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Permit D07-301 - SMART CAR SEATTLE - ENTRY CANOPY
SMART CAR SEATTLE ENTRY CANOPY 301 BAKER BL D07 -301 Parcel No.: 0223100075 Address: 301 BAKER BL TUKW Suite No: Tenant: Name: SMART CAR SEATTLE - ENTRY CANOPY Address: 301 BAKER BL , TUKWILA WA Owner: Name: OB FIFE PROPERTY II L L C Address: PO BOX 726 , BELLEVUE WA 98009 Phone: Contact Person: Name: DALE FRANK Address: 785 SE 76 ST , MERCER ISLAND WA 98040 Phone: 206 - 275 -4130 Contractor: Name: POE CONSTRUCTION Address: PO BOX 899 , AUBURN WA 98071 Phone: 253 833 -2400 Contractor License No: POECOI *247QZ doc: IBC -10/06 Cityf Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us DEVELOPMENT PERMIT * *continued on next page ** Permit Number: D07 - 301 Issue Date: 09/18/2007 Permit Expires On: 03/16/2008 Expiration Date: 05/01/2009 DESCRIPTION OF WORK: CONSTRUCT FRAMED ENTRY CANOPY AT EXISTING ENTRY DOOR, DEMO /REPLACE CONCRETE PAVING AT EXISTING ENTRY DOOR, ADD PAINTED MARKINGS (TEST TRACK) AT EXISTING PAVED AREA. Value of Construction: $25,000.00 Fees Collected: $804.72 Type of Fire Protection: SPRINKLER/AFA International Building Code Edition: 2006 Type of Construction: VB Occupancy per IBC: 0019 D07 -301 Printed: 09 -18 -2007 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N Fire Loop Hydrant: N Number: 0 Size (Inches): 0 Flood Control Zone: Hauling: N Start Time: End Time: Land Altering: Volumes: Cut 0 c.y. Fill 0 c.y. Landscape Irrigation: Moving Oversize Load: Start Time: End Time: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: Permit Center Authorized Signatur doc: IBC-10/06 City a /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 N Permit Number: D07 - 301 Issue Date: 09/18/2007 Permit Expires On: 03/16/2008 Private: Public: Profit: N Non - Profit: N Private: Public: Date: 61'2)101- I hereby certify that I have re an• ex. , ed this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be plies th, whether specified herein or not. The granting of 's = - rmit • • s not pres to give authority to violate or cancel the provisions of y oth r state or local laws regulating construction or perfo of wor , . authorized to sign and obtain this development pe t. Signature: Date: 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. D07 -301 Printed: 09 -18 -2007 1: ** *BUILDING DEPARTMENT CONDITIONS * ** doc: Cond -10/06 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us PERMIT CONDITIONS Parcel No.: 0223100075 Permit Number: D07 -301 Address: 301 BAKER BL TUKW Status: ISSUED Suite No: Applied Date: 08/13/2007 Tenant: SMART CAR SEATTLE - ENTRY CANOPY Issue Date: 09/18/2007 2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. 3: All 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. 4: The special inspections and verifications for concrete construction shall be required. 5: The special inspections for steel elements of buildings and structures shall be required. All welding shall be done by a Washington Association of Building Official Certified welder. 6: Installation of high- strength bolts shall be periodically inspected in accordance with AISC specifications. 7: The special inspection of bolts to be installed in concrete prior to and during placement of concrete. 8: 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. 9: 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. 10: 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. 11: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 12: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 13: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 14: Remove all demolition rubble and loose miscellaneous material from lot or parcel of ground, properly cap the sanitary sewer connections, and properly fill or otherwise protect all basements, cellars, septic tanks, wells, and other excavations. Final inspection approval will be determined by the building inspector based on satisfactory completion of this requirement. 15: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the Cityof Tukwila Permit Center. D07 -301 Printed: 09 -18 -2007 doc: Cond -10/06 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us 16: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206 - 431 - 3670). 17: 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. * *continued on next page ** D07 -301 Printed: 09 -18 -2007 Signature: Print Name: doc: Cond -10/06 syse City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us I hereby certify that I have read - se conditions and will comply with them as outlined. All provisions of law and ordinances governing this work will be complied wi j' ether specified herein or not. The granting of this to give authority to violate or cancel the provision of any other work or local laws regulating construction or th Date: 9 D07 -301 Printed: 09 -18 -2007 SITE LOCATION. King Co Assessor's Tax No.: 0)-D-1 l d — () 3 7 Suite Number: Floor: A t 11,��, New Tenant: ❑ Yes ❑ ..No Property Owners Name: O ' I4A tt ed &OAT (05 I e5) Mailing Address: 'Pp. Site Address: Tenant Name: Name: F206 Mailing Address: E -Mail Address: CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.ci.tukwila.wa.us 3oI 5 z> /14 61161/1I6 I V k q City ■1,vv• I I _• I.."..i Building Permit No. )ri ° 30 Project No. ?O1 0 15 (For office use onl Mechanical Permit No Plumbing/Gas Permit No. Public Works Permit 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 ** State Zip CONTACT PERSON h do we contact -w your permit is readyto be issued Day Telephone: /rcw Vi U ggo4o City nn ^^ State dPFj r- 2 G' rx.ntc4 met Fax Number: '� % 2Z5 �1I Zip r ENERAL CONTRACTOR EVORMATION ( Contractor7nfor nattonTorMechanical . (pg 4) forPi robing and Gas -- Piping Company Name: qC ` ( }VI R W r' 1 � N l Mailing Address: � Vv 0 1 Contact Person: AIM La fn R0(564 E -Mail Address: 4041 (, FbCCAWICIIIAGraYin , Cm Contractor Registration Number: CCM l w Cin , 1 QZ ftVCIX &Cal 11A f*.CA E -Mail Address: J e FIabXd6t1V1 1 • he4- Company Name: Mailing Address: Contact Person: Company Name: Mailing Address: env. Ts 4P1A44 � / &utl q so 046 j6 Avg. , Ste 1)!» Contact Person: foo w� ^ f� E -Mail Address: 4# krtn C" �S - 5 f w 0 con/ Q: WpplicationsWorms- Applications On Line \ 3-2006 - Permit Application.doc Revised: 9 -2006 bh ig /veU (Ark qesiol City State Day Telephone: 0 6 `141)0 Fax Number: ` 3 426 Expiration Date: �✓ l /01 ARCHITECT 'OF RECORD = Allplans must be wet stamped "byArchitect of Record ENGINEER OF RECORD - All plans must be wet stamped by Engineer of Record T City State Zip Day Telephone: /2- q22 7 Fax Number: fl -77 ta. w � State 2 Zip Day Telephone: 23 3g3 2717 Fax Number: q3 9 l5s-7 Zip Page 1 of 6 Will there be new rack storage? ❑ Yes Q:Upplications\Forms- Applications On Lineli -2006 - Permit Application.doc Revised: 9 -2006 bh BUILDING PERMIT INFORMATION — 206 -431 -3670 Valuation of Project (contractor's bid price): $✓/ 041 Existing Building Valuation: $ Scope of Work (please provide detailed information): COnSfi f YAI14 /.. iIL. "i: CDVKdre, : 4_4 r - %, / :/ILL. /. c d I X .. No If yes, a separate permit and plan submittal will be required. .Provide All Building Areas in Square Footage Below l st,Floor 2nd F100r{ 3` Fl hru' Basement Accessory !: Structure* ......... ........ ..__........ Attached Garage Detached Garage ....................... ............................... AttacliedCarport Detached Carport :Covered;Deck: __...._ ......................... _... Uncovered Deck nteriorRemodel Addition to Existing Stricture. e of ccupancy:per ,TBC 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) IVA *For an Accessory dwelling, provide the following: WA, Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact Handicap: Will there be a change in use? ❑ Yes No If "yes ", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: IA Sprinklers g Automatic Fire Alarm ❑ None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes ❑ No If 'yes ; attach list of materials and storage locations on a separate 8 -1/2 "x 11 " paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. Page 2 of 6 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. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF P r Y BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING Signature: Print Name: Building and Mechanical Permit The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). Plumbing Permit The Building Official may grant one extension of time for an additional period not exceeding 180 days. The extension shall be requested in writing and justifiable cause demonstrated. Section 103.4.3 Uniform Plumbing Code (current edition). V_ I Vr Q: \ Applications On Line\3 -2006 - Permit Application.doc Revised: 9 -2006 bh NT: Mailing Address: (002/ l2 st' Ems. , Zoe 14 1 21( City e. Day Telephone: Date: 0 �s32 f WA 9 2% - State z i t - Zip Date Application Accepted: / f) Date Application Expires: a - 1 ;— 6 _ Staff Initials: Page 6 of 6 Payee: POE CONSTRUCTION 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.ci.tukwila.wa.us RECEIPT Parcel No.: 0223100075 Permit Number: D07 -301 Address: 301 BAKER BL TUICW Status: ISSUED Suite No: Applied Date: 08/13/2007 Applicant: SMART CAR SEATTLE - ENTRY CANOPY Issue Date: 09/18/2007 Receipt No.: R07 -02332 Payment Amount: $58.00 Initials: WER Payment Date: 10/25/2007 09:20 AM User ID: 1655 Balance: $0.00 TRANSACTION LIST: Type Method Description Amount Payment Check 87304 58.00 Account Code Current Pmts 000/345.830 58.00 Total: $58.00 --- 10/25 T710 i0 M AL doc: Receiot -06 Printed: 10 -25 -2007 • City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us Parcel No.: 0223100037 Permit Number: D07 -301 Address: 410 BAKER BL TUKW Status: PENDING Suite No: Applied Date: 08/13/2007 Applicant: SMART CAR SEATTLE - ENTRY CANOPY Issue Date: Receipt No.: R07 -01692 Initials: WER Payment Date: 08/13/2007 02:42 PM User ID: 1655 Balance: $0.00 Payee: HELIX DESIGN GROUP TRANSACTION LIST: Type Method Description Amount Payment Check 15546 804.72 ACCOUNT ITEM LIST: Description BUILDING - NONRES PLAN CHECK - NONRES STATE BUILDING SURCHARGE Account Code Current Pmts 000/322.100 000/345.830 000/386.904 RECEIPT Payment Amount: $804.72 484.98 315.24 4.50 Total: $804.72 14-`al 08/13 9716 TGTrL 6277.29 doc: Receipt -06 Printed: 08 -13 -2007 COMMENTS: Type o Inspection: /} Address: 36/ QAlze r cR rev Special Instructions: Date Wanted: S -26 ' S DPt4 17 / / ✓ewegiel _ 4 /J/c° ? Requester: ,vi , ' -Se' f -./v4/ LM e'/ Phone No: Jf or-1 /fir ?