Val Vue SD & WD #125 Admin Bldg Typ Main Floor Joists - Continuous Span Condition 11 7/8" TJI® 230 @ 16" o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Copyright 0 2004 by Trus Joist, a Weyerhaeuser Business TJI® and TJ -Bean are registered trademarks of Trus Joist. e -I Joist ",Pro" and TJ -Pro" are trademarks of True Joist. J: \2005 Projects \05 -150 Val -Vue - WDM125 Admin Bldg \talcs \cont floor joiets.sms OPERATOR INFORMATION: Jeff Gilliland Dibble Engineers, Inc. 25 Central Way Suite 400 Kirkland, WA 98033 Phone: (425) 883 -1900 Fax :(425)497 -1921 jeff@dibbleengineers.com G -Z3 -I Joletr, Prom and TJ -Prom are trademarks of True Joist. 1.0 Dead -409 409 -456 456 912 912 623 -1108 623 -2340 1316 0.048 0.091 -269 -274 274 294 1.00 , 1.0 Dead + 1.0 - 456 817 -618 - 507 912 1418 1418 414 -1724 1557 -0.033 0.077 0.018 0.120 J: \2005 Projects \05 -150 Val -Vue - WD#125 Admin Bldg \calca \cent floor joiats.ams -628 628 672 672 377 5.13(W) Floor OPERATOR INFORMATION: Jeff Gilliland Dibble Engineers, Inc. 25 Central Way Suite 400 Kirkland, WA 98033 Phone : (425) 883 -1900 Fax :(425)497 -1921 jeff@dibbleengineers.com DIBBLE ENGINEERS, INC. Project No. 05 -/50 Project v,4 \UE Saw 4 U ATEI2`[aST• * 125 Subject ( Q�.\j F,124044% Sheet No. ? Date 09 / Q5 By (A of 7p FFL.00C \ s „ rs SPA-1-4 F Tan- 9' -re-f 11 Gov )V*c t onS Polar V - 11 TJI 1OQ Ito g. c • 12FT [ J fsr sL+ c5 FLoofz : (orr 1OPSf a 4 1-5 957 ova = 510 PLf Wt.-1).-S' 12 [t* pi] at pit/ my OW Pie F w V SE \(/ W tDE x ‘icy D: ' PTA / 0-)/ (3) * 4 rD 'veP1- 4 P...a = 12 r U =Z497 cr 13Fr 1O(P Uoilcc_ TJPt - o P,4Tt = BC , 40 0 a .thcd o- 'E oc..a a7 tot-DE CnpJC.• St ti-IVJ cL_ ,l1941 "Ilq r "le jeriesAr o /+4@ 'Doc. E.IU.,CrQD C L, 't0 (JE5)(17 r ,,9 / g 4 = . Pow - LOAD e_ 4rz p 4 —4 E Lt h _ DIBBLE ENGINEERS, INC. Project No. 05 - 150 Project \4-L ■IUE SEWER_ 1 4 VOA' tQ lDts c.t125 Subject lc1 eA\j fe � _ R evititor Sheet No. Date 09 ,o 5 B y LA FoU t cPcT1 ai 3 CA .fl''D Rocz,c 25T V3ces5L +15 D`l 1. RS 'FIAOQ 14F` (.17 � P u. + 25r�„ D`'1 - MOP UDkuS (ry Ulf" Pa 1 = Il(I,1/" Z Fr / S 9atie I -+ ar o F�oo4. . ‘2" yjc as h= ilcib -P4F5 ' Y /,Iyou'v 73794,0# 2.31--4 2 -c J- e i d`Po44t?gSlze (B:= `L)s(ft)* 2 50 =Actualtmax soilibearing pressure 2,29 , /psf egldlMln:1Fd"oting hhIcknessr(id)r• - 3 10t0.> 4 l ) • Parameters: Allowable Bearing Pressure (psf) = fy (psi) Pc (psi) = Results: Footing: 3000 60000 3000 3.8 0.0 10.5 0.0 14.3 0.0 23.2 0.0 0.0 Reinforcement: As req'd (In`): 0.54 Column size: b (in) = c (in) = <_ REBAR ANALYSIS Bars No. of Bar As Size Bars E.W. Spacing Provided #4 #5 #6 #7 # 8 #0 #10 #11 #14 3 2 2 1 1 1 1 1 1 11.5 23.0 23.0 #DIV101 #DIV /0 #DIV /01 #DIV /01 #DIV/01 #DI /01 0.50 0.62 0.88 0.60 0.79 1 .00 1.28 1.56 2.25 Load Combinations 23 2 0.0 B/6 = 0.42 'Least reinforcing option' Retum to Menu )- e ) 1 ( Print Close 5.50 5.50 Version 1.0 Last Revised: 2/25/02 pg1d Fdatirlg"Slte (B =tC� (ft) Z 50 , Aotuahmax sciPbearing pressure 2 06 :psf: _) Regid1MirCIFo`otinq'Thickness (in)..i s_ M010 - Parameters: Allowable Bearing Pressure (psf) = fy (psi) _ fc (psi) = P (DL) (kips) = M (DL) (kip -ft) = P (LL) (kips) = M (LL) (kip -ft) = P (service) (kips) _ M (service) (ft-kips) = P (u0) (kips) = M (ult) (ft-kips) = e (service) (in) = Results: Footing: 3000 60000 3000 4.3 0.0 8.6 0.0 12.9 0.0 20.6 0.0 0.0 Column size' b (in) = c (in) = <_ Reinforcement: As req'd (in`): 0.54 REBAR ANALYSIS #8 19 #10 #14 No. of Bars E.W. 3 2 2 1 1 1 1 1 1 Bar Spacing 11.5 23.0 23.0 #DIV /01 # /01 #DIV /01 #DIV /01 # /01 #DIV /OI As 0 79 1 00 1.28 2 25 Bars Size Provided #4 0.60 15 0.62 fib 0.88 #7 0.60 #11 1.56 B/6 = 0.42 Load Combinations 20.6 0.0 'Least reinforcing option` Retum to Menu ) Save ) .. I ( Print ) ( Close 5.50 5.50 Version 1.0 Last Revised: 2/25/02 Fo itingSize (B' =;t y(ft) 3 -00 < Actual max soilfbearing pressure 2,951pstl ` )ll r eg'd Re$ 'd,Ml AA10/0 ' =.. .. is. � � ,� ..� ,__�_: P (DL) (kips) = M (DL) (kip -ft) = DE Protect Name: Val- Vue/WD #125 Admin Building Project Description: Girder Truss 2 Column Footing Parameters: Allowable Bearing Pressure (psf) = fy (PO = Pc (psi) = Results: Footing: Column size: b (in) = c (in) = Reinforcement: 3000 60000 3000 8.8 0.0 0.0 26.5 0.0 42.5 0.0 0.0 As req'd (In`): 0.65 114 #8 #9 #10 4 1 1 1 Bar Spacing 9.7 14.5 29.0 29.0 #DIV /01 #DIV /0l #DIV /01 As Provided 0.80 0.93 0.88 1.20 0.79 1.00 Bars Size #5 #6 #7 #11 #14 REBAR ANALYSIS No. of Bars E.W. 3 2 2 1 1 #DIV /0I #DIV /OI 1.28 1.56 2.25 ( Return to Menu ) ( Save ) ( Print ) Clo e 5.50 5 50 Load Combinations 42.5 0.0 B/6 = 0.50 *Least reinforcing option* Version 1.0 Last Revised 2/25/02 Slenderness Ratio 1 = Slendemess Ratio 2 = Design slenderness ratio = KcE = c = FcE = Cp = Fc' = Fc *Cp = Column Capacity = uniform wind load w = Axial compressive load p = M of l about 2 fb= fc = CSI = 2.00 ft 12.00 ft 1.5 in 5.5 in 16.00 26.18 26.18 0.3 0.8 568.94 0.32 520.69 4296 lb (with no bending Toads) Combined axial compression and bending in d2 direction: 26.7 Iplf 1152.0 )l 20.80 inA4 763 psi 140 psi (= 0.3 for visually and machine graded lumber) (= 0.418 for products with COVe <= 0.11) (= 0.8 for sawn lumber) (= 0.85 for round timber piles) (= 0.9 for glued laminated timber) 0.67 < 1.0 ? Species and Grade = Fc = E_ Duration Factor (Cd) = Wet Service (Cm) = Temp Factor (Ct) = Size Factor (Cf) = Factors for E (Ct)(Cm) = E' = Fc'= 1645 Fb = Cd = Cm = Ct = CL = Cf = Cr= Fb' = H -F No. 2 1,300 1,300,000 1.15 1.00 1.00 1.10 1.00 1,300,000 H -F No. 2 850 1.33 1.00 1.00 1.00 1.30 1.15 1,690 WOOD COLUMN CAPACITY (Based on 91 NDS) DEI Job # 65-150 Description Val- Vue/WD#125: typ int studs @, conf rm Effective Column Length L1 = Effective Column Length L2 = Column Dimension d1 = Column Dimension d2 = Slenderness Ratio 1 = Slenderness Ratio 2 = Design slendemess ratio = KcE = c= FcE = Cp = Fc' = Fc'Cp = Column Capacity = uniform wind load w = Axial compressive load p = M of 1 about 2 fb = fc = CSI = 2.00 ft 20.00 ft 3.0in 5.5 in 8.00 43.64 43.64 0.3 0.8 204.82 0.12 199.32 3289 lb Combined axial compression and bending in d2 direction: 6.7 1520.0 plf Ibs 41.59 inA4 266 psi 92 psi Species and Grade = Fc = E_ Duration Factor (Cd) = Wet Service (Cm) = Temp Factor (Ct) = Size Factor (Cf) = Factors for E (Ct)(Cm) = E' = Fe= 1645 ( 0.3 for visually and machine graded lumber) (= 0.418 for prducts with COVe <= 0.11) (= 0.8 for saw lumber) (= 0.85 for round timber piles) (= 0.9 for glued laminated timber) (with no bending loads) 0.59 < 1.0 7 Fb = Cd = Cm = Ct = CL = Cf = Cr= Fb' = H -F No. 2 1,300 1,300,000 1.15 1.00 1.00 1.10 1.00 1,300,000 H -F No. 2 850 1.00 1.00 1.00 1.00 1.30 1.15 1,271 WOOD COLUMN CAPACITY (Based on 91 NOS) DEI Job # 05 -150 Description Val- Vue/WD#125. conf rm truss posts Effective Column Length L1 = Effective Column Length L2 = Column Dimension d1 = Column Dimension d2 = Slenderness Ratio 1 = Slenderness Ratio 2 = Design slenderness ratio = KcE = c= FcE = Cp = Fc' = Fc*Cp = Column Capacity = uniform wind load w = Axial compressive load p = M of I about 2 fb = fc = CSI = 2.00 ft 20.00 ft 7.5 in 5.5 in 3.20 43.64 43.64 0.3 0.8 204.82 0.12 199.32 8222 lb Combined axial compression and bending in d2 direction: 6.7 5165.0 plf Ibs 103.98 inA4 106 psi 125 psi (= 0.3 for visually and machine graded lumber) (= 0.418 for products with COVe <= 0.11) (= 0.8 for sawn lumber) (= 0.85 for round timber piles) (= 0.9 for glued laminated timber) (with no bending loads) 0.61 < 1.0 ? Species and Grade = Fc = E_ Duration Factor (Cd) = Wet Service (Cm) = Temp Factor (Ct) = Size Factor (Cf) = Factors for E (Ct)(Cm) = E' = Fe= 1645 Fb = Cd = Cm = Ct = CL = Cf = Cr= Fb' = H -F No. 2 1,300 1,300,000 1.15 1.00 1.00 1.10 1.00 1,300,000 H -F No. 2 850 1.00 1.00 1.00 1.00 1.30 1.15 1,271 (,- WOOD COLUMN CAPACITY (Based on 91 NDS) DEI Job # 05 -150 Description Val- Vue/WD #125: GT1 & GT2 posts Effective Column Length L1 = Effective Column Length L2 = Column Dimension d1 = Column Dimension d2 = Slendemess Ratio 1 = Slenderness Ratio 2 = Design slenderness ratio = KcE = c= FcE Cp= Fc' = Fc *Cp = Column Capacity = uniform wind load w = Axial compressive load p = M of I about 2 fb = fc= CSI = 2.00 ft 12.00 ft 12.0 in 5.5 in 2.00 26.18 26.18 0.3 0.8 568.94 0.32 520.69 34365 Ib Combined axial compression and bending in d2 direction: 26.7 26524.0 Plf lbs 166.38 inA4 95 psi 402 psi (with no bending loads) 0.82 < 1.0 ? Species and Grade = Fc = E= Duration Factor (Cd) = Wet Service (Cm) = Temp Factor (Ct) = Size Factor (Cf) = Factors for E (Ct)(Cm) = E' = Fc' = 1645 Fb = Cd = Cm = Ct = CL = Cf = Cr = Fb' = H -F.No. 2 1,300 1,300,000 1.15 1.00 1.00 1.10 1.00 1,300,000 (= 0.3 for visually and machine graded lumber) (= 0.418 for products with COVe <= 0.11) (= 0.8 for sawn lumber) (= 0.85 for round timber piles) (= 0.9 for glued laminated timber) H -F No. 2 850 1.33 1.00 1.00 1.00 1.30 1.00 1,470 _ WOOD COLUMN CAPACITY (Based on 91 NDS) DEI Job # 05 -150 Description Val- Vue/WD#125 GT1 & GT2 posts Effective Column Length L1 = Effective Column Length L2 = Column Dimension di = Column Dimension d2 = Slendemess Ratio 1 = Slenderness Ratio 2 = Design sendemess ratio = KcE = c= FcE = Cp = Fc' = Fc *Cp = Column Capacity = uniform wind load w = Axial compressive Toad p = M of I about 2 fb = fc = CSI = 2.00 ft 12.00 ft 6.0 in 5.5 in 4.00 26.18 26.18 0.3 0.8 568.94 0.32 520.69 17183 lb Combined axial compression and bending in d2 direction: 6.7 12870.0 plf Ibs 83.19 inA4 48 psi 390 psi Species and Grade = Fc = E= Duration Factor (Cd) = Wet Service (Cm) = Temp Factor (Ct) = Size Factor (CO = Factors for E (Ct)(Cm) = E = Fe= 1645 (= 0.3 for visually and machine graded lumber) (= 0.418 for products with COVe <= 0.11) (= 0.8 for sawn lumber) (= 0.85 for round timber piles) (= 0.9 for glued laminated timber) (with no bending loads) 0.66 < 1.0 ? Fb = Cd = Cm = Ct = CL = Cf = Cr= Fb' = H -F No. 2 1,300 1,300,000 1.15 1.00 1.00 1.10 1.00 1,300,000 H -F No. 2 850 1.33 1.00 1.00 1.00 1.30 1.00 1,470 Design Properties, Material Weights, and Job -Site Safety 5 rrus Joist • TJPJoist Specifer's Guide 2025 • January 2004 '.: `BasteProperties ' Matiifiom ' Depth !Vie .Joist '14ealsflve Joist Oniy , rMaxlff m:jj , W0 1 10 11 Mameh EI x10 ,'Venice` (Ibsift) (ttas) t(in ?