/1?Apt/ / / ° 1 l7m C /Me 7,i / P�- 4 4 Type o Inspection: Address: 36/ QAlze Date Called: Special Instructions: Date Wanted: S -26 M - Requester: Phone No: CITY OF TUKWILA BUILDING DIVISION C- 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 INSPE ION NO. CZ Approved per applicable codes. El Corrections required prior to approval. Date:. - 00 REINSPECTION FEE REQUIREd Prior to inspection, fee must be id at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. eipt No.: INSPECTION RECORD Retain a copy with permit AO73al PERMIT NO. CgM M ENTS: l / /e JYO , fr . -eY 4 1 ZA}7i Address: 36/ g ,4/'t Date Called: Special Instructions: Date W me a.m ,/e7 . Dz 6 9 4K-39 G- ,,,Fa 6 er, ✓ ,i .- iV4 / /e /-/e-7 —1 c` -,ri, e � Pr ' i7/ f�fl /// `� of spection: I Type /i 111'9 Address: 36/ g ,4/'t Date Called: Special Instructions: Date W me a.m Requester: Phon N INSPE r • N NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 El Approved per applicable codes. ect INSPECTION RECORD Retain a copy with permit Corrections required prior to approval. Date: /Z 1� .00 REINSPECTION FEE cQUIRED. nor to inspection, fee must be id at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. 'Receipt No.: 'Date: PERr NO. (206)431 -3670 Project: ��, (J Type of Inspection: r 72,eirriov 4, Address: 30 / Q r 1 ie f.Z 8 �. Date Called: Special Instructions: Date Wanted./ / ///e a.m. (03- Requester: Phone No: 06 ‘;S / —/3 VC I INSPECTION RECORD L Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 El Approved per applicable codes. COMMENTS: P I- 7 ) it ( -A 1 , tom r El SP .1 NSPECTION FEE REQ !RED. P • • r to inspection, fee must be ps 4f 6300 Southcenter Blvd., Suite 100. - lithe schedule reinspection. (Receipt No.: 'Date: D07 -30/ PERMIT NO. (206)431 -3670 Corrections required prior to approval. Pro' : n7� ,-1i — � / M' /4i• Type of Inspection: / if - S Address: 50 / 6�/ /Z J/. Date Called: / Special Instructions: Date / / / a Requester: Phone No O . -.S5/ -a INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 ❑ Approved per applicable codes. El Corrections required prior to approval. COMMENTS: 1 42 Inspecto 0 REINSPECTION FEE REQUIRED. P for to inspection, fee must be d at 6300 Southcenter Blvd.. Suite 10 Call the schedule reinspection. Receipt No.: 'Date: Krazari & ASSOCIATES, INC. GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION May 12, 2008 KA Project No. 066 -07242 Permit No. D07 -301 Mr. Dale Frank OB Fife Properties, LLC PO Box 726 Bellevue, WA 98009 RE: Final Letter Regarding: Acura Dealership Re- roofing Project (Portal Only) Tukwila, WA To Mr. Frank: In accordance with your request and authorization, we have performed special testing and inspection services for the above referenced project. The special inspections for this project were: • Reinforced Concrete • Visual Welding GP/61, -614x, Don Miller Project Manager Puyallup Division To the best of our knowledge, all work which has been tested and/or inspected has been found to be in general accordance with the approved plans and specifications, engineering revisions, and Chapter 17 of the 2006 International Building Code. If you have any questions or if we can be of further assistance, please do not hesitate to _contact our office at (253) 939 -2500. Respectfully submitted, KRAZAN & ASSOCIATES, INC. With Offices Serving The Western United States RE CEIVED L 2008 BU1LLHNG DEPARTMENT 922 — Valley Avenue NW Suite 101 • Puyallup, WA 98371 • (253) 939 -2500 • Fax: (253) 939 -2556 !! K razan February 14, 2008 Mr. Dale Frank OB Fife Properties, LLC PO Box 726 Bellevue, WA 98009 RE: Final Letter Regarding: Acura Dealership Re- roofing Project Tukwila, WA To Mr. Frank: GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION In accordance with your request and authorization, we have performed special testing and inspection services for the above referenced project. The special inspections for this project were: • Reinforced Concrete • Entire Roof Nailing • Visual Welding • Proprietary Anchor To the best of our knowledge, all work which has been tested and/or inspected has been found to be in general accordance with the approved plans and specifications, engineering revisions, and Chapter 17 of the 2006 International Building Code. If you have any questions or if we can be of further assistance, please do not hesitate to contact our office at (253) 939 -2500. Respectfully submitted, KRAZAN & ASSOCIATES, INC. e_eX Don Miller Project Manager Puyallup Division Cc: City of Tukwila Poe Construction & ASSOCIATES, INC. With Offices Serving The Western United States KA Project No. 066 -07242 Permit No. D07 -301 922 — Valley Avenue NW Suite 101 • Puyallup, WA 98371 • (253) 939 -2500 • Fax: (253) 939 -2556 RECEIVED FEU 15 2008 COMMUNITY DEVELOPMENT February 7, 2008 GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION Mr. Dale Frank OB Fife Properties, LLC PO Box 726 Bellevue, WA 98009 To Mr. Frank: • FEB 8 Krazan & ASSOCIATES, INC. RE: Final Letter Regarding: Acura Dealership Re- roofing Project Tukwila, WA KA Project No. 066 -07242 Permit No. D07 -301 In accordance with your request and authorization, we have performed special testing and inspection services for the above referenced project. The special inspections for this project were: • Reinforced Concrete • Entire Roof Nailing • Visual Welding • Proprietary Anchor To the best of our knowledge, all work which has been tested and/or inspected has been found to be in general accordance with the approved plans and specifications, engineering revisions, and Chapter 17 of the 2006 International Building Code. If you have any questions or if we can be of further assistance, please do not hesitate to contact our office at (253) 939 -2500. Respectfully submitted, KRAZAN & ASSOCIATES, INC. Don Miller Project Manager Puyallup Division With Offices Serving The Western United States 922 — Valley Avenue NW Suite 101 • Puyallup, WA 98371 • (253) 939 -2500 • Fax: (253) 939 -2556 Seattle Tacoma 411PCS Structural Solutions 811 First Avenue, Suite 510 • Seattle, WA 98104 • tel: 206.292.5076 950 Pacific Avenue, Suite 1100 • Tacoma, WA 98402 • tel: 253.383.2797 STRUCTURAL CALCULATIONS FOR SMART CAR OF SEATT ENTRY PORTAL SEATTLE, WASHINGTON PREPARED BY PCS STRUCTURAL SOLUTIONS EXPIRES: 3/8/ ern SEPTEMBER 11, 2001 01 -412 Doi- 501 www.pcs-structural.com -� c olrf REVIEWED ODE COMPLIANCE APPROVED OCT 17 2007 O Of Tukwila B ILDIN DM I RECEIVED CITY OF TLIKWILA SEP 2 5 2007 PERMIT CENTER REVISION N A 1718 7� SEP 2007 rFc17 - - A -J � (Z1 c.0 r Project: SMART OAR OF SEATTLE Job Number: 01412.00 111 PCS Structural Solutions Originating Office: DESIGN CRITERIA CHECKLIST ,...5e/.4 .••• CODE: BUILDING TYPE: FIRE RATING: IBC 2006 I CONSTRUCTION REQUIREMENTS V - B 0 I VERTICAL DESIGN CRITERIA ROOF: DEAD LIVE PARTITION CONCENTRATED 15 PSF 25 PSF I WIND DESIGN CRITERIA BASIC WIND SPEED (V) = IMPORTANCE FACTOR (I EXPOSURE CATEGORY: MEAN ROOF HEIGHT: ROOF SLOPE ( :12): 0 (degrees): SEISMIC USE GROUP: SITE CLASS: IMPORTANCE FACTOR (I STRUCTURAL SYSTEM (R): OVERSTRENGTH FACTOR (0. FLOOR (LIVE): FLOOR (TOTAL): WALLS- REPORT: BEARING: ACTIVE: PASSIVE: COEFFICIENT OF FRICTION: PILE TYPE: L/ L/ L/ NO 1500 PSF 55 PCF 250 PCF 0.50 NONE VERTICAL CAPACITY = UPLIFT CAPACITY = 85 MPH 1.0 B 15 FT V V 1.00:12 4.16 0 V V 1 2.5 5.0 480 360 360 V V N/A N/A Sheet: TZ,1 of 0 Seattle 0 Tacoma LOCATION: SPRINKLERED? SPRINKLER SUBSTITUTED FOR FIRE RATING? (Per Section 6.5.4, Figure 6-1, or as required by Building Depart (Per Section 1609.511601 and Table 1b04.5 1113Q) (Per Section 1609.41113C.4 (See Section b.2 - Definitions) (Enter vertical rise In 12 horizontal units) SEISMIC DESIGN CRITERIA (Per Section 1616.211BCD (See Section 1615.1.1116Q, Assumed as "D" or per Geotech.) (Per Table 1604.511B01) (Per Table 9.52.2, As modified by Section 1611.6.111BC1) (Per Table 95.2.2, As modified by Section 1611.6.1111301) INFORMATION BELOW FROM "EARTHQUAKE SPECTRAL RESPONSE ACCELERATION MAPS" CD LATITUDE: 41.451 5 = 1.420 F = LONGITUDE: -122.254 5 0.406 F = 'DEFLECTION CRITERIA ROOF (LIVE): ROOF (TOTAL): SPECIAL: 'SOIL DESIGN CRITERIA .4ce' ASSUMED VALUES BASED OF PREVIOUS RENOVATION DRAWINGS MINIMUM FOOTING DIMENSIONS: CONTINUOUS: SPREAD: FROST DEPTH: Name: DAG Date: 08/10/01 TUKWILA, WA L/ L/ L/ NO NO V 1.00 1.51 360 240 V V V LATERAL CAPACITY =1 N/A SIZE = N/A 4. Ea PCS Structural Solutions MATERIALS 8/10/2007 I CONCRETE FOOTINGS/PILES: SLABS/INAU_S• MASONRY Steel Gracie = 60 N-Flange Beams Shapes 4 Plates Pipes Tubes ASTH Cc10 E = Fb = F = F, = Pro Jet: SMART CAR OF SEATTLE Job Number: 01412.00 Name: DAG Date: O5/10/01 3000 PSI 4000 PSI ASTM AGIci2 ASTM A56 ASTM A55 ASTM A500 = Originating Office: 0 Seattle Sheet: pa/ of 0 Tacoma COLUMNS: BEAMS: I REINFORCING = 60000 PSI 4000 PSI 5000 PSI I STRUCTURAL STEEL = 50000 PSI f = 56000 PSI f = 35000 PSI f = 46000 PSI e iiii. wee r.vre..reeeeefeffer feiieVeZ eieVerk/ rn, >? eeeeereeseeeie SOLID GROUTED 1 GLU-LAM BEAMS Simple Spans Cantilevers Grade = E = rb (BOTTOM) = Fb (TOP) = F, = TRUS-JOIST PRODUCTS Micro-Lam LVL F'arallam PSL Timberstrand LSL I FRAMING LUMBER hp.:024 Joists 4 Studs E = Fb = F, = 4 Fc = Beams 4 Headers E = Fb = F = Posts 4 Timbers E = F, = WALL SURFACES 4 ROOF OVERHANGS Effective Wind Area POSITIVE PRESSURES I NEGATIVE PRESSURES I ROOF OVERHANGS ZONE 4 5 4 5 2 3 10 5F 13.0 13.0 -14.1 - 11.4 - 18.1 -30.1 20 SF 12.4 12.4 -13.5 -16.2 -18.4 -24.2 50 5F 11.6 11.6 -12.1 -14.1 -11.1 -15.4 100 5F 11.1 11.1 -12.2 -13.5 - 11.1 -8.9 500 5F 9.1 VI -10.8 -10.8 - - ROOF SURFACES Effective Wind Area POSITIVE PRESSURES NEGATIVE PRESSURES ZONE 1 2 3 1 2 3 10 5F 5.5 5.3 5.3 -13.0 -21.8 -32.8 20 SF 5.0 5.0 5.0 -12.1 -19.5 -21.2 50 SF 4.5 4.5 4.5 -12.2 -16.4 -11.1 100 SF 4.2 4.2 4.2 -11.1 -14.1 -14.1 VERTICAL PRESSURES ZONE: E F G H E044 60.4 CASE 1: -13.80 -1.80 -1.60 -6.10 -19.30 -15.10 CASE 2: N/A N/A N/A N/A N/A N/A HORIZONTAL PRESSURES ZONE: A B C D - - CASE 1: 11.50 -5.10 1.60 -3.50 - - CASE 2: N/A N/A N/A N/A - - RS Structural Solutions Protect: DESIGN CRITERIA - 1NIND v:xfr:: :+ /i...:w:rirff:c.. BASIC WIND SPEED (V): 85 MPH IMPORTANCE FACTOR (I 1.00 EXPOSURE CATEGORY: B wfffi:kYJr %fiii'r7 /r:4i4i•JiiiJJJr% uf: SMART GAR OF SEATTLE Job Number: 01412.00 sheet: 1W, of Name: DAG Originating OFfice: ❑seattle 0 Tacoma Date: 08/10/01 3S:f! �;•ifiivi;G }iS }ii.'• iii& �f'%` ieJ�:+/ yy`¢ feN' r." ic+" f: F. u` Fidi< 4Ll •bL+liiifiii�{!ee."Jrifii.v'if ui:G }ii /i /v %iiifiwiiii�iiii iff/• C% f// ire` ��fffbeud: a":;; iswec. �: vnunuw:%: f65iiileefeiiiii�i ;::�::G:;c'+;ii ;•%-:•:i; I SECTION 6.4 - METHOD 1 - SIMPLIFIED PROCEDURE Y: o-J:. w•:::..: r:.•::: r..::::. cJr// rFJ/ J; w:;:; v�.:: J. L�:: nw::l ia7o-o-ud+,,. uf,: c. G' f•.:.:rviru:un:.JnoiGYffiifr+; F:: �. Jnrr,' rr+::• nr':;. irJililJnrJ�: 'utlff!,•1:•frff::;rh:. "•'-.:�: •:'::;:ili:il :::••if +.::::'::i: r'•:f:. "•.'•':2�::;x:J MEAN ROOF HEIGHT: 15 FT ROOF SLOPE ( :12): 1:12 0 (degrees): 4.16 FIGURE 6 -2 - MAIN WIND FORCE RESISTING SYSTEM -DESIGN WIND PRESSURES nSv+: n: iv+. vnv::: Frrr:: Jirfi lif%YfI%fl::ii:4iiiiii:• :•!f :•iiiir•" "�:�iJ /:J� rrJJI J:fJJr:rfifl NflJ //fIJJ!/ 1/: it /r/rrJ Jrir:.rvrJ {N•lJ:i'.•��f f��ffl'ii:>iitviiii:i ::ii ::hill ��::'riirr•:: :::Yrf�rrifl ii:iif �:•::i: FIGURE 6 -3 - COMPONENTS AND CLADDING - DESIGN WIND PRESSURES Wi;:i;:ifiitfF',,•:'�i /y'.•fi .•ii e/ ei:' riiriii ;: %iiir /. + 1.'•ro4r.'•ix ?; rill; iii luii��i�;J;iiliriiic"isiiii;G sit% ii%: iil fl/.• ir% rrfii/ r;• i?: f+: v%; rii:.'- rl fe:. iJi3HYriri /i /rii;iii;iii ?i;. };:�i3i' iii ::il::ii:.:;'+i:;:ic;:2'<1:::;i SECTION 6.4.2.1.1 t SECTION 6.4.2.2.1 - MINIMUM PRESSURES .r rii Ji!Jf!i %ff+i.iiiif MAIN WIND FORGE RESISTING SYSTEM - MINIMUM PRESSURES The load effects of the design wind pressures from Section 6.4.2.1 shall not be 6.4.2.1.1 less than the minimum load case from Section 6.1.4.1 assuming the pressures, p for Zones A, B, C, and D all equal to +10.0 psf, while assuming Zones E, F, G, and H all equal to 0 psf. COMPONENTS AND CLADDING - MINIMUM PRESSURES The positive design wind pressures, p, from Section 6.4.2.2 shall not be less 6.4.2.2.1 than +10.0 psf, and the negative design wind pressures, p from 6.4.2.2 shall not be less than -10.0 psf. Pro ject: 11 RS 4. 4. Structural Solutions SMART CAR OF 5EA1TLE av• „wasw .. ... .w .e.c.cm.. x... • ...,;444.:aa40.-a -.44;Se.w " • - Sheet: Ve of Originating Office: 0 Seattle 0 Tacoma Job Number: 01412.00 Name: DAG Date: 08/10/01 DESIGN CRITERIA - ININD 8/10/2004 FIGURE 6-2, ASCE 1-02 Main Wind Pores Resisting Syttettt. Method ft. Figure 6-2 'Ettiosed BOildiogs Design Wind Pressures Wallg.&Roofs 'Notes; Pressures slic0+11•2te appliedt04110.berizontal and vortical projections, for exposure B, at 11=30 ft (9.1m), for 1=1-0. Adjust to other exposures:and heights With. adjustinent thettir.X. 2. Tbe:load patterns shows shall be appi d:t�eachconerof in turn esthe reference corner: (See Figure 3. For the design of the longitudinal li4WERS Use 6 0` and at the-mitt;length. of thebuilding.. 4. Load Cases land 2 must he checked for Z 45°- Load easel at 15°. isproVided: only for interpolation between 25 ro-10°. 5. Plus:and minim signasignifypreasuret acting toward and away from the proiected surfaces,: respectively.. 6. For toolitopes otherthrtii those thoNvit, linearinterpolation is:permitted 7. The total horizontal load shall not be less than that determined hyassurning:ps St in wnCsfl& 8. The teptesent•the fella:king:- Horizontal pressure zones-Sum of the wiotiviard.and leeward net (sutn of Wang] sild: external) pressures on erticat.projection.of A - End zotio.of wa11 C Interior ititie of Walt •- End zone ofanof D- Interior zone of roof Vei-ticitpressitre zones -Net' cifirgenial and ten 51) preSiurtson horizontal projecticalot E.- End zoneotwitidward roof 0:- Interior zone of whtdward root F End zone.Of leeward rticif II- Jletidr korie of leeward roof 9. Vilietvzorte E or O. fails ikrOof overhang bathe Windward side of thebuilding.lise E011 and Gorr for the pressure on The horizontal ptoitolot■ the overhang.. Overhangs:On the letWard. and Side edges Shall :have in= PreSsUreapplied. blcitaticint 10 percent of least horizontal dimension or whichever is snialler..htit not less than either 4% ofleast horizontal Ilitnenaion nr3 it (QS m). MennitOof height, In feet (meters) except that 00:40:beight ;hall be used:fot roof snots <10°: it Angle of plane tOOf front. horizontal, in degrees; 4- 111 PCS Structural Solutions ProjeGt: Originating Office: SMART CAR OF SEATTLE Job Number: 01412.00 Sheet: t■ of Name: DA& Date: 00/10/01 ['Seattle El Tacoma DESIGN CRITERIA - WIND * 4 40MZOX,W2. AVA AirrW I FIGURE 6-5, ASCE /- Cont orents and Ciaddina —Method 1 }rigure 6 Design Wind Pressures Entlosed.Buildings h Walls :84 Roofs Notetc Flat Roof El Interior Zones Rods-zone t lWita. Zcne 4 Gable Roof (0: 7 Gable Roof (70 < End Zones Roth -2e 2 /Naga -Zona 5 Hip Roof (7° <O 27°) 1111 Corner Zones Bras -2ons 3 L Pres:sures shoft.trehtitiiind normal to the Stirfstoe,for eitpoSure 13, atIzt-30 ft (9.11i2),..for Int.& Adjust:le Other*poSttresand. heights withadjustinent factor). 2. Plus and MMus Sir* signify pressures - acting toward and:away from the surfacesoespectively.. 3. Fothip milks With() :5 25° betreated as Zonc2.• 4. For effective 'wind between those given-, value may be interpolated, otherwise use the - valitesssoeisted with the lower effectivewind area: Notation: a:. 10percettearlaag horizontal dimension or 0 .411 whichever is soutiler;.1mi not iess than either 4%.of.tesit .horizontal dimension orl ft (0:9 m). It Mean mo.fheight feet(meters) ; except thstiesve height shall be used for roof angles <10 B'; Angle planeoftooffrom itoriitottrai, lit degrees, I t 8/10/2007.. TABLE 9.4.2.1a SEISMIC DESIGN CATEGORY BASED ON SD5 SEISMIC USE GROUP I II III < 0.161g A A A <0.55g B B G < 0.50g G G D >= 0.50g D D D D TABLE 9.4.2.1b SEISMIC DESIGN CATEGORY BASED ON S SEISMIC USE GROUP I II III < 0.061g A A A <0.155g B B C < O.20g G G D >= O.20g D D D D 4. Structural Solutions Project: SMART CAR OF SEATTLE Job Number: 01412.00 Sheet: De j� of Name: DAG Date: OS /1O /01 Originating Office: 0 Seattle DESIGN CRITERIA - SEISMIC ie:+:? r.•, v.•.uJn✓%%lw.^�Y.�'�Yi�+�w:v"ri /Tim f. �fffeiH::: a+ ii.' ��iri!' JJir• 1�i/ Jl��: v`:: �fe% fiie% iGiii% 6tiii::'t i�% i% iY: liif% f. c: i:. �w• r.: uiere�elri•:•:•:•:: fi. • •�.':'f�vifi.•:•:e:v::i ?:• }tr: li.:�:�i:':++ <'+ I SECTION 9.5.5 - EQUIVALENT LATERAL FORCE PROCEDURE, :�:t!i: %'1.::..r••:•:J ;'if;9f7lli;::;;i;'i1 �i;:f: �•:{:;„ ti;:: S:; �:::✓! li!.• ii:+.:::: isG .U; ?:�Yli':'r'•frff!! %' / % /rl•Y. ism:" ff�i�+::;;:,'.'•. i,.,..+!!. ll.: fn;.;,, r:+ a` f ::!.•s.`.:::;'• +'::tlf;;:;x •.; • +;..; SEISMIC U5E GROUP: I SITE CLASS: D + IMPORTANCE FACTOR (I 1 STRUCTURAL SYSTEM (R): 2.5 OVERSTRENGTH FACTOR (0 3 (SECTION 9.4.1.2 - GENERAL PROCEDURE FOR DETERMINING MAXIMUM CONSIDERED EARTHQUAKE +ii iF S'r'fi + flfff rfl:4ffMJ ffrxx ::rffl.•iGiff /fibiiC+A %ffl'} %�;4iirii %fiI!'i'iiiYiZ"l f + + ++ r, rr + »r: »,f:! {l,Gw'ncif, ":�ni i•.:J;: ":'"if;•, "J ...ff,�•.:';� +r: war:' r" a.. v,:•:.:. i:;;:;,:• r.::::+;: inr...» »+::, +: + +:.W:.'•:::.:'. ":.:: +1. 9.4.1.2.4 - Adjusted Maximum Considered Earthquake Spectral Response Acceleration Parameters - 5 M5 = F = 1.420 5,. = F„'S = 0.136 9.4.1.2.5 - Design Spectral Response Acceleration Parameters 5 = 2/3'S = 0.941 5 = 2 /3'5 = 0.491 'SECTION 9.4.2 - SEISMIC DESIGN CATEGORY - -- SECTION 9.5.5.3 - PERIOD DETERMINATION ' � %J•'' ' J' +/ it "i3�,iiif s +%fi'. irf Fiv %!fifr�:rr»:F e+f %f i :4:: :irrr.'•iif f:+iriil,is isii: ?iiff::ti ifi :ii };hr'rf:'ri::•i:•iiiY.•iii :YiY + %L: %:O :i:vi 1. n. xxr++ llfff':" Iri %Hlfi'!!ifirii!!• " ' r ' i'rr ' ii4G %:•'iuu.'{•%J f�ii.f rrfN rrru" $r V = CON = V/1.4 = G = 0 .319' W 0.210'W <- Ultimate <- Allowable ❑ Tacoma GENERAL EQUATION: MAXIMUM: C. = 5Dt /(T'(RA)) = 0.682 MINIMUM: DESIGN CATEGORIES A,B,C, 4 D C = 0.044'5 = 0.042 DESIGN CATEGORIES E 4 F 05 = 0.5'51 /(R/I) = 0.047 LATITUDE: 41.451 LONGITUDE: - 122.254 5 = 1.42 5 = 0.486 F = 1 F„ = 1.514 Each building and structure shall be assigned to the most severe Seismic Design Category in accordance with Table 9.4.2.1a or Table 9.4.2.1b, irrespective of the fundamental period of vibration of the structure. PERIOD DETERMINATION: Ct = h„ = x= = Gr X T t , h„ = 0.02 35 FT 0.15 0.288 'SECTION 9.5.5.2.1 - SEISMIC RESPONSE COEFFICIENT fG7lviJ% hi#!! llfr fffJ1r: 9lfw�: Gfffllr9fffffdf:' r' s:• fn;:•:: iG:: iifc;: JruY .;iiYJiri:GiiGi % /i.W /lfYf off /!i %fi.•;.wi %ir;'•f! % «:lrir• :YI /f�l':,:. +ffr,•fifl3ff �ft:• f7 r:<•,:::i:53:.•ri:�.::;;:;::::: C5 = S /(RA) = 0.319 <-- CONTROLS (SECTION 9.5.5.2 - SEISMIC BASE SHEAR :? £ ww> �,»,»».,. r.».».•»»•, .,»l,+,f,+•fu,»»f::w.,wf/,sf,.w ff, r;;: cr.: c✓1!! u� 'iti:::::G• "'iic�:'';r: %f +if �;Gvfr✓ is Gi% riiii+':✓ ifc;✓ fa4; u' ii llli::• isl, f: i:::,'• lJ�i:: Ii:•.'• fi•!{ r.';'• f+'. �:;'•: G::: ::;;;: >t >::yiiGi.'�iriz %::�:::: = the total dead load and applicable portion of other loads as indicated in Section 9.5.3 41 PCS Project: T G ' �I T F Job No d / 1 1 Subject: Sheet of Name• Structural Solutions Originating Office: ❑ Seattle coma Date. Seattle Tacoma 811 First Avenue, Suite 510 • Seattle, WA 98104 • tel: 206.292.5076 950 Pacific Avenue, Suite 1100 • Tacoma, WA 98402 • tel: 253.383.2797 utA6. _o__ Fes- PuRuu 1>‘ ! Fe(• s u QOM 1SPs? pL www pcs- structural.com Structural Solutions .8.50606.556.55.56606556.66652$666(.566655.50.7.6%. .45 Rev. 580007 User KW-0602327, Ver 5.8.0, 1-Nov-2006 (c)1983-2006 ENERCALC Engineering Software Description General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 5.1.X.666566608~65365666 .456 ,56666656555550 ..... .... I Steel Section : C6X10.5 Center Span Left.Cant. Right Cant Lu : Unbraced Length Distributed Loads Note! Short Term Loads Are WIND Loads. DL 4 .11 ST Start Location End Location Point Loads Dead Load Live Load Short Term Location Summary Using: C6X10.5 section, Span = 16.00ft, Fy = 36.0ksi End Fixity = Pinned-Pinned, Lu = 0.00ft, LDF = 1.000 Actual 6.991 k-ft 16.645 ksi 0.701 : 1 Shear 1.308 k fv : Shear Stress 0.694 ksi fv / Fv 0.048 : 1 Force & Stress Summary Max. M + Max. M - Max. M Left Max. M Right Shear @ Left Shear @ Right 4. Center Defl. Left Cant Defl Right Cant Defl ...Query Defl Reaction Left Reaction @ Rt B1 „ ..... ............... , #1 #2 #3 0.023 0.075 #1 #2 0.250 0.630 8.000 Moment fb : Bending Stress fb/Fb Maximum 6.99 k-ft 1.31 k 1.31 k -0.662 In 0.000in 0.000 in 0.000 ft 16.00 ft 0.00 ft 0.00 ft 0.00 ft Steel Beam Design Pinned-Pinned Bm Wt. Added to Loads LL & ST Act Together #3 DL LL Only 2.07 0.39 1.31 0.39 1.31 -0.197 -0.662 0.000 0.000 0.000 0.000 0.000 0.000 1.31 0.39 1.31 1.31 0.39 1.31 Fa calc'd per Eq. E2-1, K*Ur < Cc I Beam Passes Table B5.1, Fb per Eq. F1-1, Fb = 0.66 Fy Title : Dsgnr: Description : Scope : Allowable 9.979 k-ft 23.760 ksi 27.130 k 14.400 ksi Fy Load Duration Factor Elastic Modulus Job # Date: 12:09PM, 10 AUG 07 Page 1 7412 smart car.ecwrevised scheme ii 36.00ksi 1.00 29,000.0 ksi #4 #5 #6 #7 k/ft k/ft k/ft ft ft Note! Short Term Loads Are WIND Loads. Max. Deflection Length/DL Defl Length/(DL+LL Defl) #7 k k k ft Beam OK Static Load Case Governs Stress «- These columns are Dead + Live Load placed as noted -» LL+ST LL LL+ST Center (i) Center @ Cants Cants 6.99 k-ft -0.662 0.000 0.000 in 0.000 0.000 0.000 in 0.000 0.000 0.000 in 0.000 0.000 0.000 in 1.31 1.31 e.re eeee k-ft k-ft k-ft k k -0.662 in 975.3 :1 290.2 : 1 Structural Solutions Rev: 580007 User. KW-0602327, Ver 5.8.0, 1-Nov-2006 (c)1983-2006 ENERCALC Engineering Software Steel Beam Design Page 2 7412 smart carecw:revised scheme ii Description Section Properties C6X10.5 7 77 "9 Depth Web Thick Width Flange Thick Area Xcg Dist. Values for LRFD Design.... J Cw 4 4. B1 6.000 in 0.314 in 2.030 in 0.343 in 3.08 in2 0.500 in 0.128 in4 Zx 5.91 in6 Zy K Weight hoc lyy Svc Sr/ R->c( R-yy Title : Dsgnr: Description : Scope : 10.46 #/ft 15.100 in4 0.860 in4 5.040 in3 0.561 in3 2.220 in 0.529 in 6.180 in3 1.140 in3 0.813 in Job # Date: 12:09PM, 10 AUG 07 \i Structural Solutions Rev 580007 User. KW-0602327, Ver 5.8.0, 1-Nov-2006 (c)1983-2006 ENERCALC Engineering Software Description B2 Steel Section : C6X10.5 Center Span Left Cant. Right Cant Lu : Unbraced Length 6.00 ft 0.00 ft 0.00 ft 0.00 ft - #1 DL @ Left 0.022 DL @ Right 0.045 Summary Using: C6X10.5 section, Span = 6.00ft, Fy = 36.0ksi End Fixity = Pinned-Pinned, Lu = 0.00ft, LDF = 1.000 Actual Moment fb : Bending Stress fb / Fb Shear 0.518 k fv : Shear Stress 0.275 ksi fv / Fv 0.019 : 1 Center Defl. Left Cant Defl Right Cant Defl ...Query Defl Reaction @ Left Reaction @ Rt -0.010 in 0.000 in 0.000 in 0.000 ft 0.42 0.52 LL @ Left 0.075 LL @ Right 0.150 0.706 k-ft 1.681 ksi 0.071 : *Max. M + 0.71 k-ft 0.20 0.71 Max. M - -0.00 -0.00 Max. M @ Left Max. M @ Right Shear @ Left 0.42 k 0.12 0.42 Shear @ Right 0.52 k 0.14 0.52 Fa calc'd per Eq. E2-1, K*Ur < Cc I Beam Passes Table B5.1, Fb per Eq. F1-1, Fb = 0.66 Fy Section Properties C6X10.5 Depth Web Thick Width Flange Thick Area * Xcg Dist. 6.000 in 0.314 in 2.030 in 0.343 in 3.08 in2 0.500 in Values for LRFD Design.... RW J 0.128 in4 Zx Cw 5.91 in6 Zy K Pinned-Pinned Bm Wt. Added to Loads LL & ST Act Together -0.003 -0.010 0.000 0.000 0.000 0.000 0.000 0.000 0.12 0.42 0.14 0.52 Weight hoc lyy Sxx Syy R-)or Title : Dsgnr: Description : Scope : Steel Beam Design General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Trapezoidal Loads Note! Short Term Loads Are WIND Loads. ST @ Left ST @ Right Allowable 9.979 k-ft 23.760 ksi 27.130 k 14.400 ksi Force & Stress Summary «- These columns are Dead + Live Load placed as noted -» DL LL LL+ST LL LL+ST Maximum Only @ Center @ Center Cants @ Cants 10.46 #/ft 15.100 in4 0.860 in4 5.040 in3 0.561 in3 2.220 in 0.529 in 6.180 in3 1.140 in3 0.813 in -0.010 0.000 0.000 0.000 0.42 0.52 Fy 36.00 ksi Load Duration Factor Elastic Modulus k/ft Start ft k/ft End 6.000 ft Beam OK Static Load Case Governs Stress Max. Deflection Length/DL Defl Length/(DL+LL Defl) 0.000 0.000 0.000 0.000 Job # Date: 12:09PM, 10 AUG 07 Page 1 7412 smart car.ecwrevised scheme ii 1.00 29,000.0 ksi k-ft k-ft k-ft k-ft k k 0.000 in 0.000 in 0.000 in 0.000 in k k 14 -0.010 in 24,592.7 :1 6,909.6 : 1 Structural Solutions Rev: 589007 User: KW-0602327, Ver 5.8.0, 1-Nov-2006 (c)1983-2006 ENERCALC Engineering Software Steel Beam Design Page 1 7412 smart caLecwrevised scheme ii .456166.5666666666669556.64.1669.566 ...... Description Center Den. Left Cant Defl Right Cant Defl ...Query Defl @ B3 General Information Steel Section : C6X10.5 Center Span Left Cant. Right Cant Lu : Unbraced Length Trapezoidal Loads Note! Short Term Loads Are WIND Loads. #1 DL @ Left 0.022 LL @ Left 0.075 ST @ Left DL @ Right 0.045 LL @ Right 0.150 ST @ Right Summary Using: C6X10.5 section, Span = 3.00ft, Fy = 36.Oksi End Fixity = Pinned-Pinned, Lu = O.00ft, LDF = 1.000 Actual Allowable Moment 0.176 k-ft 9.979 k-ft fb : Bending Stress 0.420 ksi 23.760 ksi fb / Fb 0.018 :1 Shear fv : Shear Stress fv / Fv Force & Stress Summary Max. M + 0.18 k-ft 0.05 0.18 Max. M - -0.00 -0.00 Max. M @ Left Max. M @ Right Shear @ Left 0.21 k 0.06 0.21 Shear @ Right 0.26 k 0.07 0.26 -0.001 in 0.000 in 0.000 in 0.000 ft Reaction @ Left 0.21 Reaction @ Rt 0.26 Fa calc'd per Eq. E2-1, K*Ur < Cc I Beam Passes Table B5.1, Fb per Eq. F1-1, Fb = 0.66 Fy Section Properties C6X10.5 Depth Web Thick Width Flange Thick Area Xcg Dist. Values for LRFD Design.... J Cw 3.00 ft 0.00 ft 0.00 ft 0.00 ft 0.259 k 0.138 ksi 0.010 : 1 Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Fy 36.00 ksi Pinned-Pinned Load Duration Factor 1.00 Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi LL & ST Act Together «- These columns are Dead + Live Load placed as noted -» DL LL LL+ST LL LL+ST Maximum Only 6 Center CO Center CO. Cants CD Cants 6.000 In 0.314 in 2.030 in 0.3 in 3.08 in2 0.500 in 0.128 in4 5.91 in6 -0.000 -0.001 0.000 0.000 0.000 0.000 0.000 0.000 0.06 0.21 0.07 0.26 Weight lyy Sxx Syy R-xx R-yy Zx Zy K Title : Dsgnr: Description : Scope : 27.130 k 14.400 ksi 10.46 #/ft 15.100 in4 0.860 in4 5.040 in3 0.561 in3 2.220 in 0.529 in 6.180 in3 1.140 in3 0.813 in -0.001 0.000 0.000 0.000 0.21 0.26 k/ft k/ft Beam OK Static Load Case Governs Stress Max. Deflection Length/DL Defl Length/(DL+LL Defl) 0.000 0.000 0.000 0.000 Job # Date: 12:09PM, 10 AUG 07 0.000 in 0.000 in 0.000 in 0.000 in Start ft End 3.000 ft -0.001 in 196741.3 : 1 55,277.1 :1 k-ft k-ft k-ft k-ft k k k 71:92,549491491,0.9.44.94M6K9MVAMOVAGVAIWW M9955699999,19949.1%.599VAAK.K. .5555555.9099999.42.55, Structural Solutions Rev 580007 User: KW-0602327, Ver5.8.0, 1 -Nov -2006 (c)1983 -2006 ENERCALC Engineering Software Description General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 +Steel Section : C6X10.5 Center Span Left Cant. Right Cant Lu : Unbraced Length Distributed Loads DL LL ST Start Location End Location Point Loads Dead Load Live Load Short Term Location B4 Shear fv : Shear Stress fv / Fv Force & Stress Summary Max. M + Max. M - Max. M © Left Max. M @ Right Shear Left Shear Right +Center Defl. Left Cant Dell Right Cant Defl ...Query Defl 0.000 ft 12.70 ft 0.00 ft 0.00 ft 0.00 ft Steel Beam Design Pinned - Pinned Bm Wt. Added to Loads LL & ST Act Together #1 #2 #3 #4 0.011 0.040 Title : Dsgnr: Description : Scope : #1 #2 #3 #4 #5 0.135 0.066 0.450 0.225 4.200 8.400 cif Yei::::':: ff.? viii:: Fii % {:l iiiiijr :iiiiGiiii:•: i Summary Using: C6X10.5 section, Span = 12.70ft, Fy = 36.0ksi End Fixity = Pinned - Pinned, Lu = 0.00ft, LDF = 1.000 Actual Moment 3.167 k -ft tb : Bending Stress 7.540 ksi fb / Fb 0.317 : 1 Maximum 3.17 k -ft 0.88 k 0.78 k -0.208 in 0.000 In 0.000 in 0.880 k 0.467 ksi 0.032 : 1 0.25 0.22 -0.058 0.000 0.000 0.000 Reaction Left 0.88 0.25 Reaction @ Rt 0.78 0.22 Fa calc'd per Eq. E2 -1, K "Ur < Cc I Beam Passes Table B5.1, Fb per Eq. F1 -1, Fb = 0.66 Fy Allowable 9.979 k -ft 23.760 ksi «- These columns are Dead + Live Load placed as noted -» DL LL LL +ST LL LL +ST Only Center f i Center (® Cants CD Cants 0.87 3.17 0.88 0.78 -0.208 0.000 0.000 0.000 0.88 0.78 27.130 k 14.400 ksi -0.208 0.000 0.000 0.000 0.000 0.88 0.78 Fy Load Duration Factor Elastic Modulus Job # Date: 12:09PM, 10 AUG 07 Note! Short Term Loads Are WIND Loads. #5 #6 #7 Note! Short Term Loads Are WIND Loads. 0.000 0.000 0.000 #6 #7 k k k ft vGo Page 1 7412 smart car.ecw:revised scheme ii 36.00ksi 1.00 29,000.0 ksi k/ft k/ft k/ft ft ft Beam OK Static Load Case Governs Stress Max. Deflection Length/DL Defl Length/(DL +LL Defl) k -ft k -ft k -ft k -ft k k 0.000 in 0.000 in 0.000 in 0.000 in k k -0.208 in 2,648.9 : 1 733.1 : 1 2 PCS • Structural Solutions Description 64 Depth Web Thick Width Flange Thick Area Xcg Dist. Values for LRFD Design.... J 4 4 6.000 in 0.314 in 2.030 in 0.343 in 3.08 in2 0.500 in 0.128 in4 Cw 5.91 in6 Weight hoc Iyy Sxx Syy R-xx R-yy Zx Zy K Title : Dsgnr: Description : Scope : Section Properties C6X10.5 56656565366556666666556666656.56 10.46 #/ft 15.100 in4 0.860 in4 5.040 in3 0.561 in3 2.220 in 0.529 in 6.180 in3 1.140 in3 0.813 in Job # Date: 12:09PM, 10 AUG 07 \t`l Rev: 580007 User: KW-0602327, Ver 5.8.0, 1-Nov-2006 (c)1983-2006 ENERCALC Engineering Software Steel Beam Design Page 2 7412 smart car.ecw:revised scheme ii Structural Solutions Rev: 580010 User: KW-0602327, Ver 5.8.0, 1-Nov-2006 (c)1983-2006 ENERCALC Engineering Software Steel Column Page 1 7412 smart car.ecwrevised scheme ii Description General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Loads Steel Section Stresses Column Height 15.000 ft End Fixity Pin-Pin Live & Short Term Loads Combined Axial Load... Dead Load Live Load Short Term Load ummary Section : HSS4X4X1/4, Height = 15.00ft, Axial Loads: DL = 1.20, LL = 2.80, ST = 0.00k, Unbraced Lengths: X-X = 0.00ft, Y-Y = 0.00ft Combined Stress Ratios Dead Live DL + LL XX Axis : Fa caled per Eq. E2-1. K*Ur < Cc YY Axis : Fa calc'd per Ea. E2-1 K*Ur < Cc Allowable & Actual Stresses Fa : Allowable fa : Actual AISC Formula H1 - 1 AISC Formula H1 -2 AISC Formula H1 -3 0.1978 Fb:xx : Allow [F3.1] fb : xx Actual Fb:yy : Allow [F3.1] fb : yy Actual Analysis Values F'ex : DL+LL F'ey : DL+LL F'ex : DL+LL+ST F'ey : DL+LL+ST Column at existing wall HSS4X4X1/4 1.20 k 2.80 k k 0 psi 0 psi 132999,999 psi 132999,999 psi Max X-X Axis Deflection -0.257 in at ...... ....... Fy Duration Factor Elastic Modulus X-X Unbraced Y-Y Unbraced Dead Live 21.60 ksi 21.60 ksi 0.36 ksi 0.83 ksi 23.76 ksi 23.76 ksi 2.15 ksi 5.03 ksi 23.76 ksi 2.15 ksi Title : Dsgnr: Description : Scope : 36.00 ksi 1.330 29,000.00 ksi 0.000 ft 0.000 ft Ecc. for X-X Axis Moments Ecc. for Y-Y Axis Moments 0.4615 0.6593 23.76 ksi 5.03 ksi Cm:x DL+LL 0.60 Cm:y DL+LL 0.60 Cm:x DL+LL+ST 0.60 Cm:y DL+LL+ST 0.60 8.700 ft Max Y-Y Axis Deflection X-X Sidesway : Y-Y Sidesway : Kxx Kyy Column Design OK Ecc. = 7.000in 23.76 ksi 7.18 ksi 23.76 ksi 7.18 ksi Job # Date: 12:15PM, 10 AUG 07 7.000 in 7.000 in DL + ST + (LL if Chosen) 0.4957 DL + LL DL + Short 21.60 ksi 28.73 ksi 1.19 ksi 1.19 ksi Cb:x DL+LL Cb:y DL+LL Cb:x DL+LL+ST Cb:y DL+LL+ST -0.257 in at \le) 31.60 ksi 7.18 ksi 31.60 ksi 7.18 ksi Restrained Restrained 1.000 1.000 1.00 1.00 1.00 1.00 8.700 ft Structural Solutions Rev: 580010 User: KW-0602327, Ver 5.8.0, 1-Nov-2006 (c)1983-2006 ENERCALC Engineering Software Steel Column Page 2 7412 smart car.ecw: revised scheme ii Description SectiOn Properties HSS4X4X1/4 Depth Web Thick Width Flange Thick Area Rt Sketch & Diagram Mal DI. a. 1.2k Ardal LL = 2.8k Axial ST Ok 158 Column at existing wall Weight hoc IYY Sxx Syy Rxx Ryy Section Type = HSS-Square 4.000 in 0.233 in 4.000 in 0.233 in 3.37 in2 0.000 in [ Title : Dsgnr: Description : Scope : 11.45 #/ft 7.800 in4 7.800 in4 3.900 in3 3.900 in3 1.520 in 1.520 in J Cw Zx Zy Job # Date: 12:15PM, 10 AUG 07 Values for LRFD Design.... 