-146) 11 110 2:3 - :- 2'380 - 4O'ryf220!4:F ;954' :210 2:6 .5# `.98'6,: 2t1 kt5-? 230 2,7 ;8;175` + +±183 1;83CI' ^ x'°036'; - 5) .2'410; '•110 2:5 -" 3.0 r %238,: • . "1 ' -/f.4 ,0 885'%w" ".410t935..."" ;114 ;'i. 4rwr., ?'1314:.:.. :41 IZi wp1-B3litant12'"°4'.1V. :id 2'815 ;560 49 .. °- 'SOQ.. e 636:c.* '..2.050;. = ,1475. - :410 :2 ?8:% tf . �3565N'; "351 r , 1;850 J V1S85107ft' 9;935`$' - -.2;295 .` : 1D ,331; "nf4,28Dre + ; 6 4,15;.' , , +!1} 1,945.:' ( ','980 ;9 Vef45::‘ K 2,505 ;: 14 _ ='230 43 ^ 's R4`755�K bA?2,454 : t§ •13945 . + i 035 :4 z 2410 4 765 _ : 560 + 3'3 ns '335J', G't612 "ti's ! 3$955 .' 4080 titiat ; 2'815 . -: .:':660 42 °I i.�.:�11;9.275? 928,,:�r r�!2+390;:; ,9,265��` '3400=< :•3,475 - : "218 : ,r1.e14^8851,Ti1Pl;?56&6: }.gVal9n•'.e '•980 - .Y 5 '.2‘505 16 '230 3:5'1, µ5j4'401 6D k4 *25190. r :&035 2411) ' '350 3.5 i4'560-- '815 '.. • ,660 9:5.. , 121 1 92&S", 2SP#'•.?)rt, t yl 0':,'r 1;265.'= Of Caution: Do not increase joist moment design properties by a rapidthre member use factor General Notes • Design reaction Includes all loads on the joist. Design shear is computed at the face of supports including all loads on the span(s). Allowable shear may sometimes be Increased at Interior supports in accordance with pending ICC ESA -1153 and these increases are reflected in span tables. • The following formulas approximate the uniform load deflection of d (inches): For For TA* 110, 210, 230, and 360 Joists TJIe 560 Joists 22.5 wL ,, .67 wL 22.5 wL 2.29 wL A= El + dx10 �- 8 dx10 w = uniform load in pounds per linear foot L = span in feet d = out - to-out depth of the Joist in Inches El = value from table above rvReadtion]Prdperttes ' =rr 016° fnt �;Aeaelidn (las) - - 'Na3Weh +IiWIth:Wab. 4sttryeii .itnnee %3;000 yNrA. "2295 3;475 Tile joists are intended for thy-use applications Material Weights (include TJ1e weights In dead load calculations -see Design Properties table at left for Joist weights) Floor Panels Southern Pine ' ' plywood 1 7 pst 44' plywood 2.0 psf 44' plywood 2.5 psi 1W plywood 3.8 psf 086 1.B pal 44' OSB 2.2 psf 44' OSB 2.7 psi rk' OSB 3.1 psf 114' OSB 4.1 psi Based on: Southern pine - 40pcffor plywood, 44 psi for OSB Roofing Asphalt shingles 2.5 psi Wood shingles 2 0 psf Clay tile 9.0 to 14.0 psf Slate (44' thick) 15.0 psf Roll or Batt Insulation (1" thick): Bock wool 0.2 pst Glass wool 0.1 pal Floor Finishes Hardwood (nominal 1') 4 D psi Sheet vinyl 0 5 psf Carpet and pad 1.0 psf 44' ceramic or quarry the 10.0 psi Concrete: Regular (1') 12.0 psf Lightweight (1') 8.0 to 10.0 psf Gypsum concrete (441 6.5 psf Callings Acoustical fiber tile 1.0 psf > ' gypsum board 2 2 psf 4' gypsum board 2.8 psf Plaster (1' thick) 8.0 psf an ilfiaiffet ltdiews dek o` 9F 'Vender/7V' WARNING J oists are unstable until braced laterally Bracing Includes: • Hangers Rim Board • Sheathing • Rim Joist • Strut Lines 'P. LIW w i , ,ri tt s 3 6r • '2 F4.,- - o aldc'k ge armor! 1p%sye tttt ed6 51 pdrts,d • i f � 7Z "folsts, mustldejcotirpfegti rain g rdjte l tt'. • ad' t , + li roa✓g' "�` 9 '"rhrd' s I y. s+ ^ rr.✓ f 's'v irtg alFS"`,t i rSgt9r%.aeedsejrfJ}'i9 rlan ex� it % abg d3f ba° he a l arias ( St t„ efbay laisscAn c;,6rgpllis ep;b 'a eu p p e ti y e fi ck Neatbl3b fasie IAiit tl�etf rst 5 bo•4jol is a- s y ° i + ' ' ate baS ILg I(�es xa (m ) xmus' tie m pedato)a'brac d en ;,theathed erea'ag Ih 145 5$0518isti,w500dt g b ug asl dew i QSij 0500 id ih 019 pr� fi a b l e 'Lu nde,�r; lj ccns ,uenor lb tl kw"'b�ket rnn`liy - et u1 {U nihll dlsheathl h Y � he'3ttdli " inp st be tdfatiy aWd . e l ;ttbpi s� f t i-t 1'' . ° rtrt � `s' � a s iit ^regniresarely hlaeu{gsot bnth'1he u die oft 11 fin ea-S- tThe langes °n$s rema(�s# atgh(lvlthPl�toferarice "from^ {pe *a)ip p tae o 'r.'1.M - : a °r,.s,1 . ' ICING ^ "Saackib) cohs t nfrj ekbra li gf tli g qi? lruc ,c ^- ares1ilt m�s�iousiac�h)' eels iris ettinorm3'f�aadlttotlslif the- E h^e .O TCS 16tlaw etli ccifiadts""6rIN„ , t 4 Floor Span Tables Nil all products are available In all mantels. Contact your Tres Joist repmsentaave for information. LT r 2„ 9'h" 11 14" 18' TJI® 210 Joists 1 Trus Joist • TO Joist Speciaees Guide 2025 • January 2004 L /480 Live Load Deflection %" TJ) ®110 joists 1 +25/6" TJI® 230 joists j -1 +23,16„ 1 11 14" 16" TJI® 360 joists 13/4" 9'h" 11w' 14" 16" L� r"" i 11 14" I6" TJI® 560 joists 11 /? 14" ""w740 PSF- LiifiliiSU :10•PSF(Oead Laid ; - 240 - PSF Iliie Loatl -20'PSF`Dead.Lead %18ro C- 192"m:ei':; 24 osc. ::.:.12 °o.c. - :.16'.o.t: =79;2 o.e. ". ;24'.oc.` :710. ..•a16 5" - �1:5.E0'.: 14 <2:;": .13;21 x.16' - -;5' - ` 13' -11' • ':12 ... .17' =3`: 15' 49' 14' -10'• 13' -8' • 17, =8• 161.2° . :15 - 44' -2' 'vt`h10 1;9x6', 17,4110 , 15 -5'10 - - . 19'•6` 1T•3' 1.5 S' 14' -0 '20' 6' „ .18' , t8" ` .'1748• ..' . 1b ..,20! -6` :18' -8' 474' 15' 4510) • : 8' -:1' :184310) 22' -11" 23/411' .19'48' 17-10'h) - 22'-4' 20' -910) ' 16 (23,90,, :: %i26i 0` -x:`29 ,8 . "22'. =4'0) •1'7'+10'01 ^42927,M„:,28 10" ,_ 25'-4 0) 20';7'1"0) • 13/47" cfe368 "..,'.22*I.1 = :20=,147 19' =B' • - :: 184'.': p0 - " 22 2 .a20 -3•µ; 1'8 ,9`..,.::,;,16 9'( - .i 2:10 , - . 23'.;;3:, x'. t1'?3<,: ,20 r.;, ns - 4 0) at G0. ^'"!426 611). : :?560 „a9:>6;.;- „ 26!)40 I ?25 ''4 - . ,23 °6 y :i9__ r "-t ,23x6 =s, 22 0'0: 1419 5 N f 2404'. 42 97- ,o7.0) :'160 w,,28 rr428 3..0 24 W( :121.5,fI)'r X25 20) L/360 Live Load Deflection (Minimum Criteria per Code) ;,Dgpfll r j�Ji�• t 712', : 16"!o tl / zi9,29 o c. 12 m e SF'L,v L d P 19 2 o Dead 24 o!a ; :4:10 "1$.;2:.•-)`y «44W 7:x: =' . 15 3 ..ai13 8' 9, s47 8' - 1l5'43 13 1• 15 „ ^ r - ::230 , 1491 >7''A 17` 11 : 16,1,1 ?,45' 9 4 QYr' `.,f.�i6' 11 17 - <n15y5` a .. 19411 .1713 1 5` ?8" •100'W 2 2 "58,x," '" 0.8 -:' 1 1'8' „111 041640l _ . "21 10 :18' =11 •47':3 '15' -5 < %49'1t' z1'7 "£> 23.0" %19' -11 r1i8k1 18'= 31( x;360 42:3'2 i' 21 ,15 ,1:42W- 4.(')S :580 tab i0 .'i 426 3 :�' «24 9' �I2r0'. , :264D .2643 " L4r'8" 'x20011z(aE • '10'0 3+ 97 20 - 6 ;< 48' 9' . ht650 C - ( . E 1 8 rogi4tgrejtOraft044,iga -1210 ..'t25x8'`;t"�:;'22 s• .:;` ,2D 7' :aci 4 t')e:t - .::;725:0"...: 819 -'95."- s4>' 1950` €',1X2$ $'2 1.26 .3'- -.. •24 91'1 ::'Zf`.6 (1Ltr"• . 128 9" - 26 - - ^ 22'. =411) ":A55D: .e..z32,?$ ".:. � 29 9' ,'. 28 0'. ,;.r25'2t?i; %x32'28" <29' -8" ;26' -3"Itl l0'•19'f') s'z11. X1'..7 f0(i' X14 +1" : x,'22 0 (1) .L' 9 G7TYi *gas -5' :X22'•011) 20' -1'01 16' -2•4'1 1230' ^ r 29 2 iii5 .125 5 `9 .1) ° 360':; 341:01 - '29 0 'a26 1Dli) 2f.541L, i'.40 - -.26'?f0"n/ • 32 1710'(1) 4 :560`- xn * 06 32 11 31-0•(17 .A25 $bA,r'- ~;361 •!:31 =6"fD 26''97) •20'- 1 }70). Long term deflection under dead load, which Includes the effect of creep, has not been considered. Bald Italic spans reflect Initial dead load deflection exceeding 0.93' (1) Web stiffeners an mgvired at intermediate supports of continuous span Mists when the Intermediate bearing length Is less than se and the span on eltheraide of the Intermediate bearing Is greater than the fo /lowing spans: 'x40 PSF(LX've'Loa0i0 PSFDead Laad + 132 "otcCiii„bjc` f92"oc X24 roc 4 110'.; V'N,A y it r'S4N'A" - -iN A X15 s4 •a 210.D p61;k4 r frIN'l,1 "dam: 21" -4. >,, l7 ,0y ,) • 230'';. ,.1NYA' 2' tx+N Ar W N?Ao ' r,.49 42 360• 'rN A 44NAN't 'ti ",12,ij 6 • "'' 'f9 `6 ^<'t 1560" , r#N A � > -yN A ,.sv,,+•",Z9 �f0,,,k; x`23 1D , How to Use These Tables 1. Determine the appropriate live load deflection criteria. 2. Identify the live and dead load condition. 3. Select on- center spacing. 4. Scan down the column until you meet or exceed the span of your application. 5. Select TJI ® joist and depth. Live load dallect/on !s nphthe onlyl'astdr that ffecic haw a Jla ar:w /Upatfdr ::: `' _ :rc rpat'e accitratdly prediet7loorperlornlanpe - «iise b 4cTJ-Pro"' , flating y25c5' 1 22 "01 • 20.11 1 1 13/42 .r tt6".'s r `.'+ 21 47,1'0) 'o:P. i . 26,.3 (0 22 :: (1Y 17 0 l2.43.6 -�L6 -3 0) 20 •ft+; eteRSF Live Lbad l20 PSF:Dead Load 17ft6TO 16' o c 99 2' o:c ...147:11";e: 1 1:'4NlA ,.,' a;AN(A: 16' -0' 12' 79' 0ftiA1b 't }21. "4 17' -9' 14' 15'-11` ,04 a r _`g $74.15. ; 20.4' 16' -3' '5J.4N4A c. -:,_ (29 :110 , .34'=10` 19' -10° . General Notes • Tables are based on: - Uniform Toads. - More restrictive of simple or continuous span. - Clear distance between supports (14' minimum end bearing). • Assumed composite action with a single layer of 24' on- center span- rated, glue- nailed floor panels for deflection only. Spans shall he reduced 6" when floor panels are nailed only. Spans generated from Trus Joist software may exceed the spans shown in these tables because software reflects actual design conditions. For loading conditions not shown, refer to software or to load tables on page 15. DIBBLE ENGINEERS, INC. WATER DISTRICT #125 & VAL VUE SEWER DISTRICT - - JOINT ADMINISTRATION BUILDING STRUCTURAL CALCULATIONS TUKWILA, WASHINGTON 3. Lateral Calculations 111111111H 1 i 1 DIBBLE ENGINEERS, INC. Project ; Iilb /Zs Subject / it R- - A Project No. Sheet No. G -1 Date By j, Vs. SEisruc 4 ,111 7 ___ 1-oa is(0.5) 8n4 Rosa" '& Tit /IS lr /,, = cairn com, 1440W-rid wwedett ante. . G =lo V BSitre4 t `r ..ctvs -(7o)(.o)(8s)((s Fesssca FuttM Q �o8c c _� ulcer ,s/.t&e ±.I � 6z4 (. &s)Cs+-s) - lzr#64&) = 163 FSF &_ use, 1aJ9 ZU4 v, As Ussu2e- ao Xesr ere 6 i ) DIBBLE ENGINEERS, INC. Project No. Project 46-4 WI)gr4 Subject (-S RN. Fat&J Sheet No. LZ Date By Y ra ar- C2iiteri44 7WS' '1.0- s= ZZ,9oi lisor -152r l CC0. 