12.800 in4 6.56 in6 4.690 in3 4.690 in3 0.000 al PCS Project: SN' 'r CAA Job No- 07 -y Z Subject: Sheetl. of _ Name y � Structural Solutions Originating Office: [] Seattle !i Tacoma Date- B = lo F 9 0 S Ico Sa7 1 /VD A5 'u 8 -„„ p 5 I TF Cc./55 13 P5= Ai(zt<l053O (A.S.c.E 6.v0.0 /4=1.0 kV-- /D Z_ / 0 €51/0t11,4.4 214 = s - 10.7(evX )3) = 1 frt-t Px M= 1OO( 1 D .) — l tt. sL a = _EL 3Ei (3X a9dix,o = ep rY 2x = (t Oa - 0904)(1,0 _ = 3• 5 ;, 3 I-Iss 6x6 x'/: 14-ss V)(6 x l Seattle 1 811 First Avenue, Suite 510 • Seattle, WA 98104 • tel: 206.292.5076 www pcs- structural.com Tacoma 950 Pacific Avenue, Suite 1100 •Tacoma, WA 98402 • tel: 253.383.2797 F3 /0 -13.0 10 -ale /0 - 326 /30 -ly I 13.a " -1 ? , Y - a).c? -3v.4 ID - ra. 10 - /9. to -a la.y -13.5 t,,y -14.2 - eve - a ?r 10 -la.z 1 ' 2 -16.y 10 - O.? 1/,6 -Ia.? lIG 1 - f - ,70.( - R3 10 - 10 10 -ty.l 10 - Iy/ 11 - 1a.2 1/.l -135 -1p,e5 -1o '-^ — 41.■ —"- /0 - /o6 /0 - to ^ -- --•-- al PCS Project: SN' 'r CAA Job No- 07 -y Z Subject: Sheetl. of _ Name y � Structural Solutions Originating Office: [] Seattle !i Tacoma Date- B = lo F 9 0 S Ico Sa7 1 /VD A5 'u 8 -„„ p 5 I TF Cc./55 13 P5= Ai(zt<l053O (A.S.c.E 6.v0.0 /4=1.0 kV-- /D Z_ / 0 €51/0t11,4.4 214 = s - 10.7(evX )3) = 1 frt-t Px M= 1OO( 1 D .) — l tt. sL a = _EL 3Ei (3X a9dix,o = ep rY 2x = (t Oa - 0904)(1,0 _ = 3• 5 ;, 3 I-Iss 6x6 x'/: 14-ss V)(6 x l Seattle 1 811 First Avenue, Suite 510 • Seattle, WA 98104 • tel: 206.292.5076 www pcs- structural.com Tacoma 950 Pacific Avenue, Suite 1100 •Tacoma, WA 98402 • tel: 253.383.2797 pcs Project: SMUT C Job No 62 7' ( ft/- Subject: Sheet LZ of — Name N Structural Solutions Originating Office: ❑ Seattle Tacoma Date DPC- � y ra2sf —1a.a psc- P= l? a (6Xl%Z) = 440g 1f55 2 -'+3 Fe_ • k _ "A- ) , 0o. kst; (V olb°.5) G= 0 877 (20 30 _ l r e3 Pt) = Fc..rt Ra — /?.07 ,64 K 10/rO = 051t, f 2-5ps �rl r 3 ' z •C J = 23c0 4 C'6 (At r 1. 0 Pc), ke (a) - �� 36 3 / 66e9(1,Y1•' ` O. -k Tx = 3a0 Inv 3( )9D00X(oY-r4) ?9a0(0) (2 30,` 3 U 9 (y ) ^ ©.Go l.z�✓ II�.Sz llf�,3 tz Seattle 811 First Avenue, Suite 510 • Seattle, WA 98104 • tel: 206.292.5076 www.pcs- structural.com Tacoma 950 Pacific Avenue, Suite 1100 • Tacoma, WA 98402 • tel: 253.383.2797 pcs Project: &/q'& / Job No d7-v12 Subject: Sheet4 of Name Structural Solutions Originating Office: ❑ Seattle Tacoma Date S iSM. S EF 477frafz 9-1 1- F04 E(5.14 6 n i VAt Litz 5 I ,f TA= (>E ( ('2.67) - &.o1.(,e')' 6= 50s = © mac? -os ( ,0.6. Z) % ( ) C5= (9 379 sz --us C5 = S i . 68 2 r(l) c4w w= [�s •- 16 io'x9')](2) = i60# V= .399(2 /o) - 0 m °.? E. = Bade ?) = 5 s Seattle I 811 First Avenue, Suite 510 • Seattle, WA 98104 • tel: 206.292.5076 www.pcs- structural.com Tacoma I 950 Pacific Avenue, Suite 1100 • Tacoma, WA 98402 • tel: 253.383.2797 Project: A 't+T Job No 7 'k12 11 :11 PCS Subject: Sheet - of Name. N �' Structural Solutions Originating Office: fl Seattle ❑ Tacoma Seattle Tacoma 1,04 F4-A1E6 ,4-T 61v'1 �✓1 ��/ 0 1"x' -h.) PA-N04- : IAt u�E!,J 3 Fr ( � re, Fr L-11 Date. S t6 (,4.0/ a) 747 44 811 First Avenue, Suite 510 • Seattle, WA 98104 • tel: 206.292.5076 www.pcs - structural.com 950 Pacific Avenue, Suite 1100 • Tacoma, WA 98402 • tel: 253.383.2797 a PCS Project: ItF" eAP W1 Job No. d Subject: Sheet�(of Name. t� Structural Solutions Originating Office: ❑ Seattle [] Tacoma Date• osii 7-1 w !- o-te e4-1 fpg, A r ,4t1 I u Fi - *71 B 45m Pi& = ? - F? Seattle I 811 First Avenue, Suite 510 • Seattle, WA 98104 • tel: 206.292.5076 Tacoma I 950 Pacific Avenue, Suite 1100 • Tacoma, WA 98402 • tel: 253.383.2797 www.pcs-structural.com Seattle Tacoma Structural Solutions 811 First Avenue, Suite 510 • Seattle, WA 98104 • tel: 206.292.5076 950 Pacific Avenue, Suite 1100 • Tacoma, WA 98402 • tel: 253.383.2797 STRUCTURAL CALCULATIONS •__..,n,,• FOR FILE COSY SMART CAR OF SEATTLE ENTRY PORTAL SEATTLE, NASH INGTON PREPARED BY PCS STRUCTURAL SOLUTIO I EXPIRES: 3/8/ 0, AUGUST 10, 2001 01 -412 www.pcs-structural.com r. {ter r r - iJa T,71.7,7 L r_..`,` r SEE 1 3 2007 ly Of T 1ki1 UILDING DIVISION AM 2007 PEGE" 1 `., tit�EV ca RECEIVED CITY OF TUKUil A AUG 1 3 2007 PERMIT CENTER 1201- 30( 4 +$J N Protect: 1111 PCS Structural Solutions 0 Tacoma Originating Office: ❑ Seattle SMART CAR OF SEATTLE Job Number: 01412.00 Sheet: T.c/A of Name: DAG Date: 08/10/01 DESIGN CRITERIA CHECKLIST : CL:. S: f •'L(4'4Y:%;:000>fA'A'4'f1.'!'f/ IFJI/ A04J : 4H.0f{OWGWG�bJ.4'JfJNA{+%NAR %f %i:V'l%;IFN%; %%% %J }%l'l Y %�.fi % %;1 ;1 fiJ:lff/ l J/ I4.% J;_ IN%: GA' ilJ;:✓ J: ti%;{ 1JIJf_ J.V d';%f3.•JJA;tUJ_YA::Lt{+/+NJJ.+ CODE: IBC 2006 LOCATION: I CONSTRUCTION REQUIREMENTS BUILDING TYPE: FIRE RATING: '.%%3`.'v`.'✓iflvf,G•rfs rfl.•;:r� fi.>r.�1//;/i I VERTICAL DESIGN CRITERIA YCi✓ :;.;wlrw SEISMIC DESIGN CRITERIA FLOOR (LIVE): FLOOR (TOTAL): WALLS- SOIL DESIGN CRITERIA REPORT: BEARING: ACTIVE: PASSIVE: COEFFICIENT OF FRICTION: PILE TYPE: V -B 0 . ROOF: BASIC WIND SPEED (V) = IMPORTANCE FACTOR (I EXPOSURE CATEGORY: MEAN ROOF HEIGHT: ROOF SLOPE (_ 12): 6 (degrees): SEISMIC U5E GROUP: SITE CLASS: IMPORTANCE FACTOR (Id: STRUCTURAL SYSTEM (R): OVERSTRENGTH FACTOR al d: L/ L/ L/ NO 1500 PSF 55 PCF 250 PCF 0.50 NONE I VERTICAL CAPACITY = UPLIFT CAPACITY = DEAD 85 MPH 1.0 B 15 FT V V 1.00:12 4.16 1 D V 1 2.5 5.0 480 360 360 V N/A N/A SPRINKLERED? SPRINKLER SUBSTITUTED FOR FIRE RATING? .iiG� AYJJ // N / _./ .w. LIVE PARTITION TUKWI NIA • NO NO V V CONCENTRATED 15 P5F 25 PSF WIND DESIGN CRITERIA YG <, ..tJi; , '•J: Jiff// e.;; u: W. �"> r5s �:: 5;;f;' v` JJ,;. J;.<+ vi«. uwJ�+. uJJJr.. e.%m`.;N'.v"J> /J+.+.i:.`ti`r�'J. J/J,UI;w" is 3/ rr.:;l Jif.: J;JJ.vnw.u+,sJlrJ3.J,i:wJJJJJJf . �JJJJJn�, e: JJ: J, e«. wJ., l..;: J:>YJ;ri::xt�tC•.�..;�;:t:..,s:; (Per Section b5.4, Figure b-1, or as required by Building Depart (Per Section 1b09.5 {IBCI and Table 16045 IIBGI) (Per 5ectlon 1609.4{IBCI) (See Section b.2 - Definitions) (Enter vertical rise in 12 horizontal units) (Per Section 16162 {IBCI) (see Section 1b15.1.1IIBCl, Assumed as "D" or per Geotech.) (Per Table 1604.5 {IBC 0 (Per Table 9.52.2, As modified by Section 1611.6.1 {IBC) (Per Table 9.52.2, As modified by Section 1b11.6.111BC{) INFORMATION BEL O N FROM "EARTHQUAKE SPECTRAL RESPONSE ACCELERATION MAPS" CD LATITUDE: 41.451 55 = 1.420 F = LONGITUDE: - 122.254 5 = 0.486 F„ = I DEFLECTION CRITERIA 3Y,c'/.•X / /.•� f /N� �iK.!i///Jl..:%/J l Guf. G; FGiI!!. %liF.cG+3/JJ.rJ.u.'liGiu .e &Tillfff/if+J:droJ�G /.u;G�7/!!/ / /Ji7i/'J;; Ito-:' r+/ Jl d�;:: L'• ii; Yl�iJYTI ! {f /.fiJ3iuwiJJJJn; / ,n.,id: c: it ,,:c::c:•L:;eYdY.�.x�.J ii'i ROOF (LIVE): ROOF (TOTAL): SPECIAL: MINIMUM FOOTING DIMENSIONS: CONTINUOUS: SPREAD: FROST DEPTH: L/ L/ L/ 1.00 1.51 360 240 V V vk ASSUMED VALUES BASED OF PREVIOUS RENOVATION DRAWINGS LATERAL CAPACITY = I N/A SIZE = N/A le 4. al PCS Structural Solutions FrOjeCt: SMART CAR OF SEATTLE Job Number: 01412.00 Sheet: PCV Of Name: DAS Date: 08/10/01 Originating Office: 0 Seattle 0 Tacoma MATERIALS 8/10/2007 I CONCRETE FOOTINGS/PILES: SLABS/1ALL-5: 3000 PSI 4000 PSI COUJMNS: BEAMS: I REINFORCING 4 Steel Grade = 60 I STRUCTURAL STEEL f = 0000 PSI IN-Flange Beams ASTM A,12 f = 50000 PSI Shapes 4 Plates ASTM A36 f = 56000 PSI Pipes ASTM A53 f = 55000 PSI Tubes ASTM A500 f = 46000 PSI I MASONRY GLU-LAM BEAMS 4. Simple Spans I TR.'S-JOIST PRODUCTS I FRAMING UMBER Joists 4 Studs E = Fb = F, = P E = Pb = 4. F, = P = Beams 4 Headers E = F = F = Posts 4 Timbers E = P ASTM c.0 Mioro-Lam LVL Grade = E = Fb naorroi-e = Fb (TOP) = = fw ./.r/// 4000 PSI 5000 PSI 50LJO GROUTED Cantilevers Parallam P5L Timberstrand LSL .5" WALL SURFACES 4 ROOF OVERHANGS Effective Wind Area POSITIVE PRESSURES NEGATIVE PRESSURES ROOF OVERHANGS ZONE 4 5 4 5 2 3 10 5F 13.0 13.0 -14.1 -11.4 -18.1 -30.9 20 SF 12.4 12.4 -13.5 -16.2 -18.4 -24.2 50 SF 11.6 11.6 -12.1 -14.1 -11.9 -15.4 100 SF 11.1 11.1 -12.2 -13.5 - 11.1 -8.9 500 SF V1 9.'1 -10.8 -10.8 - - ROOF SURFACES Effective Wind Area POSITIVE PRESSURES NEGATIVE PRESSURES ZONE 1 2 3 1 2 3 10 SF 5.3 5.3 5.3 -13.0 -21.8 -32.8 20 SF 5.0 5.0 5.0 -12.1 -19.5 -21.2 50 SF 4.5 4.5 4.5 -12.2 -16.4 -19.1 100 5F 4.2 4.2 4.2 -11.9 -14.1 -14.1 VERTICAL PRESSURES ZONE: E F G H E04.1 G CASE 1: -13.80 -1.80 -9.60 -6.10 -19.30 -15.10 CASE 2: N/A N/A N/A N/A N/A N/A HORIZONTAL PRESSURES ZONE: A B C D - - CASE 1: 11.50 -5.90 1.60 -3.50 - - CASE 2: N/A N/A N/A N/A - - a PCS Structural Solutions 'SECTION 6.4 - METHOD 1 - SIMPLIFIED PROCEDURE BASIC WIND SPEED (V): 85 MPH IMPORTANCE FACTOR (I 1.00 EXPOSURE CATEGORY: B Protect: 5MART GAR OF SEATTLE Job Number: 01412.00 Sheet: 7 7 of Name: DAG Date: 08/10/01 DESIGN CRITERIA - WIND f6w:.e.444.0.5.L 1/246&;.. t ai,: ; •J luur^r/.r,�r....7�,Gi 1. fr / ios •..,uur. ;r.�r i.�,yf,� ;u, - ;;G,.,,,. d. ,,..,,v�,...a;::aw•,�%;:; :< i r f i r i H' •' 9 .' : i f r f i i: v C v) C i f//f i i! i? i i G f f i F! J f %f 4 L r 1 "Nf f l i. G %f i C 0 F. i ti 4 r i (/ % //J3i /f 'J//ir f i 4 f i i i f f //i //. UIFf /f / /J/l!. 4✓ / ///llfi f i G Fff i$ Fi .'ff i f ff l /l ifffi r Ji ] L G i r fH/' Yf i F' l frv '1 <r i %f f f/ f }Ji G i 4 is i% %!f ' i r} ' i' i' i' i' J f' i' i' i ii i/f f f. ? F /f r ik' i ii i i I v 'l.'+Ji '!i s J' I FIGURE 6 -2 - MAIN WIND FORCE RESISTING SYSTEM - DESIGN WIND PRESSURES 'i %i:4Ji:.%fiff /f%i�GG4Uili 'iffi✓! %!r/% FBI %!/Ff/i%/ //i f %fNNIJ /N!/ff //i fi�liAl f// fJ/l! F// H% fi%'/+ i' INfI :Lvi } %ffffl / % /ffr %% /%irrisiil. %li:i•'iiff %i.? Originating Office: ['Seattle 4�; f�i�: y.. �i:✓ �i•: �, f: �:.; Nx ..fw...;tic::w;y�;;.f�:wx;r.?w� •• �c. �,: �, v, �:✓ fk,.; �; 7/ if�i/, ctr.-:; rw, urwfir� •:u.:rs.Wf.;�-//.�w..,�.,.,,• FIGURE 6 -3 - COMPONENTS AND CLADDING - DESIGN WIND PRESSURES ❑ Tacoma SECTION 6.4.2.1.1 4 SECTION 6.4.2.2.1 - MINIMUM PRESSURES MEAN ROOF HEIGHT: 15 FT ROOF SLOPE ( :12): 1:12 0 (degrees): 4.16 N e77...00% ,owoa% %vAwwowP' . f A0o9?% J /# fffff!' •r /r ?%rlfri l Ai rf /,C•i MAIN WIND FORGE RESISTING SYSTEM - MINIMUM PRESSURES 6.4.2.1.1 The load effects of the design wind pressures from Section 6.4.2.1 shall not be less than the minimum load case from Section 6.1.4.1 assuming the pressures, p for Zones A, B, C, and D all equal to +10.0 psf, while assuming Zones E, F, G, and H all equal to 0 psf. 4 COMPONENTS AND CLADDING - MINIMUM PRESSURES The positive design wind pressures, N from Section 6.4.2.2 shall not be less 6.4.2.2.1 than +10.0 psf, and the negative design wind pressures, p„, from 6.4.2.2 shall not be less than -10.0 psf. Pro Jet: al RS Structural Solutions DESIGN CRITERIA - ININD Originating Office: SMART GAR OF SEATTLE Job Number: 01412.00 Sheet: veiii of Name: DAG Date: 08/10/01 El Seattle Tacoma 4. ..45•PAS "60.559377 .99~ . 7/ 39P77,74,, 7 /.. 7.9: 8/10/2007 .5 I FIGURE 6-2, ASGE 1-02 oz.f.s:uwauu=sor.waw Main Wind porce Resisting System Method I :h 60 ft. Pion* .04 tietign. Wind Pireitsite0 E beitt BO Ili:links Walls&Roots 'Notes; 1, Pressures shoWn.are apPliedIO:the.herizontal and vertical projections. foresriosure B. at h=3.0 (9.1 m), for 1=1.0. Adjustto. other exposures:and heights witkadjustinent 2. Thelead patterns shown 8lia0 be rippliollocacheorner hf the:building-in turn �s the t &tenet corner. (See Figure 3. For the design of the longitudinal M81/FRS tise. O. 0° . sadibeatethezoneEiF,.qaboundary at themid-leogth. of the intildink. 4. Load eases Land 2 must be checked Ow 25°•< 4,1°: Load panel al IS *provided: only for interpolation beovemi 2.5 to.36°, S. Plus and mines tiltut.eignifyptettureteneting toward and away frormlhoprojopted surfacm respectively, 6. For rsiorstopes otherthait those *hown.1near.intcspolamlon isperniftia. 7. The total horizontal load bai not beless than that determined byassumingps - in zones.B. & 8. Theliariepreasurni reply foll6Wing:. Horizontal pressure Z011eS--.SUM: of the windward and leaved net (sum of internal and external): pressures on *erticallvejectionot A- End zcineutivall C Interior Zone of Wall H End zone oftoof D- interior zone of roof Vertiatil: presanit zotieS - Net(sttin tifinterail trateatern al) preaSuresran horizontal projection:of: B.- End zoneviwindward root 0:- Interior zone of windward root F End zorierif leeward serif /I- hitericir Zone of leeward root 9. Wherezone Etir 'Italia on *riot overhang on the windward side of thetuilding,uSe Eon and Crou for the pressure on the horizontal projection Of the overhang.. Overliangs:on the leevrard and tide edges: thallhavelliebriaie trive Prenr;airenpplied. .10. Notation 10 P.ercent of least horizontal diriensicei or . 0;4h, Whichever is smaller .:tit not Iota than either 4% of least horizontal dinienaion. or:3.ft (0;9 m). 10 Mean:roof height, In feet (miters) cave beight shall be used for roof angles <IV% 0: Angle ofpleneofrOOf front. horizontal, in:degrees: 4. 4. 4. 11 PCS Structural Solutions Fro JeCt: SMART CAR OF SEATTLE Job Number: 07412.00 Sheet: 1) of Name: DAG Date: 08/10/07 Originating Office: 0 Seattle 0 Tacoma DESIGN CRITERIA - kNIND 8/10/2007 * W.:(4** FIGURE 6-3, ASCE "1- Components and Cladding—Method 1 60 ft. Figure:6-3- Design Wind Pressures Enclosed Buildings Walls Si Roofs Note*: Flat Roof N> Hip Roof (7° <O 27°) Gable Roof (0 7°) • Gable. Roof (70 < 0 < 45°) Li Interior Zones M End Zones •111 Cornet Zones Rah-Iona 10/013.2ree4 ftroat -2ore2/1i1ies -lona Roars -kooaa 1. Prez:stints shoWaireiMptieti email to the surface. -far ettpoSure 13, at 11.n it (l. for 1#1.0. Adjust to othereXpOSUres and. heights withadjustrnent factor 14. 2. Plus and Minus tip* signify pressures acting toward Eel:away from the surfaces, respectively,. 3. For hip toots ith.0 be-treated as Zone . 2. 4. For effective winctsress between those gven, value may be intetpulated, otherwise use vehmassoMated with the lower effective:Wier! area. 5. Notation: 10 percent horizontal dimension or OA, whichever is smaller but not .less than tithe:4,4.ot legit horizunt.al dimension 00 ft 09 WO. bbstu roof height, ia feet:004ml except that ettve height:shall be neett.for roof angles <lir, Allgie'OfPlatt0,:arrOciffrorti liotiinntal, dere IL TABLE 9.4.2.1a SEISMIC DESIGN CATEGORY BASED ON S SEISMIC USE GROUP I II III < 0.16'ig A A A <0.55g B B G <0.50g G C D >= 0.50g D D D D TABLE 9.4.2.1b SEISMIC DESIGN CATEGORY BASED ON S SEISMIC USE GROUP 1 II III < 0.06'7g A A A < 0.155g B 9 G < 0.20g G G D >= 0.20g D D D D Structural Solutions Protect: SEISMIC USE GROUP: SITE CLASS: + IMPORTANCE FACTOR (I 1 STRUCTURAL SYSTEM (R): 2.5 OVERSTRENGTH FACTOR (f2 3 Sheet: P e& of Originating Office: 0 Seattle V = G5 *1N = V/1.4 = 0 = 0.519 *IN 0.210'W <- Ultimate <- Allowable SMART GAR OF SEATTLE Job Number: 01412.00 ❑ Tacoma GENERAL EQUATION: MAXIMUM: Gs = 5Di /(T'(R/I)) = 0.682 MINIMUM: DESIGN CATEGORIES A,B,G, 4 D G5 = 0.044`SD5'I = 0.042 DESIGN CATEGORIES E 4 F G5 = 0.5 /(R/I) = 0.047 LATITUDE: 41.451 LONGITUDE: - 122.254 5 = 1.42 S = 0.486 F = 1 F„ = 1.514 Name: DAG Date: O8 /10 /O1 DESIGN CRITERIA - SEISMIC 3g9.4949.4rdd 90.....f% :: • .. .r.`er, d W4'3i Agte4 J 71 r " l �;vo-J; Jlii. Ui.H i,'x ir " JfJfi/ Hnvtt5nm •,a•,mw:u:.fif %;i:G:e:.9.'• •,'•.:+i iu"Jei i7 ;il r SECTION 9.5.5 - EQUIVALENT LATERAL FORGE PROCEDURE rx. �fiX • iiiWiv�illfirvif i i %$ is ii.`•: fl ii:%i)G'Jff•iFi/ f/$ i%/% riilt+ f frlf" lflf7lia 'rrr'Jffillr:".6ffillilu rift, %r'rrfcn:'m %r;% fill ,'ffli//fl�.c•' /,Lc%ffi: ffi% i!.• fi:•:% i/%. ii '!:'ixtiiF..'rf /ri'' xrc v + +f+ + + rr 1 EGTION 9.4.1.2 - GENERAL PROCEDURE FOR DETERMINING MAXIMUM CONSIDERED EARTHQUAKE �S%f rii% f.' Ji," xit 'iiiiifilfffi "mS ......W" rr AC'vGi irivi4Gl'illrfr fll�f Y %rrlf iii" i' i' iiiY' iiY %l //N %� r ri % / /'1! /�6! {r'!r %!i %ri'H ii .... 'lflfififmrirrrrl /fi%l ffriil ii %H%l is Fi %fr'fi'f+ir:ii: i%iY.• ;i:• ;iii:• %r it : 9.4.1.2.4 - Adjusted Maximum Considered Earthquake Spectral Response Acceleration Parameters 5 = F = 1.420 SMI = F.7 = 0.136 9.4.1.2.5 - Design Spectral Response Acceleration Parameters SD5 = 2/5'5 = 0.94'7 SD1 = 2 /3'S = 0.491 SECTION 9.4.2 - SEISMIC DESIGN CATEGORY --- SECTION 9.5.5.3 - PERIOD DETERMINATION •rr r....: xxv;;: ............. v:: r r::::::•: v ::••vv: ...:v:♦••:.•w:.•:•::n..: r: :.: v:•r :::- r.- rt -:::v .. •: v::: v.; v::::::..;..................:: c.: ................:::r•vi:•:ii�.. ;;.. >':":::'e:'Si:i: iii r /�f.. frf/ rff/ ffv: fi: l: itrf.•' fvif.• i/% rrvfivvv /rr+:rv:JrH�fffirirNl+Jl +i+fffi+fi+:+ri++++x+lrf +rlfrlrxi.+if++++ /l+llfflf+fiN rrfir.rrr+rrrffif /ii /: %fl iii i%+ JJ++ ff+' rfii/ ii:4fif.• }rrrlfi:.....:fffirff/ ::• ••• • - Each building and structure shall be assigned to the most severe Seismic Design Category in accordance with Table 9.4.2.1a or Table 9.4.2.1b, irrespective of the fundamental period of vibration of the structure. PERIOD DETERMINATION: 0.02 35 FT 015 0.288 !SECTION 9.5.5.2.1 - SEISMIC RESPONSE COEFFICIENT / /:CfGG/.4 }if }fi;✓/.Grr1rlfJ: GCB,✓ f, G:; YY. G`::: C, Gf, Gi %r//7.4/ff//i:7.07.4:4= • : G; GG:•: GG0 cW ilnA W..; I:::> 7!/ IA% f/ ifYJffff /:%JlJrvi %lifliiGG•liJ.'✓ .l 9ii7i ++:.a.; • +•r'•ffr:ifi. rfr.•FC.x ii ffi::: b•:5:'•: %ii G = S = 0.319 <- CONTROLS SECTION 9.5.5.2 - SEISMIC BASE SHEAR t .... r ..... ♦ :.v y • .. :...., r ...: . r.. .r ..... ... ..... .. r ... y .. : . ♦ , ... i }ll. ioGkC✓':. fiiff/ f. 6ufi,/ f, G• r'•:/ fr. �.. Gr/ ft3G6uYJ: Wu:c,ddrer/ /.:,w:..ttiGGioc%/r% rift G. a ca// Jf/// J/ Ji%/ JJ. G// J ::fnwGJli.</nv,%inwJfvfcwuv:G.v ♦. wifi/,'✓.✓, u:• faG:'•; G::: cfr:%: ✓tiS•Y ::..:..:v;%i'CL�a %.�:.�r» /mini �.x.,r:.l; IN = the total dead load and applicable portion of other loads as indicated in Section 9.5.3 Structural Solutions Originating Office: ❑Seattle Seattle Tacoma Project: r� 0131 Fog Job No• Subject: Sheet of Name. 811 First Avenue, Suite 510 • Seattle, WA 98104 • tel: 206292.5076 950 Pacific Avenue, Suite 1100 • Tacoma, WA 98402 • tel: 253.383.2797 coma Date. AfrAtimg Orr _ 15 75 fr-9P 6,17 sFmo M www.pcs- structural.com Structural Solutions Rev. 580007 User. KW- 0602327, Ver 5.8.0, 1 -Nov -2006 (c)1983 -2006 ENERCALC Engineering Software Description General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section : C6X10.5 Center Span Left Cant. Right Cant Lu : Unbraced Length Distributed Loads Note! Short Term Loads Are WIND Loads. #1 DL 0.023 , LL 0.075 ST Start Location End Location Point Loads ter. Dead Load Live Load Short Term Location {:'•r:.::• � - iiF:Gii::,, "::'•.;:r.'cs:r..rw: rc >:a;;:cw• Summary f' F .!Ir.I�N.I�JfN.,r,.,lf. %J{�{f.M r�:r.+�r ,••, r ..... ., r ....'/rr /.:..... .emu Using: C6X10.5 section, Span = 16. End Fixity = Pinned- Pinned, Lu = 0. Moment fb : Bending Stress fb /Fb Shear fv : Shear Stress fv /Fv Force & Stress Summary Max. M + Max. M - Max. M @ Left Max. M @ Right Shear @ Left Shear @ Right B1 16.00 ft 0.00 ft 0.00 ft 0.00 ft 2 #3 #4 #1 #2 #3 0.250 0.630 8.000 1.308 k 0.694 ksi 0.048 : 1 M 6.99 k -ft OOft, Fy = 36.0ksi OOft, LDF = 1.000 ctual 6.991 k -ft 16.645 ksi 0.701 : 1 «- These columns are Dead + Live Load placed as noted -» LL LL +ST LL LL +ST Center @ Center @ Cants 0 Cants 6.99 k -ft k -ft k -ft k -ft 1.31 k 0.39 1.31 k 1.31 k 0.39 1.31 k Center Defl. -0.662 in -0.662 -0.662 0.000 0.000 in Left Cant Dell 0.0001n. 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 In 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 1.31 0.39 1.31 1.31 k Reaction @ Rt 1.31 0.39 1.31 1.31 k Fa calc'd per Eq. E2 -1, K *Ur < Cc 1 Beam Passes Table 85.1, Fb per Eq. F1 -1, Fb =.0.66 Fy DL Only 2.07 -0.197 0.000 0.000 Steel Beam Design Pinned- Pinned Bm Wt. Added to Loads LL & ST Act Together #4 Allowable 9.979 k -ft 23.760 ksi 27.130 k Title : Dsgnr: Description : Scope: 14.400 ksi gFrr. -. rrrr;, #5 #5 Fy Load Duration Factor Elastic Modulus #6 #6 Max. Deflection Length/DL Defl Length/(DL +LL Defl) Job # Date: 12:09PM, 10 AUG 07 Page 1 7412 smart car.ecwrevised scheme ii 36.O0ksi 1.00 29,000.0 ksi #7 Note! Short Term Loads Are WIND Loads. #7 k k k ft k/ft k/ft k/ft ft ft Beam OK Static Load Case Governs Stress -0.662 in 975.3 : 1 290.2 : 1 Structural Solutions Rev. 580007 User: KW-0602327, Ver 5.8.0, 1-Nov-2006 (c)1983-2006 ENERCALC Engineering Software 560.5.664566,55.56556656.65554 ..65665666655..666 Description 6,665,666Z6666 ,6666/.6666WW/469366,56666565065$9 "45$566665664 Section Properties Depth Web Thick Width Flange Thick Area Xcg Dist. Values for LRFD Design.... J Cw 4 B1 C6X10.5 6.000 in 0.314 in 2.030 in 0.343 in 3.08 in2 0.500 in 0.128 in4 5.91 in6 Weight Ixx lyy Sxx Syy R-mc R-yy Zx Zy K Title: Dsgnr: Description : Scope : Steel Beam Design 10.46 #/ft 15.100 in4 0.860 in4 5.040 in3 0.561 in3 2.220 in 0.529 in 6.180 in3 1.140 in3 0.813 in Job # Date: 12:09PM, 10 AUG 07 Page 2 7412 smart car.ecvirrevised scheme ii 11 PCS Structural Solutions Rev: 580007 User. KW- 0602327, Ver 5.8.0, 1 -Nov -2006 (c)1983.2006 ENERCALC Engineering Software Description B2 General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section : C6X10.5 Center Span Left Cant. Right Cant Lu : Unbraced Length #1 DL @ Left { : %nip iiiGl'4G�f{{ JJ i JJJ'i /+% /Ji ' Summary !