31 40 se 4Co]+ [ 155,10,5;416(1p 4-(11L n) (13 1 $C0)1 -(9.5 )czin33 = ZZ 15' Mo PiW LIGnSfeaF++(p fstli ice.F gidg,z21) + 05' x-5-0)33 g - 6.5 cn 1 c c - frs.44 C+i"i CJi q / — / / ✓' T 4,& �g.y 2 /4 jb o Otero sr ..4 kgasco R i , =3 `.S F= - .9S .oa r . ow695)95) 65, ,zZ .v623 zZ DIBBLE ENGINEERS, INC. Project ,A4- c. via /ta lSs Subject / ,_� � n� vbo Project No. 0.5150 Sheer No. L Date By S4, S7COOr srac--#. visas --� .►Z F At' C 4 � ' = 160,70(/* ley= fcsa/t 4c t - o 0) = 36,,Yll'e CST E " ) ` t 64 J` ZS Foci- laf Dajetra's (aka- C cam) °E-tsrucirettsdo te>w s AFPiet t AcL scats G c- au Coil 9 " Ar 6 WC tfr ,,, liD fns t " Kw1V / iv tz 7geg, cei ._,„ py „re Ri E:23 ),:dt Co' -1fr9 OW r Pw'Dz l Q s' � G6 , 9 tvs f PNwz act! q#51 %lb? '7H 17, k £I4 l41 zMs i'ilca = 596 g ,955 d NpMZ`I ) Lol I •L As Asti c5910 8. l5 firrir ac, lo z i t ` = I g-Z rn-V rZ1 Z,4' z 7..67 -i 9-Z l p3z W Piz C"? c/' -19-Z ►,off ,i ? P C I q s' :qfl t7, 7 Zot U' 5w -! 41 .zo C -3 _ Ust Sc..' -I qI — o DIBBLE ENGINEERS, INC. Project No. d5 - /sa Pr ��r V 4L— l ✓E tttZS Subject kelit&e) Sheet No. L -� Dan By 3-- //L"^ ` sivg- Dts77Lt&urtbAi s fiv q 2 1.0 1 ,0 tic) Dsti 5£ 4 . &a5 0 to /a.i • 357 -ctsi Pmoec C 435s* -WY ,. z3cf. S) MY' E. o -03 Q nfi ` p .o v 11&'5t 1.0 . 0 0 I/ i 0 so 0 We /.P .03 4 ' , 357 _089 Wog / ..0 l (.0 stilt I,oCo l (. o .olZ lavtf (.o ,ova. 1 /O(a% /.D cost 1,061 Go .ofL rAo = 7% to s9 493;52-7 =� DIBBLE ENGINEERS, INC. Project No. Project Subject / _ `s.1 Sheet No. L-� Date By 1 7E 77.14r (laza.* At aeAt is /IS/ saf I nay Sblsita D�- caus ifr &FA/ Akfac> 17 eAc F .tAPbig4gh1/4 Lic1 geF TL 3,1 4) --=Z = ZZOx 20 It ' c,F - , � (rJ ? 1 &S" PLF F < Z * RF P 4 S g'o" 53c_, RF 4 Vio PtF (Meg• *P. 6X /. Teo Co DI4 1 / MAtuto c, = Z 'b Pr.F s • VA.4944€ R( 9ES Z 4 SLa 4 F W'a -resat F4..sccc 1 7 Z 4 0 � ccD aU tit s C2F T= ,p x ze'- c/3 ` 7 vss : AST &zaU 7,e.Ossas 0660504) 65 Caw . ctF yieuSS cOri , 43, 65 pcF Nom' l= 17 c1 (2)T 3 1 (9,210' ck— DIBBLE ENGINEERS, INC. Project No. OS-/57 Project 4frat D075 Subject L Sheet No. L -� Date By I CcKlD Z Z`l'A`5w /0-6, I� / = C 331xz� = a/j Kr tap RE s gq, t v-z- tat 76P ,4s l izzo) SLc.S `s I Gewf 7 l ZCo 9LF = ISo RP" C.46,exin_ = lOCc rZ'= tSlz 9 Se- SPUc�; y l itte (Z)ows OF Kale- C.9Z t•/ 9'o Vuer —a (eW FA, sfrac 1,5 I,Se 3Sibe (Rain) ow. Yo Sv : lcibcrx 0' - 16,9# sv= U5E t trPS 1( ` Z Or 7 - or It e T A - tiao _ Se/ 4 P g ethf5 c 4 /59 C) Model No. Ca Dimensions Fasteners (Total) Allowab a Tendon Load's - 9 (DF)SR)r t ' All /: Tension Loads . SPF/HF) Code Net. ' - . _ 'W 1 ',Nails `Bolts . (133) • Nails ;; �8aits -N I - ... • Bolts Dry , Dle !(1 33), 1160)_ _113 ' (133) -- (188)? 4 - 1 MST27 12 2% 27 30-16d 4 1/2 3140 3770 1800 2165 2740 _ • 1665 2000 3 38, 88 121, j28 M8T37 2V . 3714 42 -1641 8 ' 4395 5080 2525 3025 3835 ,1 • 2335 2805 MST48 21/2. 48 46 -1641 8 1 4845 5310 3065 3675 4200 5040 2840 3410 MST60 tit 21e 60• .56.184 10 14 6420 6760:'.43740 - a. 226d - 44$5e_- .5800. =6510 :3480 4175? MST72 The 72 - - 56.16d 10 Yx :6420 6760374O.4485.. • 3580 3695 5600 - -, 6510: - 3480 4115 3,39,121,128 HST2 7 2'4 211/2 - 6 ei - - 4350 5220 - - 4030 4835 3.39. 88, 121 HST5 5 211/2 - 12 44 - - 8875 10650 1525, - 8225 9870 -HST3 3 ' 3 2514 _, - • 6 41 '- - 26.10dx114 .8400 :..7680' 2830 2045 - ; • 5550' ?6660: ..118T6 6 25 - 12 'Y. - :'. 12890: 45470' - -'.: 11100 -13320. pK Modell • No , , StraO f Section I ,..n7stnit;:: "TdtaLFasteners • • - Allowable `H orizontal Loads - Code Ref.. . Halls - . Baits 'Halls (133 8160) - Batts , My :;Dla •, . (133) • •1160) . SA36 12.ga:xl21/2e 36 22-16d 4 14 1900 1605 1900 3, 39, 88 HSA324 ; .3i:1),'j4 7 32 ,z - .2 -:. 3'. - i''_- - . 1910 - : 2290' . HSA41" 18 41 - 4 - 44 - - 3770 4520 ; ::HSA50, t N.� 50 . - 6 - : 3'i' - 6470 • - - 6400 r HSA59 - l3jgax3r "', , -59 - 8 44 - 8940 8330 HSAB8 :.3;ga`a131 .-: a68 - 10 44 - 8350 10020 Model • No. Clear span Fasfeden (into, # `A 11'gwable en Tdon; D F(1 6Q) 'Allowable T on ij ? ' S A (160) -.. MSTC28 18 12 -16d sinker 1000 1200 865 1035 16 16 -16d sinker 1335 1800 1150 L. _ i MSTC40. 18 16:: 28- ltd1siilker 1;`3385 :.:.2800' - . 2015 2420 - ^1600 ^ - . 2590 , 110 MSTC52 18 44 -16d sinker 3665 4400 3170 3800 16 48.16d sinker 4000 4585 3455 4145 MSTC86 18 84 16tlts1nker x 5660e. 4780 5660 16 „ 68 16disleker :; : ; 5660 ' .5075 . 5660 • MSTC78 18 76 -16d sinker 5660 5660 5660 5660 16 76 -1641 sinker 5660 5850 5680 5660 MST37 18 2 b irs ;2 09 5 S' '2510^ • • 1825 • 2190 • 16. - a. 226d - -- .'23b5 ; 1278541= 2010:: 2410- -= MST48 18 32 -1641 3370 3695 2925 3505 16 34 -1641 3580 3695 3105 - 483Q_ .: 1 .- 8 '46464 4$30 i 4830 ;- :.460' MST 16 48464 :4830 :e 4830,1.•:4800 MST72 18 46 -16d 4830 4830 4600 4830 16 48.1641 . 4830 4830 4800 4830 18 • 14- 10dx11/2 "'1270./ 1525, : 1320.: MST136 16 16,0dx1 7450 ': - 1740"_ 1260 1510. ' 18 26.10dx114 2355 2830 2045 2455 MS1148 16 28.10dx11 2540 3045 2205 2845 • 18 ';38 '34`45 .� r !!413,8'.....;: ; :.2990 :3585 MSTI6D 16 - 40.1041x114 •.3625 - :4350 f: -:3145 ,.3775- <: 18 50- 1041x11/2 4535 5080 3935 4720 MSTI72 16 52.10dx114 4715 5080 _ 4090 4910 0141 Floor -to -Floor Clear Span Table s 0 A high value seismic tie for horizontal ties across Intervening members. FINISH: Galvanized INSTALLATION: • Use all specified fasteners. See General Notes. • May not be suitable for floor diaphragms which protrude above beams. CODES: See page 12 for Code Listing Key Chart. 1.Allowable Nadi • 4ave.b55i increased 33% and 60% to earWrae41 with no further increase 190ike, where other loads govern. 2.Allowabb y member of 3ie mat 4$ . bdlts M single shear. a ;WI am m7.0alirai i "`ir6 combined. 4.0 ly SA36 can b Ileld -bent for othe In ermediate beam widths 5. NAILS: 16d .0. 62" dia. x 3Ve" long. 8 e page 16-17 for other nail sizes and Information. Nails are notregvlred In the rim board area. When nal Ing the strap over OSB/plywood, use 10d commons, 16d sinkers, 16dcommons. A minimum penetration of 10 nail diameters Is required for J table Toads. 'C See note 3 for load reductions. CODES: See page 12 for Code Listing Key Chart. Arallahle whh eddldoaal awroslon prolenien. Check with bafory. Typical Detail with Strap Installed Over Sheathing SIMPSON Strong-Tie Imcniluuno OFOOUBIE STUDS BY OMEN Floor-to-Floor TM Installation showing a Clear Span 1.Loads Include a 33% or 60% load duration Increase on the fasteners for earthquake or wind loading but 00 NOTlnclude a 33% stress Increase on the steel capacity. Refer to page 13 for further explanation. 2.10d commons may be substituted where 16d sinkers are specified at 100% of the table bads. 3.16d sinkers (0.148" dia. x 3S4" long) or 10d commons may be substituted where 16d commons are specified at 0.85 of tho table loads. 4.Allowable bolt bads are based on parallel -to- grain loading and these minimum member thicknesses: MST -2W; HST2 and HST5 -4'; HST3 and HST6 -414'. 5. Use half of the required nails in each member being connected to achieve the listed toads. 6.For overlap splice details, refer to T -CMST. 7. Straps with 10d (0.148 dia. x 3) nails (O 1 dia. may l e4) substituted i uction ln Thad. 8. NAILS: 18d .0.162 dia. x 31/2" long, 16d Sinker. 0.14r dia. x 3W long, 10dx114.0.148'dla. x 114" long. See page 16 -17 for other nail apes and Information. SA/HSA Strap Connectors Typical HSA installation Typical SA Installation with Saddle Hanger • ail 157 tM odel ! Ga pimenslons - Fastanero �,'h.'` ' `@ 'Allgjrable C- Allowable, '' Topsion). oads Tension Laade `a . x.0. (SPA - - 'SPF/HF (1$3/1 . (133/160) .. ' ` - _ ' Holdown 1 Deflection at Highest % Allowable Design Load iFlush . • Holdown• : neliectIon , at Highest ' ; Allowable Design Load 'Aalsed - Code Ret - : ; � i 6 1 Anther • Dro - :Noi of 8lmpsoe sO1/a S3 ' PHD2SDS3 14 3 9%. 2% 1% % 10 3610 3375 .063 .081 31 98 122 140 P1105 SDS3 14 P;3 - .S 1144. ' 28.% 11 ,% -- '14 - -.�A r r - 4380 .077. .077 ` PHDB -SDS3 12 3% 134ke 2% 1% xA 18 5860 5460 .068 .073 PHD0-S0S3 dale ed —see )1D08 8033 and HDUB- 13OS2.6 Nadel -- .,,'No,- Ga W H p_,; An0110! :010..: °N of SDS%s3 :Wood : .gerews: Allowable 'Compression • Load" (Iba1.'