` %;f R':{fJ.: f:U.!,::Ci: �J : r�� /.��JJ {{ Section Properties C6X10.5 Depth Web Thick Width Flange Thick Area Xcg Dist. Values for LRFD Design.... J Cw 6.000 in 0.314 In 2.030 in 0.343 In 3.08 in2 0.500 in 6.00 ft 0.00 ft 0.00 ft 0.00 ft Pinned - Pinned Bm Wt. Added to Loads LL & ST Act Together Trapezoidal Loads Note! Short Term Loads Are WIND Loads. 0.022 LL @ Left 0.075 ST @ Left k/ft Start ft DL @ Right 0.045 LL @ Right 0.150 ST @ Right k/ft End 6.000 ft Using: C6X10.5 section, Span = 6.00ft, Fy = 36.0ksi End Fixity = Pinned - Pinned, Lu = 0.00ft, LDF = 1.000 dual Moment 0.706 k -ft fb : Bending Stress 1.681 ksi fb /Fb 0.071 :1 Shear 0.518 k fv : Shear Stress 0.275 ksi fv / Fv 0.019 : 1 Force & Stress Summary «- These columns are Dead + Live Load placed as noted -» DL LL LL +ST LL LL +ST Maximum Only 0 Center @ Center @ Cants CD Cants Max. M + 0.71 k -ft 0.20 0.71 Max. M - -0.00 -0.00 Max. M @ Left Max. M @ Right Shear @ Left 0.42 k 0.12 0.42 Shear @ Right 0.52 k 0.14 0.52 Center Defl. -0.010 in -0.003 -0.010 -0.010 0.000 0.000 in Left Cant Defl 0.000in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 0.42 0.12 Reaction @ Rt 0.52 0.14 Fa calc'd per Eq. E2 -1, K *Ur < Cc I Beam Passes Table B5.1, Fb per Eq. F1 -1, Fb = 0.66 Fy Weight Ixx iyy Sxx Syy R -xx R -yy Title : Dsgnr: Description : Scope: Steel Beam Design Allowable 9.979 k -ft 23.760 ksi 27.130 k 14.400 ksi 0.42 0.52 10.46 #/ft 15.100 in4 0.860 in4 5.040 in3 0.561 in3 2.220 in 0.529 in 0.12$ in4 Zx 6.180 in3 5.91 in6 Zy 1.140 in3 K 0.813 in 0.42 0.52 Fy Load Duration Factor Elastic Modulus Beam OK Static Load Case Governs Stress Max. Deflection Length/DL Defl Length/(DL +LL Dell) Job # Date: 12:09PM, 10 AUG 07 k k Page 1 7412 smart car.ecwrevised scheme ii 36.00ksi 1.00 29,000.0 ksi -0.010 in 24,592.7 : 1 6,909.6 : 1 k -ft k -ft k -ft k -ft k k Rev 06 User: KW- Page 1 02327, .n, 2006 Steel Beam Design (c)1983 -23.2 06 006 ENERCA LC Engineering g rining Software 7412 smart car.ecwrewsed scheme ii px: ..:...:Jf : -.. :. .. .... ...... :......... ...... .... . n:�.: i %^•l..'7'f^""//..^f f......:........... ......... ... n.ff. f ......................n v:Ff:... ... SSS. Description B3 General Information Trapezoidal Loads Structural Solutions Steel Section : C6X10.5 #1 DL Left 0.022 LL © Left 0.075 ST Left k/ft Start ft f' :f} iii:.',•. , : f,>,;: .,;�•,.:>:��..,,,„;::�;;;. . Summary f fffi_:_f.//f:'p:yllllffY.:ry {7 f: %:.;1ff,.�Ff% Using: C6X10.5 section, Span = 3.00ft, Fy = 36.0ksi End Fixity = Pinned - Pinned, Lu = O.00ft, LDF = 1.000 Actual Allowable Moment 0.176 k -ft 9.979 k -ft fb : Bending Stress 0.420 ksi 23.760 ksi fb / Fb 0.018 : 1 Center Span Left Cant. Right Cant Lu : Unbraced Length DL Right 0.045 LL © Right 0.150 ST tp Right k/ft End 3.000 ft Shear fv : Shear Stress fv / Fv 3.00 ft 0.00 ft 0.00 ft 0.00 ft 0.259 k 0.138 ksi 0.010 : 1 Force & Stress Summary ( «- These columns are Dead + Live Load placed as noted -» DL LL LL +ST LL LL +ST Maximum Only 0 Center tp Center CD Cants q Cants Max. M + 0.18 k -ft 0.05 0.18 k -ft Max. M - -0.00 -0.00 k -ft Max. M @ Left k -ft Max. M @ Right k -ft •F. :.y, ...: ::n ............. • . .............. Shear @ Left 0.21 k 0.06 Shear @ Right 0.26 k 0.07 Center Defl. -0.001 in -0.000 Left Cant Defl 0.000in 0.000 ,Right Cant Defl 0.000 in 0.000 ...Query Defl @ 0.000 ft 0.000 Reaction @ Left 0.21 Reaction @ Rt 0.26 Fa calc'd per Eq. E2 -1, K *Lh < Cc I Beam Passes Table B5.1, Fb per Eq. F1 -1, Fb = 0.66 Fy Depth Web Thick Width Flange Thick Area Xcg Dist. Values for LRFD Design.... J Cw 6.000 in 0.314 in 2.030 in 0.343 in 3.08 in2 0.500 in 0.06 0.07 0.128 in4 Zx 5.91 in6 Zy K Pinned - Pinned Bm Wt. Added to Loads LL & ST Act Together Weight Ixx Iyy Sxx Syy R ->c< R -yy 0.21 0.26 -0.001 0.000 0.000 0.000 27.130 k Title : Dsgnr: Description : Scope : 14.400 ksi 0.21 0.26 Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 10.46 #/ft 15.100 in4 0.860 in4 5.040 in3 0.561 in3 2.220 in 0.529 in 6.180 in3 1.140 in3 0.813 in -0.001 0.000 0.000 0.000 0.21 0.26 Fy Load Duration Factor Elastic Modulus 0.000 0.000 0.000 0.000 Job # Date: 12:09PM, 10 AUG 07 36.00 ksi 1.00 29,000.0 ksi Note! Short Term Loads Are WIND Loads. Beam OK Static Load Case Governs Stress Max. Deflection Length /DL Defl Length /(DL +LL Defl) -0.001 in 196741.3: 1 55,277.1 : 1 k k 0.000 in 0.000 in 0.000 in 0.000 in k Section Properties C6X10.5 Ill PCS Structural Solutions Rev: 580007 User. KW-0602327, Ver 5.8.0, 1 -Nov -2006 (c)1983.2006 ENERCALC Engineering Software Description Distributed Loads DL LL ST Start Location End Location Point Loads B4 General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 +Steel Section : C Center Span Left Cant. Right Cant Lu : Unbraced Length #1 0.011 0.040 •rrr .............. ....v: :.m:. a ; ... /: m.. n.... r... rr::. r.. r..... r: L• r::::.: x: �Jv.:::::::. Ffr F.:•.• r.:::::::: F.•.• i.:•: f.:!.• v. �rr:J J.{::::::. •::- .:�::.�::::::•:::::•::::::: :•:: rir::.; 2.•�.:...s^:. #1 #2 #3 #4 #5 #6 #7 Dead Load 0.135 0.066 k Live Load 0.450 0.225 k Short Term k Location 4.200 8.400 ft Summary ' �; / >, Using: C6X10.5 section, Span = 12.70ft, Fy = 36.0ksi End Fixity = Pinned - Pinned, Lu = 0.00ft, LDF = 1.000 Actual Moment 3.167 k -ft fb : Bending Stress 7.540 ksi fb / Fb 0.317: 1 Shear fv : Shear Stress fv / Fv Maximum 3.17 k -ft Max. M + Max. M - Max. M @ Left Max. M Right Shear Left 0.88 k Shear Right 0.78 k *Center Defl. -0.208 in Left Cant Defl 0.000in Right Cant Defl 0.000 in ...Query Defl @ 0.000 ft 12.70 ft 0.00 ft 0.00 ft 0.00 ft #2 0.880 k 0.467 ksi 0.032 : 1 Force & Stress Summary c<- These columns are Dead + Live Load placed as noted - -» DL LL LL +ST LL LL +ST Only CD Center 0.87 3.17 0.25 0.22 -0.058 0.000 0.000 0.000 Reaction @ Left 0.88 0.25 Reaction @ Rt 0.78 0.22 Fa calc'd per Eq. E2 -1, K *Ur < Cc I Beam Passes Table B5.1, Fb per Eq. F1 -1, Fb = 0.66 Fy Steel Beam Design Pinned - Pinned Bm Wt. Added to Loads LL & ST Act Together #3 Allowable 9.979 k -ft 23.760 ksi 27.130 k 14.400 ksi 0.88 0.78 -0.208 0.000 0.000 0.000 0.88 0.78 #4 Title : Dsgnr: Description : Scope : Center Cants @ Cants -0.208 0.000 0.000 0.000 0.88 0.78 #5 Fy Load Duration Factor Elastic Modulus Job # Date: 12:09PM, 10 AUG 07 VGo Page 1 7412 smart car.ecw:revised scheme ii 36.00 ksi 1.00 29,000.0 ksi Notel Short Term Loads Are WIND Loads. #6 Notel Short Term Loads Are WIND Loads. Beam OK Static Load Case Governs Stress Max. Deflection Length/DL Defl Length /(DL +LL Defl) 0.000 0.000 0.000 0.000 #7 k -ft k -ft k -ft k -ft k k 0.000 in 0.000 in 0.000 in 0.000 in k k k/ft k/ft k/ft ft ft -0.208 in 2,648.9 : 1 733.1 : 1 Structural Solutions Rev. 580007 User: KW-0602327, Ver 5.8.0, 1-Nov-2006 (c)1983-2006 ENERCALC Engineering Software .56506666M666666416.560.6.6656.5.56565, 80655666555550656646666046W8,56',...565666666/..0056666(46636,165(8936936656565665551566556.565656965615666, Description .4655.148 Section Properties C6X10.5 Depth Web Thick Width Flange Thick Area Xcg Dist. Values for LRFD Design.... J* Cw B4 6.000 in 0.314 in 2.030 in 0.343 in 3.08 in2 0.500 in 0.128 in4 Zx 5.91 in6 Zy K Weight hoc Iyy Soc Syy R-xx R-yy Title : Dsgnr: Description: Scope : Steel Beam Design 10.46 #/ft 15.100 in4 0.860 in4 5.040 in3 0.561 in3 2.220 in 0.529 in 6.180 in3 1.140 in3 0.813 in Job # Date: 12:09PM, 10 AUG 07 Page 2 7412 smart car.ecw.revised scheme ii Structural Solutions 6.542.3.56.5.5544665.561,64.6.5.5•50.6666562.55665650.6.6666.55.666 ,.66.76.5.85V,50666506N.H.H.656(.6655506.504446666665666 Rev. 580010 User. KW-0802327, Ver 5.8.0, 1-Nov-2006 (c)1983-2008 ENERCALC Engineering Software Description ..78.557665656.5.5655:5666,15 4664 General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Loads Steel Section Column Height 15.000 ft End Fixity Pin-Pin Live & Short Term Loads Combined Axial Load... Dead Load 1.20 k Live Load 2.80 k Short Term Load .. Summary Section : HSS4X4X1/4, Height = 15.00ft, Axial Loads: Unbraced Lengths: X-X = 0.00ft, Y-Y = 0.00ft Combined Stress Ratios AISC Formula H1 - 1 AISC Formula H1 - 2 AISC Formula H1 -3 XX Axis : Fa calc'd per Eq. E2-1. K*Ur < Cc YY Axis : Fa calc'd Der Ea. E2-1. K*Ur < Cc A.V.4.566 Stresses Allowable & Actual Stresses Fa : Allowable fa : Actual FbAx : Allow [F3.1] 4 fb : xx Actual 4 Fb:yy : Allow [F3.1] fb : yy Actual F'ex DL+LL F'ey : DL+LL F'ex : DL+LL+ST F'ey : DL+LL+ST Column at existing wall HSS4X4X1/4 Dead 0 psi 0 psi 132999,999 psi 132999,999 psi Max X-X Axis Deflection -0.257 in at Fy Duration Factor Elastic Modulus X-X Unbraced Y-Y Unbraced 0.1978 Dead 21.60 ksi 0.36 ksi 23.76 ksi 2.15 ksi Title : Dsgnr: Description : Scope : Steel Column 36.00 ksi 1.330 29,000.00 ksi 0.000 ft 0.000 ft Ecc. for X-X Axis Moments Ecc. for Y-Y Axis Moments DL = 1.20, LL = 2.80, ST = 0.00k, Live DL + LL 04615 0.6593 21.60 ksi 0.83 ksi 23.76 ksi 23.76 ksi 2.15 ksi 5.03 ksi 23.76 ksi 5.03 ksi Cm:x DL+LL Cm:y DL+LL Cm:x DL+LL+ST Cm:y DL+LL+ST 8.700 ft Max Y-Y Axis Deflection 0.60 0.60 0.60 0.60 X-X Sidesway : Y-Y Sidesway : 10o< Kyy DL + LL 21.60 ksi 1.19 ksi 23.76 ksi 7.18 ksi 23.76 ksi 7.18 ksi Job # Date: 12:15PM, 10 AUG 07 7.000 in 7.000 in Page 1 7412 smart car.ecw:revised scheme ii Column Design OK Ecc. = 7.000in DL + ST + (LL if Chosen) 0.4957 \IS DL + Short 28.73 ksi 1.19 ksi Cb:x DL+LL Cb:y DL+LL Cb:x DL+LL+ST Cb:y DL+LL+ST -0.257 in at 31.60 ksi 7.18 ksi 31.60 ksi 7.18 ksi Restrained Restrained 1.000 1.000 Analysis Values 1.00 1.00 1.00 1.00 8.700 ft Structural Solutions Rev: 580010 User: KW-0602327, Ver 5.8.0, 1-Nov-2006 (c)1983-2008 ENERCALC Engineering Software Steel Column Page 2 7412 smart car.ecwrevised scheme ii Description Z Secti6n Properties HSS4X4X1/4 Depth Web Thick Width Flange Thick Area Rt Sketch & Diagram Axial DL 1.2k Axial LL = 2.8k Axial ST = Oic 151t Column at existing