. u C Allo , Tensldn Loads - -- 'Allowable Tension Loads SPF)HF ' (133/160) , Dallectl an al Highest : Allowable Tensien ; Code Ref. . DF/SP,- =. ° (133/1601 . r .i H008 •SDS3 7 2% 14 2% 1% ' 20 7175 6325 7210 .052 45,106.126 36 PHD PredellectedHaldown / HDQ8 Holdown The Predeflected Holdown (PHD) and HODS are revolutionary developments In hoidown connections. Predeflected during manufacturing, the PHD virtually eliminates deflection from material stretch. Each holdown uses 303 screws, which install eaa" reduce fastener slip, end provides a greater net section area of the post compared to bolts. SPECIAL FEATURES: • od screws reduce slip due to overdrilled bolt holes. • Smaller centerline reduces eccentricity in the stud. • No stud bolts to countersink. • Fits easily In a 2x4 stud wall. MATERIAL: See table. FINISH: Galvanized. INSTALLATION: • Use all specified fasteners. See General Notes. • Place the PHD or HDDB over the anchor bolt. • HD08: W of adjustablilty perpendicular to the wall. • HD08: Use In vertical and horizontal applications, • Install Simpson's S0Sr /.s3 wood screws, which are provided with the holdown, (Lag screws will not achieve the same load.) • For an Improved connection, use a steel nylon locking nut or a thread adhesive on the anchor bolt. (No washer required.) • See SSTB Anchor Bolts, page 33.34, for anchorage options. The Designer may specify any alternate anchorage calculated to resist the tension load for a specific job. Anchorage length should take the bearing plate/washer height Into account, to ensure adequate length of threads to engage the nut. For 2-2x and 3x sill plates use SSTBL models. • To tie double 2x members together, the Designer must determine the fasteners required to bind members to act u one unit without splitting the wood. • See Simpson Anchor Systems for tested, load -rated anchors and request T- ANCHORSPEC for more information. ; CODES: See page 12 for Code Listing Key Chart. ( Horizontal HDOS installation Available with additional sonatina proleatlon. Chalk with today. 1. Allowable bads have been increased for earthquake or wind load durations with no further Increase allowed; reduce where other load durations govern, 2.The Designer must specify anchor bolt type, length and embedment. See the SSTB and SSTBL Anchor Bolts (page 33-34). 3.See page 21 and 29 tor retrofit anchor bolt. 4.Loads are based on static tests on wood studs, limited by the lowest 019125 deflection, test ultimate divided by 3, or the wood screw value. 5. Deflection at Highest Allowable Design Load: The deflection of a holdown measured between the anchor bolt and the strap portion of the holdown when loaded to the highest allowable Toad listed In the catalog table. This movement Is strictly due to the holdown deformation under a static load test conducted on a wood jig. 6.505 screws install best with a low speed W right angle drill with a W hex head driver. o. HDDB US Patents 6,006,487 and 6,327,831 PH135 (others similar) US Patent 5,070,130 7.303%x3 strews are required for PHD's and HD08's. $ e T -BOLA for loads using shorter screws. 8. When using structural composite lumber columns, screws must be applied to the wide face of the column. 9. Tabulated loads may be doubled when the PHD or 11006 are Installed on bosh sides of the wood member provided either the post Is large enough or the holdowns are offset to eliminate screw interferences. 10. HD08's compression load requires an additional standard nut and square washer (BP+ -2) below the holdown. Maximum rod length Is 6' from the concrete to achieve 7175 IDS using A36 steel. If rod length is conger, Designer needs to check rod for buckling capacity. 11 Maximum rump eom load Is 6560 Ihs. will, 2 -?y4 tIr Vertical PHD Installation (shown "hush", touching sill plate) OtainiK staff:gii1f4 lea,r!i'r. sp gimp Pressure - treated barrier may be required. HDDB Vertical Installation SIMPSON Stronete Pressure- treated barrier may be required. For holdown: per'ASTf .lesttstwl s; bit nut slibuld be finger:Ugh'')tfusdYl9 0d1/z turn a wth hand wrenchW t c , opsr er gluon y to ' osdible future, w�ppod shiipkage `Care s - hdul &be taken to dd'7gr nut Impact w renthesshoul ")no the used Sraltix3 Screw US Patent No. 6,109,850 See screw Into on page 20 6 Model No. Ailowel a Taps en Lobde ^ r -i { bP) P (133 Ott ' + Allowable Teealenioads .. ', SPF/HF (1881160) � `.= Haldown° at Highest ' • l r Allowable Design Load Holdown at - I1 Aliewapi Design'Load liaised= ° ; elitist z 4 - ; ->_ Dade r '.. `Rat , T , .WoddMembei'Tbibkness r � - :Wood - Member Thickness I 1A 3 1 1s K < 5 1 "+,,. 1% 2 ,, . °2% 3 - :- 3% . 111,2111 HD2A 1555 2055 2565 2775 2775 2760 1320 1740 2165 2570 2565 2550 0.058 0.077 44n 5 HD5A HD6A 1870 "2275 2485 2980, 3095 3705 4 40 r 4010 1 105 3980 f 551 1585 . -1870 2110 2470` 2625 -3065 3130 3680 3645 3680 4280 5020 0.067 ,0.041 1 ;.117 V 0125 HD8A 3220 4350 54, 5 6406 9 7460"'x; 0' l0; 2710 3655..' -4530 5480_ rcr '6350 041 � '0.1214;4 • i , H014A 3945 r c5540 '6935 — 18 31,0, — 9540;:#, 11080 9946;1; 13380 3275 — -4600' — 45745 i — -- .7045 — r ' x. ., J • • I• P7FG r .. � . • 0.21 Nl 260 < ,:,.:} 0.282 HD — — — — 15305 — — 1 — — ` I ...We r� . 0.082 st r Available with additional corrosion protection. Check with factory. Model No. HD2A HD5A HD6A HD8A HD10A HD14A HD15 Material,-,; Base Ca 7 3 % % Body; 12 10 3 3 tmensidns° 49ie 5'/4 63'ie e 7 7 SB 2% 3 3% 3% 315 4 23'4 3% 3'/4 • 3'h ! 3r ,- 3'% 3% 8 11115 14 %e 1814e 2034. 24'% 235. The 3 ?he 3% 4r /e % 34 ie ✓ 3ie; 3% 1r /w 2%e "i2'/ie 2Yie 1 %e 211e 2% Pasfenees Anchor Mae 1 1Y Stud .:r : Bpllt;fr 2 2 4 5 DTs il! % Y 1 1 See notes below. 1. Allowable loads have been Inc eased fo earthquake or wind load du aliens with no further in rease allowed; reduce where other load dare Ions govern. 2. HD15 requires a minimum 4x8 (Ina 914' wide sheanvalll) o a 6x6 nominal post to ensure th tension load carrying capacity of the critical net section meets the holdown capacity. 3. Use a minimum 4x6 nominal post for the HD14A. Minimum post size is required to ensure the tension load carrying capacity of the critical net section meets the holdown capacity. 4. FM is the required minimum distance from the end of the stud to the center of the first stud bolt hole. End distance may be increased as necessary for installation. 5. The designer must specify anchor bolt type, length and embedment. See SSTB Anchor Bolts (page 33.34) and Additional Anchor Designs (papa 34). 6. See page 21 and 29 for anchor bolt retrofit. 7. Lag boas will not develop the listed loads. A. Bolt slip can occur at holdown stud bolts. B. Increased bolt slip can occur If oversized holes are drilled through the stud for holdown stud bolts (oversized holes are when the hole diameter is greater than the bolt diameter plus 14e' per 2001 NOS 11.1.2). C. When a holdown is Installed on only one side of the stud, an eccentricity exists during loading which can cause more movement In the shearwall system. D. Unrestrained anchor bolt nuts can spin loose during cyclic loading; using steel nylon locking nuts or thread adhesive may prevent nut spin. E. Movement can occur when nuts are not tightened enough. Retightening bolts before covering wall may prevent this. F. Deflection can occur in the holdown under load caused by stresses due to earthquake or high wind. G. Lateral displacement at the top of the wall rotates the stud around its base causing the holdown base plate to displace vertically. H. Wood shrinkage can occur due to drying of the sill plate, rim foist, and/or top plate; nuts may require retightening. 1. Uplift forces on the bolts can cause localized wood crushing at bolt bearing locations. Using larger bearing plates may prevent this. J. Wood at the end of the studs (s111 plates, rim joists, etc.) may crush under normal dead and live loading; additional compressive forces due to overturning during earthquake and high wind loads add to the deflection. it See page 13.15 for testing and other important Information. 49. Deflection at Highest Allowable D sign Load: The deflection of a holdown measured between the anchor bolt and the snap portion of the holdown when loaded to th highest allowable load listed in the catalog table. This movement is strictly due to the holdown deformation under a static load test conducted on a steel lig. All other sources of deflection shall be In addition. 10. When using structural composite lumber columns, bolls must be applied to the wide face of the column. 11, The Designer shall reduce the ellawable loads shown per ADS requlremenls when bon threads ere In the shear plane. 12. ADA and 110 allowable loads are based on the lower at the 2001 NOS fastener values or the ultimate load on a sleet test lip divided by 2.6. 19. Post design shall be by Designer. SOURCES OF DEFLECTION AT SHEARWALL HOLDOWN CONNECTIONS ®® and ®do not apply to the PHD and HDD. BEARING PLATES STUD SILL PLATE FOUNDATION HOEDOWN ANCHOR Pis are required by are thy at Les Angeles. Check with your local building code on usage. (NOS Section 11.12.9 requires a metal plate, metal strap, or minimum ofs standard cut weaker.) 39 Model Ho. Type of Connee• Hon Direction of Load e )A11 wable Loads 4 'SPFMF.. :: Allowable Cea .. Code :' Floor fficlO .Roof 1125) (133/ 180)`., '.Floor 1100)..j125( Roof ' (. 60) Rol"' _, 1 Fr 345 365 365 295 315 315 3 88.121, 140 F2 . 280 280 280 240 240 240 A35 - ® Ai,E ;Sr i3211 335 125 '275' - -290 - - CI ' 170' 17.0Ff 170 I 445- 145 , 3 - A: 5260'? 320; 345 - :225 - :.290....:, , C.2260 315* 0 1 •315 ° -1'- .270s -- 270 - = D. - 950b,.150;q "150- "130' 5 :130 +. ' 4 • r F:i '1 i:14604 V 450.L11 ,.'450;'- -, 450 _ F2 595-,'#640 4:5:686A _ 450 455 iii: -"--600 . ? A35F Deleted — see LTP4 and LTP5 LTP4 5 G J 515 .515 545* '644 <'g70 t -445 556 '._.595 3 X21 , 670 445 555 .595 f H 515 - -,: •6457 ,..670 'r .445 555' t - "' LTP5 520 595 595 445 510 510 160 � I 6 I G G Max 610 630 630 525 540 ' r J 520 555 555 445 475 475 11 520 555 555 445 475 475 0 ITIPTS LTP4 /LTP5 /A34/A35 Framing Angles & Plates The larger LTP5 spans subfloor at the top of the blocking or rim foist. The embossments enhance performance and the min/max nailing option allows for design flexibility. The LTP4 Lateral Tie Plate transfers shear forces for top plate -to -rim joist or blocking connections. Nail holes are spaced to prevent wood splitting for single and double top plate applicatlons. May be installed over plywood sheathing. The A35 anchor's exclusive bending slot allows Instant, accurate field bends for all two- and three -way ties. Balanced, completely reversible design permits the A35 to secure a great variety of connections. MATERIAL: LTP4 /LTP5 -20 gauge; all others-18 gauge FINISH: Galvanized. Some products available In stalnless steel or Z -MAX; see Corrosion- Resistance, page 6 -7. INSTALLATION: • Use all specified fasteners. See General Notes. • A34 -Use 8 -edxl• nails. • A35 -Use 12- 8dx1 nails. • A35 -Use 9- 8dx1 nails for connection types At E, CI. • A35 -Bend one time only. • LTP4 -Use 12- Bdxl'h' nails. • LTP5 -Use 12 -8dx1W nails; G Max use 14- Bdx114' nails. CODES: See page 12 for Code Listing Key Chart. D Available with additional corroalon proteatlen. Check with loamy. . Allowable loads are for one anchor. When anchors are Installed on each side of the joist, z the minimum jot t thicknes is O 2. Roof bads are 125% of flo r loads unless limited by other criteria. 3. Some illustrations show co necdons that could cause cross -grain tension or bending • of the wood during loading If not reinforced sufficiently. In this case, mechanical • reinforcement should be co sidered. 4. G and 11 direction only: LTP can be Installed over 3'e' plywood with !MAW nails and • achieve .72 of the listed km . or over •h' and achieve .64 of the fisted load. 8d commons will achieve 100% load. 5. The LTP5 may be installed over sheathing up to Ih' thick with no reduction In load when 8d common (0.131• dia. x 214') nails are used. 6. NAILS: adx114. dia. x114' tang. See page 18 -17 for other nail sizes and Information. LTP4 Installed over Chimney Framing , ' Plywood Sheathing LTP4 attaching Top Plates to Rim Joist Joists to Plate with A Leg Inside Joists to Beams 0 A34 fl A35 SIMPSON Strong-Tie LTP5 Studs to Plate with B Leg Outside Ceiling Joists to Beam LTP5 Installed over Plywood Sheathing • CFI b Re 169 DIBBLE ENGINEERS, INC. .. WATER DISTRICT #125 & VAL VUE SEWER DISTRICT — JOINT ADMINISTRATION BUILDING STRUCTURAL CALCULATIONS TUKWILA, WASHINGTON SECTION 4. Carport Structural Calculations DIBBLE ENGINEERS, INC. Project No. ..5C) Project Project / vAtik Sa 5 ( ' , / ^ ns Subject A , ar _ Sheet No. CPS Date By Th? e L :11' (.- 5 ?40), O 1ZT = V= We . ZnS A . CO? N 04 at l za16 5)Ch ,¢.4 lam' GL S ba. 13 Vz. �..� VA- = IZI Ma = gZ '. D.o 7 Ram, €2-CatuitAis g f ro- a� tpii/. _ 6CP .33 q(n / +- QA foo a /D ZW LAIK IZ "W ak . = �'X (I ' <��� = SS34Z tATERACA&CLA 4(641? (Fr-se 512-4x-ra P 5143 F =�a ( ;a .czizb—C=65)6/5"x105 g5-2 = I5 DIBBLE ENGINEERS, INC. Project No. Project Sew W D * — Subject a4 , ter Sheet No. CP Date By Z C , . a . e + - = 1 a r X .Assn , 95 r 10•2i1c x,4 Altr c¢G = )03,5F — .‘ ( ) _ - -'Tfra cups T - - S Whio &cat 916e-- -' Cron c' sue, - cr-PMArt Asmdistap) S .e- �v� - 6/-1 et-i c v77-vcs tg rx g x(to) / i ric xsw e2g)( eat) DIBBLE ENGINEERS, INC. Project No. ‘C Project r 5 Alb #(Z,C Subject n I n n _ Sheet No. CP-3 Date By S� ‘,v = 1L ) :2 4 s', 5 ( 17 (42o#a- cc mss e,t4cc. — dkhat la) 4 C _ • sal F = _ (r i o ) eVef > . Pe(aB COCc I ZP5F) t 6% 1 x (S41)11 66 ) _62,7 9.0&144 V EGGS( Pitt Vi _ Sr Sreae - �� S w Avis Pa- Ub _ „na einss- 5 y%lrs.4-‘ s /Peace° , 4S .5,.v t arbor- arc- "taeoc .51 DIBBLE ENGINEERS, INC. Project No. Project j7� . � s� / Ltv #(2c Subject A _ Sheet No. cP V Date By g ocC f�r au set ).4e,6,7_, -Fri Zu2e5 /9 / - a te G &z Fa^c, tZ_F4,0 arm_ )30kP k Gcs = G 5 ay pow_ -> Nov 66; t canes Oka- h-( ea". s x to x y-/ t grarivAs kz,(z_ — erg s £ l t /Y 2- claps. �� S - a. 74 as two /sir; -yo- Cs' atic-cc C. X,/ , . _ ,— pi9 vah2t Peas; CN) / p /,0..'-* n l� = $6,C67x . 5,s0 1 * = z/,3 ; " Ct't P/ Roe - / l ames: 4wu � (ix (oo) c Aral i s Rests ` -" 6t- -,ems P £fl 07c- c. — 42F FliggeAce. — P, = ,any° S ho » 4 sr Skim- -,45°, uc_ tea, 542s Rev: 580000 User KW-0606102, Ver 5.8.0. 1- Dec-2003 _10)1983 -2003 ENERCALC Engineering Shcware Description typical masonry column at carport General Information Code Ref: ACI 530 -02 I Column Height 8.000 ft fin 1,500.00 psi Seismic Factor 0.0000 Width 16.000 in Fs 24,000.00 psi Seismic Zone 4 Depth 16.000 in Em = fm • 900.0 Wall Density 135.000 pcf Column Area 256.00 in2 Load Duration Factor 1.000 Rebar Size 5 Special Inspection Bar Count Each Face 2 ...rebar area 0.620 in2 Rebar Depth 4.000 In [Applied Loads Vertical Load Dead Load 2.94 k Live Load 7.33 k eccentricity 0.000 in Load Type Roof Design Values Allowable Steel Tension 24,000.00 psi np 0.20810 Fa: (.25•f m *Aseff'(.5 w/o sp. insp.)• (.5 if thk 12') k 0.46977 2/kj +.65`as [1- (h'/140r) 1 '2] 440.15 psi Fb:Masonry: 0.331m1.5 w/o sp. Insp) a 2000 Max Allow Moment w/o Axial Load Max. Allow Axial Load w/o Moment Load Combinations & Stress Details Summary Top of Wall Dead + Live Load Btwn Base & Top of Wall Dead + Live + Wind Dead + Live + Seismic Summary 1 1,864.0 0.0 Masonry Column Design 500.00 psi 2,091.98 ft-11 112.68 k Moment Axial 114 Ibs 0.0 10,270.0 3,900.0 10,693.9 3,900.0 8ft high column, Width= 16.000in, Depth= 16.000in Using 2 - #5 bars at 'd' = 4.00in Max. Bending + Axial Comp. Stress 456.29 psi Allowable 500.00 OK Max. Axial Only Compressive Stress 40.12 psi Allowable 440.15 OK Max Steel Bending Stress Allowable Title : Dsgnr: Description : Scope: Bending Stresses Steel Masonry psi psi 0.0 0.0 0.00 441.06 0.00 10,693.91 psi 24,000.00 OK Job # Date: 10:06AM, 12 MAR 06 Lateral Load 233.00 #/ft ..distance to bottom 0.000 ft ..distance to top 8.000 ft Load Type Wind Wind Load 0.00 psf E 1,350,000 psi in Axial Stress psi 40.12 15.23 15.23 CP-60 Page 1 carport masonry.ecw :Calwlalions 0.84341 5.04785 21.481 Column Design OK Dibble Engineers, Inc. 25 Central Way, Suite 400 Kirkland, WA 98033 (425) 883 -1900' — 425.497.1921 Rev: 580000 User: KW-0603102, Ver 5.8.0, 1-Dec -2003 (e)1983 -2003 ENERCALC Engineering Software Description typical masonry column at carport Summary of Loads & Moments Vertical Loads... Total DL C Top Mid- Height DL + LL Combined Moments... Top DL + LL Mid: DL + LL + Wind Mid: DL + LL + Seismic 0.00 ft-# 1,864.00 84 0.00 ft-# Title : Dsgnr: Description : Scope: Masonry Column Design Lateral Loads... 2.94 k 7.33 k Wind + Lateral 3.90 k 7.33 k Seismic + Lateral Job # Date: 10:06AM, 12 MAR 06 Page 2 carport masonry.eon:Calculations 233.00 # /ft 0.00 #M Dibble Engineers, Inc. 25 Central Way, Suite 400 Kirkland, WA 98033 (425) 883-1900 425.497.1921 Grout Spacing Analysis Data Rev. 580004 User: KW-0606102, Ver 5.8.0, 1- Dec-2003 (c)1983-2003 ENERCALC Engineering Software Masonry Pier Analysis & Design Page 1 tarpon masonry.ecw:Celculations General Information Total Lateral Force Seismic Zone Load Duration Factor Shear Pier Data Height/Length (H/Ly`3 Rel. Deft Sum Rigidity Rigidity = .001/Defl % Force to Pier Shear to Pier Relative De0 • 10A5 M / (V"Depth) Em Ev Summary Shear Reinforcing... fvW /(12'est jd) Fv: w/o Reinf. Fv: w/ Reinf. Horiz. Shear Av Req'd Bending Reinforcing... Moment @ End "d" to tension As Bending As Req'd typical west shear piers I Pier #1 Pier #2 Pier #3 Pier #4 6.00ft 6.00 ft 6.00ft 6.00ft 3.33 ft 3.33 ft 3.33 ft 3.33 ft 8in 8 I 8 I 8in 0.80 0.80 0.80 0.80 Pin -Fix Pin -Fix Pin -Fix Pin -Fix 1,500 psi 1,500 psi 1,500 psi 1,500 psi 24,000 psi 24,000 psi 24,000 psi 24,000 psi Yes Yes Yes Yes 24In 24 In 24 In 24 in Pier #1 Pier #2 Pier #3 Pier #4 1.8018 1.8018 1.8018 1.8018 5.8495 5.8495 5.8495 5.8495 2.6670 2.6670 2.6670 2.6670 1,499.82 374.954 374.954 374.954 374.954 0.25 0.25 0.25 0.25 1.000 k 1.000 k 1.000 k 1.000 k 0.00 in 0.00 in 0.00 in 0.00 in 2.252 2.252 2.252 2.252 1350,000.0 1350,000.0 1350,000.0 1350,000.0 psi 540, 000.0 540,000.0 540,000.0 540,000.0 psi Pier #1 9.02 psi 35.00 pal 58.09 psi Not Req'd lne2/ft 6.00 k -ft 2.66 ft 0.09 in2 Pier #2 4.00 k 4 1.00 9.02 psi 35.00 psi 58.09 psi Not Req'd In "2/ft 6.00 k -ft 2.66 ft 0.09 in2 Title : Dsgnr: Description : Scope: Code Ref: ACI 530 -02, 1997 UBC 2003 IBC, 2003 NFPA 5000 Pier #3 9.02 psi 35.00 psi 58.09 psi Not Req'd i02/ft 6.00 k -ft 2.66 ft 0.09 in2 Moduli: Em fm Moduli: Ev = Em Pier #4 9.02 psi 35.00 psi 58.09 psi Not Req'd in"2/ft 6.00 k -ft 2.66 ft 0.09 in2 Job # Date: 10:14AM, 12 MAR 06 900.00 0.40 Dibble Engineers, Inc. 25 Central Way, Suite 400 Kirkland, WA 98033 (425) 883-1900 425.497.1921 Rev: 580014 User KW-0808102. Ver 5.8.0, 1- Dec-2003 (c)1983 -2003 ENERCALC Engineering Software Cantilevered Retaining Wall Design Page 1 carport a lasonry.ecw:Calculations Description Criteria Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe Soil Density Wind on Stem Lateral Load Applied to Stem Design Summary I Total Bearing Load ...resultant ecc. Soil Pressure © Toe = Soil Pressure @ Heel = Allowable Soil Pressure Less Than ACI Factored @ Toe ACI Factored @ Heel Footing Shear @ Toe Footing Shear @ Heel Allowable Wall Stability Ratios Overturning Sliding Sliding Calcs Slab Resists All Sliding ! Lateral Sliding Force = 205.2 lbs Footing Design Results I Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1 -Way Shear Allow 1 -Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing 6.00 ft = 0.00ft 0.00: 1 = 0.00 in • 1.00 pcf = 0.0 psf • 961 lbs = 10.14 In = 1,370 psf = 0 psf 8.6 psi OK = 2.2 psi OK = 93.1 psi = 1.77 0K = N/A Heel = 1,370 0 psf = 942 0 ft-# = 187 194 ft-# = 756 194 ft-# - 8.62 2.24 psi = 93.11 93.11 psi - None Spec'd = None Spec'd = None Spec'd 979 psf OK 0 psf OK 1,500 psf Allowable Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 0.1 psf /ft Toe Active Pressure = 0.1 psf /ft Passive Pressure = 250.0 psf /ft Water height over heel = 0.0 ft FootingllSoil Friction = 0.300 Soil height to ignore for passive pressure = 0.00 in Lateral Load = 34.0 #/ft Stem Construction Design height Wall Material Above 'Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data Title : Dsgnr: Description : Scope: Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 ft= Top Stem Stem OK 0.00 Masonry 8.00 # 5 24.00 Center fb/FB + fa/Fa = 0.58s Total Force @ Section lbs = 204.9 Moment....Actual ft4= 813.8 Moment Allowable = 1,047.4 Shear Actual psi 5.0 Shear Allowable psi = 38.7 Bar Develop ABOVE Ht. in = 30.00 Bar Lap /Hook BELOW Ht. in = 6.00 Wall Weight = 84.0 Rebar Depth 'd' in = 3.81 Masonry Data fm psi= 1,500 Fs psi 24,000 Solid Grouting = Yes Special Inspection = Yes Modular Ratio 'n' = 25.78 Short Term Factor = 1.000 Equiv. Solid Thick. in = 7.60 Masonry Block Type = Normal Weight Concrete Data fc psi= Fy psi = Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S' Fr Heel: Not req'd, Mu < S * Fr Key: No key defined Job # Date: 10:40AM, 12 MAR 06 9 Footing Strengths & Dimensions f ▪ = 3,000 psi Fy = 60,000 psi Min. As % = 0.0018 Toe Width = 1.17ft Heel Width = 1.83 Total Footing Width = 3100 Footing Thickness = 12.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 2.00 In @ Btm.= 3.00 in ...Height to Top = 6.00 ft ...Height to Bottom = 0.00 ft Dibble Engineers, Inc. 25 Central Way, Suite 400 Kirkland, WA 98033 (425) 883-1900 425.497.1921 Rev: 580014 User. KW-0808102, Ver 5.8.0, 1- Dec-2003 (c)1983 -2003 ENERCALC Engineering Software Cantilevered Retaining Wall Design Page 2 carport masonry.ecwCalculations Description Summary of Overturning & Resisting Forces & Moments OVERTURNING Force Distance lbs ft Item Heel Active Pressure Toe Active Pressure Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load 81 Stem Above Soil = SeismicLoad = Total = Resisting/Overturning Ratio 1.2 2.33 204.0 4.00 Moment ft-// 2.9 816.0 205 2 O T M = 818.9 1.77 Vertical Loads used for Soil Pressure = 961.0 lbs Vertical component of active pressure NOT used for soil pressure Title : Dsgnr: Description : Scope: Code Ref: Ad! 318 -02, 1997 USC, 2003 IBC, 2003 NFPA 5000 Soil Over Heel 7.0 2.42 16.9 Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load = Axial Dead Load on Stem = 0.00 Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 504.0 1.50 756.0 Earth Stem Transitions= 450.0 1.50 675.0 Footing Weight Key Weight Vert. Component Total = Job # Date: 10:40AM, 12 MAR 06 -CP ID — RESISTING Force Distance Moment lbs ft ft-# 961.0 lbs R.M.= 1,447.9 a a -VI- 978.73psf a— 6' -0" 6' -0" #0@0.in @Toe #0 @O.in @ Heel 8.00005in Mas w/ #5 @ 24.1n o/c Solid Grout, Spc Insp Designer select all hodz. reinf. 3 -0" 1' -10" March 28, 2006 Dave Swanson, P.E. Reid Middleton 728 - 134th Street SW, Suite 200 Everett, WA 98204 RE: Structural Review King County Water District #125/ValVue Sewer District Admin Office — D06 -086 3460 South 148th STreet, Tukwila Dear Mr. Swanson: Please review the enclosed plans and documents for structural compliance with the 2003 International Building Code. If you should have any questions, please feel free to contact me at (206)431 -3672. Sincerely Brenda Holt, Permit Coordinator encl xc: Permit File No. 006 -086 City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director QADocuments\Structural Consultant \DOS -086 - structural review.DOC Page 1 of 1 bh 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206- 431 -3670 • Fax: 206- 431 -3665 Reid iddleton May 5, 2006 File No. 262006.005/00402 Mr. Bob Benedicto, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review — Final Submittal King County Joint Administration Building (D06 -086) Dear Mr. Benedicto: RECEIVED MAY -8 2006 PERMIT CENTER We reviewed the proposed project for compliance with the structural provisions of the 2003 International Building Code (IBC) as amended and adopted by the state of Washington and the city of Tukwila. The permit applicant has responded successfully to our comments. Portions of the structural design have been deferred by the structural engineer for submittal to the city of Tukwila until after issuance of the initial building permit. The following deferred submittals are identified: 1. Design drawings for metal - plate - connected wood trusses. Special inspections by the geotechnical engineer should be provided as recommended in the geotechnical report by Geotech Consultants, dated March 24, 2004. The following is a summary: 1. Site excavation and grading. 2. Placement of structural fill and soil compaction. 3. Verification of soil - bearing capacity. 4. Installation of foundation and retaining wall subsurface drainage system, where applicable. 5. Placement of foundation and retaining wall backfill, where applicable. Structural special inspections by qualified special inspectors should be provided. The following is a summary: 1. Concrete placement at concrete construction: Continuous. 2. Reinforcement at concrete construction: Periodic. 3. Installation of concrete and masonry adhesive anchors, where applicable Continuous. 4. Masonry construction, including placement of masonry units, mortar, reinforcement and structural connections: Periodic. 5. Grout placement at masonry construction: Continuous. 6. Installation and fastening of masonry veneer. Periodic. Washington Oregon Aloska Engineers Planners Surveyors Reid Middleton, Inc. 728 134th Street SW Suite 200 Everett, WA 98204 Ph: 425 741 -3800 Fax: 425 741 -3900 Mr. Bob Benedicto, Building Official City of Tukwila May 5, 2006 File No. 262006.005/00402 Page 2 7. Anchor bolts /rods at hold -downs of wood -framed lateral- force - resisting system: Continuous. 8. Wood -framed lateral- force - resisting system: Periodic. Structural tests by qualified special inspectors and other methods of verification, as applicable, should be provided. The following is a summary: 1. Testing of concrete for specified compressive strength (Fa, air content and slump. See IBC Table 1704.4. 2. Verification of specified compressive strength (F of masonry prior to construction and every 5,000 square feet during construction. See IBC Table 1708.1.4. The section of the structural notes on structural observation, Sheet Si, specifies structural observation by the structural engineer. The "red- lined" revisions noted below were made to the drawings with the concurrence of the structural engineer. The other sets of drawings should be reconciled in preparation for permit issuance. 1. Sheet S -2. Delete reference to MBHA hangers and modify note for HU410 hangers, as shown. Enclosed are one set of the revised drawings, one set of the revised structural drawings, structural calculations, geotechnical report, and correspondence from the structural engineer for your records. If you have any questions or need additional clarification, please contact us. Sincerely, Reid Middleton, Inc. P F "' Brazil, P.E., S.E. Senior Engineer Enclosures cc: Galen Page, Page and Beard (by surface mail) Jeffrey Gilliland, Dibble Engineers (by surface mail) h:\ doc \26 \planrevw \tukwila \06 \t004r2. doc \prb Reid iddleton Reid iddleton April 11, 2006 File No. 262006.005/00401 Mr. Bob Benedicto, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review — First Submittal King County Joint Administration Building (D06 -086) Dear Mr. Benedicto: RECEIVED APR 14 2006 COMMUNITY DEVELOPMENT l�FT We reviewed the proposed project for compliance with the structural provisions of the 2003 International Building Code (IBC) as amended and adopted by the state of Washington and the city of Tukwila. The permit applicant should address the comments below. Note that the "WSxx" code references are to Washington State Amendments of the applicable code. General 1. Responses to the review comments below should be made in an itemized letter form. We recommend the permit applicant have the structural engineer respond and resubmit two sets of the revised structural drawings and one copy of the supplemental structural calculations. All information should be submitted directly to Reid Middleton, Inc. Geotechnical 1. Special inspections by the geotechnical engineer should be provided as recommended in the geotechnical report by Geotech Consultants, dated March 24, 2004. See IBC Sections 1704.7 and 1802. The following is a summary: a. Site excavation and grading. b. Placement of structural fill and soil compaction. c. Verification of soil - bearing capacity. d. Installation of foundation and retaining wall subsurface drainage system, where applicable. e. Placement of foundation and retaining wall backfill, where applicable „fdi Washington Oregon Alaska Engineers Planners Surveyors Reid Middleton, Inc 728134th Sheet SW Suite 200 Everett, WA 98204 Ph: 425 741 -3800 Fax: 425 741 -3900 Mr. Bob Benedicto, Building Official City of Tukwila April 11, 2006 File No. 262006.005/00401 Page 2 Architectural 1. Portions of the structural design have been deferred by the structural engineer for submittal to the city of Tukwila until after issuance of the initial building permit. See IBC Section 106.3.4.2. The following deferred submittal is identified: a. Design drawings for metal - plate - connected wood trusses. Structural General 1. Structural special inspections by qualified special inspectors should be provided. See IBC Sections 1704 and 1707. The following is a summary: a. Concrete placement at concrete construction: Continuous, see also Section 1704.4. b. Reinforcement at concrete construction: Periodic, see also Section 1704.4. c. Installation of concrete and masonry adhesive anchors, where applicable: Continuous, see also Section 1704.13. d. Masonry construction, including placement of masonry units, mortar, reinforcement and structural connections: Periodic, see also Section 1704.5.3. e. Grout placement at masonry construction: Continuous, see also Section 1704.5.3. f. Installation and fastening of masonry veneer. Periodic, see also Section 1704.5.1. g. Anchor bolts/rods at hold -downs of wood -framed lateral- force - resisting system: Continuous, see also Sections 1704 4 and 1707.1. h. Wood -framed lateral- force - resisting system: Periodic, see also Section 1707.3. 2. Structural tests by qualified special inspectors and other methods of verification, as applicable, should be provided. The following is a summary: a. Testing of concrete for specified compressive strength (fa, air content and slump. See IBC Table 1704.4. b. Verification of specified compressive strength (f of masonry prior to construction and every 5,000 square feet during construction. See IBC Table 1708.1.4. Reid iddleton Mr. Bob Benedicto, Building Official City of Tukwila April 11, 2006 File No. 262006.005/00401 Page 3 3. The section of the structural notes on tests and inspections, Sheet S1 (or Sheet S6), should be revised by specifying additional special inspections (i.e., masonry construction and masonry veneer). Note that the types of special inspections are required to be included in the quality assurance plan. See IBC Section 1705.2(4). Refer to Sections 1704 and 1707 and the structural comment above to determine the additional types of special inspections. 4. The section of the structural notes on design loads should be revised by also specifying a live load of 100 psf for Meeting Room A -3. See IBC Section 1603.1.1 and Table 1607.1 5. The section of the structural notes on structural observation, Sheet Si, specifies structural observation, which is required for the administration building due to its classification in seismic use group III. See IBC Sections 106.1 and 1709. 6. A note should be added to the section of the structural notes on reinforced unit masonry, Sheet Si, specifying verification of the specified compressive strength (f,,,) of masonry prior to construction and every 5,000 square feet during construction. See IBC Section 1708.1.4 and Table 1708.1.4. Note that empirically designed masonry is not permitted in Seismic Design Category D, per Section 2109.1.1. 7. A note should be added to the section of the structural notes on wood framing, Sheet 51, stating that fasteners installed in preservative- treated wood shall be hot - dipped zinc- coated galvanized. See IBC Section 2304.9.5. 8. The section of the structural notes on concrete reinforcement, Sheet S1, should be revised by changing the edition of ACI 318 from 1999 to 2002. See MC Chapter 35. 9. The section of the structural notes on reinforced unit masonry, Sheet Sl, should be revised by changing the edition of ACI 530.1 et al from 1995 to 2002. See IBC Chapter 35. Foundation 10. At Grids B/2 and G/2 on the foundation plan, Sheet S2, spread footings are apparently intended for the support of the posts supporting girder trusses at the roof. The dimensions, however, are not specified, and Detail 7 /S4 -SIM, which is referenced at the footings, does not appear to provide this information. The dimensions and reinforcement at the spread footings should be specified on Sheet S2 for review. Reid iddleton Mr. Bob Benedicto, Building Official City of Tukwila April 11, 2006 File No. 262006.005/00401 Page 4 11. Concentrated loads of approximately 20 kips from the posts supporting girder trusses at the roof are imposed on the interior foundation walls at Grids C/4 and F /4. The footings at these locations do not appear structurally adequate to transfer design loads to the supporting soil. Spread footings of sufficient capacity to support design loads will likely be required. Substantiating data should be submitted verifying structural adequacy. The foundation plan should be revised as required. Vertical 12. A substitute for the MBHA hangers supporting the ends of the 5- 1/8x12 glued laminated beams at the main floor, Sheet S2, should be specified. These are top - flange hangers deriving most of the gravity- load - carrying capacity from the top flanges. Detail 7/S4 at the hangers, however, precludes support by the top flanges of the hanger. 13. A substitute for the A35 framing angles at Detail 12/S4 should be specified. Their installation assumes lumber at least 1 -1/2 inches in net thickness but the thickness of the top flange of TJI 230 joists is 1 -3/8 inches. Installation against the edges of such joists will lead to substantial decreases in lateral- load - carrying capacity. An alternative would be to submit substantiating data from the manufacturer verifying structural capacity. Lateral 14. The shear wall schedule, Sheet S -6, should be revised as noted below: a. Add a note for shear wall types SW-2 and SW-3 specifying that the panel edge nailing at panel meeting edges and sill plates shall be staggered. See Footnote (i) of IBC Table 2306.4.1. Note #3 is not adequate for this because it does not specify staggered nailing at the sill plates. b. Add a note for shear wall type SW -3 specifying that wood studs and blocking receiving edge nailing from abutting panels shall consist of single members with a minimum nominal thickness of 3 inches. See Footnote (i) of IBC Table 2306.4.1. Note #3 is not adequate for this because it does not specify 3 -inch nominal framing for this case. Reid iddleton Mr. Bob Benedicto, Building Official City of Tukwila April 11, 2006 File No. 262006.005/00401 Page 5 c. Reduce the spacing of the A35 framing angles. The current spacing is based on an allowable capacity of 510 plf but the allowable capacity for A35 framing angles in this case is 450 plf. Refer to Simpson Strong -Tie literature for further information. 15. Details 3/S4 and 4/S4 should be revised by specifying 3x PT members at the lower sill plate where specified in the shear wall schedule (i.e., shear wall types SW -2 and SW -3). Otherwise, the details conflict with the shear wall schedule. Note that double 2x plates are not permitted to substitute for sill plates required to have a minimum nominal thickness of 3 inches. See IBC Section 2305.3.10. 16. MSTC40 and MST60 strap ties are specified in the hold down schedule, Sheet S6, and #10 x % -inch screws are specified for their connection to wood framing. These straps, however, are manufactured to receive nails, not screws. The hold down schedule should be revised. Refer to Simpson Strong -Tie literature for further information. An alternative would be to submit substantiating data from the manufacturer verifying structural capacity. Corrections and comments made during the review process do not relieve the permit applicant or the designers from compliance with code requirements, conditions of approval, and permit requirements; nor are the designers relieved of responsibility for a complete design in accordance with the laws of the state of Washington. This review is for general compliance with the International Building Code as it relates to the project. If you have any questions or need additional clarification, please contact us. Sincerely, Reid Mi • i leton, Inc. /.� Philip rail, P.E., S.E. Senior ngineer Galen Page, Page and Beard (by surface mail) Jeffrey Gilliland, Dibble Engineers (by surface mail) dop:\ doc \26 \planrevw \tukwila \06 \t004r 1 .doc \prb cc: Reid iddleton ';',U0SANI,46 • ;1;t I MUM ION Al vi 1 NN400'alA wraNVLS FILUNIZINVOICCOV ON Q Sat Up N®Cas ' leN1339v aailv suaorcranne * ii i INA ti a /n ilv DIV ph i iPti 'hi l hill iii 1 1111 ID 11)11U / 111 iii0111111 lig 1111111 Ifghillish ' fib' phipizi gbh QU a lint m iird 'bin i 11 go Fp l II 0 v 0 ta a 4 I E p 4s i i lig- 11 lit 1 " I 11 11 o 1 1 N I ion op SB 1 I. 1 Ngi 0 §3 t r igg 1 1 aann l 1 1 1 1 :fi I I li 1E1 1 1 15 , 1 II q ild 1 li PI IF ';',U0SANI,46 • ;1;t a1 tie saa m�nossuaor i 1 I 1 1 I CM Wi XtRia V AS 31111:13d0 amnia aMONQu zaa+ooLeAwrJ3aaidCWVaIIU3S011 tainvass3ba9 • a 41 MIL . ° t ^ flft 1:10.1.741:1111031 Malt G am aw OS'W �1r aassatanvouxtscecua ttakua aMT1v 1 1 !III tt 1 lir lollact f •� S 1Th% myna , �. 411ra•SO-mMwiJna1/ IN IN i o i 07 -28 -2006 GALEN PAGE 910 MARKET ST KIRKLAND WA 98033 RE: Permit Application No. D06 -086 3460 S 148 ST TUKW Dear Permit Applicant: In reviewing our current permit application files, it appears that your permit application applied for on 03/16/2006, has not been issued by the City of Tukwila Permit Center. Per the International Building Code and/or the International Mechanical Code, every permit application not issued within 180 days from the date of application shall expire by limitation and become null and void. Your permit application expires on 09/12/2006. If you choose to pursue your project, a written request for extension of your application addressed to the Building Official, demonstrating justifiable cause, will need to be received at the Permit Center prior to your expiration date of 09/12/2006. If it is determined that an extension is granted, your application will be extended for an additional 90 days from the expiration date. In the event you do not receive your written request for extension, your permit application will become null and void and your project will require a new permit application, plans and specifications, and associated fees. Thank you for your cooperation in this matter. Xe: Permit File No. D06-086 City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206- 431 -3670 • Fax: 206-431-3665 ACTIVITY NUMBER: D06 -086 DATE: 11 -22 -06 PROJECT NAME: JOINT ADMINISTRATION BUILDING SITE ADDRESS: 3460 S 148 ST Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # X Revision # 2 After Permit Issued DEPARTMENTS: Building Division ❑ Pti Works Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Approved Notation: REVIEWER'S INITIALS: Documents/routing slip.doc 2 -28-02 PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP Fire 511 nli-• Prevention ItiteD9 Incomplete Planning Division ❑ Permit Coordinator Not Applicable TUES/THURS ROUTING: Please Route Structural Review Required ❑ No further Review Required DATE: DATE: DUE DATE: 11 -28-06 Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: DUE DATE: 12-26-06 Approved with Conditions ❑ Not Approved (attach comments) ❑ Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: ACTIVITY NUMBER: D06 -086 DATE: 11 -02 -06 PROJECT NAME: JOINT ADMINISTRATION BUILDING SITE ADDRESS: 3460 S 148 ST Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # X Revision # 1 After Permit Issued DEPARTMENTS: Butl hg Ditisi -1 Public Works ❑ Complete Comments: REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Approved Notation: REVIEWER'S INITIALS: Documents/routing slip.doc 2-28-02 PERMIT C00RD COPY PLAN REVIEW /ROUTING SLIP Fire Prevention Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Incomplete ❑ ❑ Permit Coordinator ❑ Planning Division DUE DATE: 11-07-06 Not Applicable n 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: DUE DATE: 12 -05 -06 Approved with Conditions ❑ Not Approved (attach comments) ❑ DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: ACTIVITY NUMBER: D06 -086 DATE: 06 -12 -06 PROJECT NAME: KC WATER DISTRICT #125 SITE ADDRESS: 3460 S 148 ST Original Plan Submittal Response to Correction Letter # Response to Incomplete Letter # X Revision # 1 �Permit Issued DEPARTMENTS: A p (I,'° I Bu ing uivision frlOorkk , Comments: Please Route Approved ❑ Notation: Documents/routing slip.doc 1 -18-02 REVIEWER'S INITIALS: REVIEWER'S INITIALS: PLAN REVIEW /ROUTING SLIP DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Incomplete ❑ TUES/THURS ROUTING: APPROVALS OR CORRECTIONS: PERMIT COORD COPY 4b Structural Review Required Approved with Conditions o MA* 4 - �' Ic- - Fire l�� Prevention UVJ PI n ing Divis on Structural ❑ Permit Coordinator ❑ DUE DATE: 06-13-06 Not Applicable ❑ Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: No further Review Required DATE: DUE DATE: 07 -11 -06 Not Approved (attach comments) ❑ DATE: n Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D06 -086 DATE: 03 -20 -06 PROJECT NAME: KING COUNTY WATER DISTRICT #125 SITE ADDRESS: 3460 S 148 ST X Original Plan Submittal Response to Correction Letter # Response to Incomplete Letter # Revision # After Permit Issued DEPARTMENTS: 01) 6 it>, -06 B (ding Division 1111 Public Works TTYVI Mtn) 5-I r-b DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Incomplete 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 d Structural Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Approved ❑ Notation: REVIEWER'S INITIALS: Documents/routing slip.doc 2 -28-02 Approved with Conditions 1v1 5 1 � � 1 Ahg, Fire Prevention Structural , 7 6 �' o(P Plan Division CZ Permit Coordinator DUE DATE: 03 -21 -06 No further Review Required DATE: DATE: Not Applicable DUE DATE: 0448-06 Not Approved (attach comments) ❑ Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: I Revision No. I Date Received Staff I Initials Date I Issued Staff I nitials �— ► i1.22 I 36^.. I 12 21 •ot, 1 AAA t4 U Summary of Revision: Summary of Revision: Vey Kitt? IJ '1b - fl- in Os. r . .■ .r l+a► t 'a at Received By: r I}o c ke ...so,. Revision No. Date Received . Staff Initials Date Issued Staff I Initials 1 thozea, cicnv it.ZZ• do Summary of Revision: Summary of Revision: in Os. r . .■ .r l+a► t 'a at a C fnc.:. Received By: ,1'f2.1 .l Revision No. Date I Received I Staff i Date I Initials . I Issued I • •'Staff Initials 1 thozea, cicnv it.ZZ• do Summary of Revision: Summary of Revision: in Os. r . .■ .r l+a► t 'a at a C fnc.:. Ore- lot, ,1'f2.1 .l V Received By: 1 4ot - 4 Qx cCDlL11L4 Revision I No. Date Received I Staff Initials I Date Issued I Staff Initials a I Summary of Revision: Received By: Received By: Revision No. Date Staff Received Initials ( Date Staff Issued j Initials s 1 Summary of Revision: Received By: PROJECT NAME: IDINIT "AA (M P >1 Xr PERM)' NO:. Q o Origiri f Issue Date: Site Address: ?M bc, ` 'Ju,'$ REVISION LOG (please print) (please print) (please print) (please print) (please print City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206431 -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: (0 121 C7(o Plan Check/PermitNumber: - PO CA — d8co ❑ Response to Incomplete Letter # enSECENED ❑ Response to Correction Letter # f� Revision # I �,ad is Issued JUN 1 r� � Ea pu � ,, . i !❑ Revision requested by a City Building Inspector or Plans Examiner �IM1TR Project Name: - S 43 11-4T Act a/III.It Tlo4 $L,Dfz, - Piee T Project Address: 'Z 4Coo S l4 $+S. Contact Person: CC G Lea Pf .tn6. Phone Number: 42S- Sn - 7 %So Summary of Revision: - Ole "Gttibex' sT1C-uc_NCc is era A` lc v a 1 I-rrec -104- L•ST L i t-IC . STM,c flyLsE 1145 1,eal A f rPko� STn-vc R.4t� -`1 -4c6 4-S. Tta 1 s 4Z of'-nt4r 1 7a 'g ¶eon1 IMO taioW - crT4eL Irt CAA) Pea Ifs ` iThs retail an_ a tg-A- C ftRM I r - ' titsaDS T] SE tsS oeo 4-54-e rtiba6fo L 'f it'- Laic/4 (mss ta' 44 2.424ISco Sheet Number(s): A--I.0 ' 4-1 "Cloud" or highlight all areas of revision including date o Received at the City of Tukwila Permit Center b Entered in Permits Plus on \applications\forms- applications on line revision submittal Created: 8-13-2004 Revised. revision Steven M. Mullet, Mayor Steve Lancaster, Director Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: ///2Z/b (P ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # Revision # `f- after Permit is Issued Revision requested by a City Building Inspector or Plans Examiner Project Name: Tc (4-1T >- I S` 7/l- 4.-51 6/S L CS Project Address: 3 4 Cr O I'/ cb ST Contact Person: 2- 4r — tom n ' / 1 c C156 p Phone Number: 425 '27 7 ° o Summary of Revision: )tVt 5 C 7 t 1ZC ,A4 A11--i / f'/ V Sheet Number(s): S • O "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: ICI Entered in Permits Plus on \apphcationsVbnns- applications on line\revision submittal Created: 8 -13 -2004 Revised: 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: httmf/wwv.cttuh,vilawaus lil 1a.1! Plan Check/Permit Number: ..) b C - C Steven M. Mullet, Mayor Steve Lancaster, Director RECEway erry off r NOV 222006 PERMIT CENTER Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: /'2 (.Co Plan Check/Permit Number: )O(o - 0 SG ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # Project Name: g isalc_.rr .6- (.hull 4T124rI61 t ISt-OC, p,7 e2-r Project Address: 46 cn 14 g sr. 1 711 Y -Ltl L4— Person: TULh -nl Cr AA c (A1ZJeJ L Phone Numbe # Z - 7 Q co Summary of Revision: "DcLerg F 94 it,6- 211?1Z5 t At--6 t-/ 6O fat_ 1150 5oa.3 t Sheet Number(s): A-- 0. O -'L ,4 "Cloud" or highlight all areas o including date of revision 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 # / after Permit is Issued Revision requested by a City Building Inspector or Plans Examiner Received at the City of Tukwila Permit Center by: /y Entered in Permits Plus on i UO2-1(1( lapphcationstforms- applications on hnekevision submittal Created: 8 -13 -2004 Revised: Q Steven M. Mullet, Mayor Steve Lancaster, Director tikCEIVED CITY OF TUICWRA NOV 0 2 2006 PERMIT CENTER Oop 1608 11:49a rot hookenson Number: ROYALC*994KU Expires; December 31, 2006 • Washington State Patrol Fire Protection Bureau Office of the State Fire Marshal Issued To Royal Construction of Auburn, Inc. License Information License COMMESII84MK Licensee Name COMMERCIAL STRUCTURES INC Licensee Type CONSTRUCTION CONTRACTOR UBI 600427752 Ind. Ins. Account Id 44477000 Business Type CORPORATION Address 1 P 0 BOX 68845 Address 2 City SEATTLE County KING State WA Zip 981680845 Phone 2062463939 Status ACTIVE Specialty 1 GENERAL Specialty 2 UNUSED Effective Date 7/12/1982 Expiration Date 6/3/2007 Suspend Date Separation Date Parent Company Previous License Next License Associated License Business Owner Information Name Role Effective Date Expiration Date MCNEILL, RICK R 01/01/1980 MCNEILL JERRY M 01/01/1980 Look Up a Contractor, Electric; an or Plumber License Detail Page 1 of 4 Washington State Department of Labor and Industries General/Specialty Contractor A business registered as a construction contractor with L&I to perform construction work within the scope of its specialty. A General or Specialty construction Contractor must maintain a surety bond or assignment of account and carry general liability insurance. Bond Information Bond Bond Company Name Bond Account Number Effective Date Expiration Date Cancel Date Impaired Date Bond Amount Received Date TRAVELERS CAS & STY CO OF Until https: // fortress .wa.gov /lni/bbip /printer.aspx ?License= COMMESI I84MK 08/17/2006 x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x