wall 4.000 in 0.233 in 4.000 in IYY 0.233 in Sxx 3.37 in2 Syy 0.000 in Rxx Ryy Section Type = HSS-Square Weight boc Title : Dsgnr: Description : Scope : 11.45 #/ft 7.800 in4 7.800 in4 3.900 in3 3.900 in3 1.520 in 1.520 in Cw Zx Zy Job # Date: 12:15PM, 10 AUG 07 Values for LRFD Design.... J 12.800 in4 6.56 in6 4.690 in3 4.690 in3 0.000 al PCS Project: 5MIAI R Job No • 97 (If/ Subject: Sheet of Name Structural Solutions Originating Office: n Seattle KTacoma Date. CA 1 /�1'i1/r9 1. �(S�S I(' N 56 9 (�n 60-(fa . SDI'= /3'S SA4I sA ) 1• yao 5M s d Q, 35 94, , SITE 6145$ D %3 (/.vao) 3 ( 0,755-) Seattle I 811 First Avenue, Suite 510 • Seattle, WA 98104 • tel: 206.292.5076 Tacoma I 950 Pacific Avenue, Suite 1100 • Tacoma, WA 98402 • tel: 253.383.2797 www.pcs-structural.com 072293 Acura of Seattle Thu Jul 19 12:56:16 PDT 2007 Conterminous 48 States 2006 International Building Code Latitude = 47.456911 Longitude = - 122.253992 Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values Site Class B - Fa = 1.0 ,Fv = 1.0 Data are based on a 0.05 deg grid spacing Period Sa (sec) (g) 0.2 1.420 Ss, Site Class B 1.0 0.486 S1, Site Class B Conterminous 48 States 2006 International Building Code Latitude = 47.456911 Longitude = - 122.253992 Spectral Response Accelerations SMs and SM1 SMs = FaSs and SM1 = FvS1 Site Class D - Fa = 1.0 ,Fv = 1.514 Period Sa (sec) (g) 0.2 1.420 SMs, Site Class D 1.0 0.735 SM1, Site Class D Conterminous 48 States 2006 International Building Code Latitude = 47.456911 Longitude = - 122.253992 SDs = 2/3 x SMs and SD1 = 2/3 x SM1 Site Class D - Fa = 1.0 ,Fv = 1.514 Period Sa (sec) (g) 0.2 0.947 SDs, Site Class D 1.0 0.490 SD1, Site Class D Pcs Project: �7MAMT ,A-1l Job No d - Yl z- Subject: Sheet Name. Structural Solutions Originating Office: ❑ Seattle Al Tacoma toar �nT/ Seattle Tacoma �. a sa f t. (z9-) # o. ro) } (1'r rcr = 03 = 1 l.5i`` Pte - r`f Ap : .09 (//.51)(5. a � it 2x ,(f/(r) 7 a76(6k,I ?„) (9.96/6 11.) = 384 811 First Avenue, Suite 510 • Seattle, WA 98104 • tel: 206.292.5076 950 Pacific Avenue, Suite 1100 • Tacoma, WA 98402 • tel: 253.383.2797 Date SY3`` .9k 3 www.pcs-structural.com a PCS Project: dt (AI Job No. �� (1 / Z Subject: Shee of Name. /r/f Structural Solutions Originating Office: ID Seattle KTacoma Seattle Tacoma 14% 6x6 x ; 475 / x G-i55 er 8 %y ,e!) °5 811 First Avenue, Suite 510 • Seattle, WA 98104 • tel: 206.292.5076 950 Pacific Avenue, Suite 1100 • Tacoma, WA 98402 • tel: 253.383.2797 1/ - !Au i rn Date' www.pcs-structural.com Project: S/1^ 6,96 Job No 6r17 Subject: Sheetof Name 121 PCS Structural Solutions Originating Office: Seattle Tacoma Date. atiz:ac Lviivo 46-1(7)A-t- p - (3')(19)3--- 1 Q i.6 Seattle I 811 First Avenue, Suite 510 • Seattle, WA 98104 • tel: 206.292.5076 Tacoma 950 Pacific Avenue, Suite 1100 • Tacoma, WA 98402 • tel: 253.383.2797 www.pcs- structural.com Project: 4 "T 4 442° ' Job No � , �� NM PCS Subject: Sheet of Name. Structural Solutions Originating Office: ❑ Seattle ['Tacoma 31/1 Seattle Tacoma - 37/ e /y GCvza - -zzeG ' S Artir ktom f5k 41 P 1`l v -.ca n w rya P1 IA■ 4I�-0 at 811 First Avenue, Suite 510 • Seattle, WA 98104 • tel: 206.292.5076 950 Pacific Avenue, Suite 1100 • Tacoma, WA 98402 • tel: 253.383.2797 /94 Date www.pcs- structural.com l v,014 \ Seattle Tacoma Structural Solutions re r � �►.� 6P -D Project: 0 C EtAfi Job No 670 a Subject: Sheet ?i of Name 116 6 Date. Originating Office: ❑ Seattle c'\ AID. 1 T eput P ..e,tact> Vu/ ❑ Tacoma Ifr AM I I.1 F L 491 _ 720 FT v 811 First Avenue, Suite 510 • Seattle, WA 98104 - tel: 206.292.5076 950 Pacific Avenue, Suite 1100 • Tacoma, WA 98402 • tel: 253.383.2797 www.pcs- structural.com Reid iddleton September 24, 2007 File No. 262007.005/01710 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 Smart Car Seattle (D07 -301) Dear Mr. Benedicto: We reviewed the revisions to the proposed project for compliance with the structural provisions of the 2006 International Building Code (IBC) as amended and adopted by the state of Washington and the city of Tukwila. We have no comments necessitating a response from the permit applicant. Enclosed are four sets of the revised drawings (two are review - stamped by us), four sets of the revised structural calculations, and correspondence from the structural engineer for your records. If you have any questions or need additional clarification, please contact us. Sincerely, R' S et . Middleton, r I/.�i►► r — Ph cc: lip Brazil, P.E., S.E. for Engineer Enclosures Dale Frank (by e-mail) Jeff Blachowski, Helix Design Group (by e-mail) Doug Goodwin, PCS Structural Solutions (by e-mail) Brenda Holt, City of Tukwila (by e-mail) dop:\ doc \26 \planrevw \tukwila \07 \t017r 10. doc \prb REC P, SEP 2 . 20U1 DEVELOPMENT Engineers Planners Surveyors Reid Middleton, Inc. 728134th Street SW Suite 200 Everett, WA 98204 Ph: 425 741 -3800 Fax: 425 741 -3900 Structural Solutions TO: REID MIDDLETON, INC. 728 134TH STREET SW - SUITE 200 EVERETT, WA 98204 ATTN: PHILIP BRAZIL REFERENCE: SMART CAR OF SEATTLE ENTRY PORTAL ❑ FAX NO. OF PAGES (INCLUDING COVER SHEET): FAX NUMBER: ❑ DELIVER ❑ COURIER ❑ OVERNIGHT DELIVERY ❑ MAIL NUMBER OF ITEMS: DESCRIPTION: (4) SETS STAMPED PERMIT DRAWINGS (4) COPIES STAMPED CALCULATIONS ❑ FOR YOUR USE ❑ FOR REVIEW ❑ REVISE & RESUBMIT MESSAGE PHILIP, SMART CAR CORPORATE HAS MANDATED SOME CHANGES IN THE SIZE OF THE ENRTY PORTAL REQUIRING SOME TWEEKING OF OUR DESIGN. IN A NUTSHELL, THE SIDE PROFILE OF THE FACADE HAD TO BE 12" WIDE. IN LIEU OF THE OVERLAPPING STEEL FRAMING IN THE PREVIOUS DESIGN, WE NEEDED TO GO TO MEMBERS FLUSH IN THE SAME PLANE. I HAVE ENCLOSED (4) COPIES OF DRAWINGS AND CALCS. COULD YOU PLEASE FORWARD THE SETS BEYOND YOUR OWN NEEDS TO THE CITY. THANK YOU FOR YOUR HELP. 0 n • ❑ CONFORMS TO DESIGN ❑ CONFORMS AS NOTED TRANSMITTAL ❑ SEATTLE OFFICE 811 FIRST AVENUE, SUITE 510 SEATTLE, WA 98104 -1457 TEL: 206.292.5076 FX: 206.467.7788 DATE: 9 -13 -07 FROM: DOUG GOODWIN PROJECT NO.: 07412.00 TACOMA OFFICE 950 PACIFIC AVENUE, SUITE 1100 TACOMA, WA 98402 -4495 TEL: 253.383.2797 FX: 253.383.1557 Reid iddleton September 11, 2007 File No. 262007.005/01702 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 Smart Car Seattle (D07 -301) PERMIT CENTER Dear Mr. Benedicto: We reviewed the proposed project for compliance with the structural provisions of the 2003 International Building Code (IBC) as amended and adopted by the state of Washington and the city of Tukwila. The permit applicant has responded successfully to our comments. Individual revised structural sheets were submitted in response to our initial plan review and inserted into the original drawing set. The other sets of drawings should be reconciled in preparation for permit issuance. These revised sheets are: S800 and S801. Structural special inspections by qualified special inspectors do not appear warranted for this project, which appears to be work of a minor nature, but if it is determined otherwise, the applicable special inspections are noted below. 1. Concrete placement at concrete construction: Continuous. 2. Reinforcement at concrete construction: Periodic. 3. Anchor bolts /rods in concrete: Continuous. 4. Fabrication and erection of structural steel: Periodic. 5. Structural welding of structural steel: Periodic. Enclosed are one set of the revised drawings, one set of the revised structural sheets, structural calculations, and correspondence from the structural engineer for your records. If you have any questions or need additional clarification, please contact us. Sincerely, Reid_ iddleton, Inc. P, ilip Brazil, ' .E., S.E. enior Engineer Enclosures Dale Frank (by e -mail) Jeff Blachowski, Helix Design Group (by e -mail) Doug Goodwin, PCS Structural Solutions (by e -mail) Brenda Holt, City of Tukwila (by e-mail) dop:\ doc\ 26\ planrevw \tukwila \07 \t017r2.doc \prb cc: RECEIVED CITY OF TUKWILA SEP•1 ?kg i Engineers Planners Surveyors Reid Middleton, Inc. 728134th Street SW Suite 200 Everett, WA 98204 Ph: 425 741 -3800 Fax: 425 741 -3900 Seattle Tacoma Structural Solutions 811 First Avenue, Suite 510 • Seattle, WA 98104 • tel: 206.292.5076 950 Pacific Avenue, Suite 1100 • Tacoma, WA 98402 • tel: 253.383.2797 August 30, 2007 MEMO TO: Reid Middleton, Inc. ATTN: Philip Brazil FROM: Doug Goodwin RE: Smart Car Seattle — Entry Portal COMMENTS: www.pcs-structural.com The following are our responses to your plan review comments dated August 23, 2007: 1. We agree with your assessment to waive special inspection due to the minor nature of the work and the applicable notes for special inspection indicated on sheet S801 have been removed. 2. Earthquake Toad design data on sheet S800 has been modified to reflect the calculations. If you have any further questions on this matter feel free to contact us. DAGvmm 07-412 Enclosures - S800 & 801 (2) sets cc: Jeff Blachowski @ Helix D01 301 7412 mem 08- 30- 07.dag Reid iddleton August 23, 2007 File No. 262007.005/01701 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 Smart Car Seattle (D07 -301) Dear Mr. Benedicto: We reviewed the proposed project for compliance with the structural provisions of the 2006 International Building Code (IBC) as amended and adopted by the state of Washington and the city of Tukwila. The permit applicant should address the comments below. Note that the "WSxx" code references are to Washington State Amendments of the applicable code. Responses to the review comments below should be made in an itemized letter form. We recommend the permit applicant have the structural engineer respond and resubmit two sets of the revised structural drawings and one copy of the supplemental structural calculations for additional review. All information should be submitted directly to Reid Middleton, Inc. Geotechnical No comments Architectural No comments. Structural IAUG 2 2001 Ces r" DEVELUMENT 1. Structural special inspections by qualified special inspectors do not appear warranted for this project, which appears to be work of a minor nature, but if it is determined otherwise, the applicable special inspections are noted below. See IBC Section 1704.1. a. Concrete placement at concrete construction: Continuous, see also Section 1704.4. Engineers Planners Surveyors Reid Middleton, Inc. 728134th Street SW Suite 200 Everett, WA 98204 Ph: 425 741 -3800 Fax: 425 741 -3900 Mr. Bob Benedicto, Building Official City of Tukwila August 23, 2007 File No. 262007.005/01701 Page 2 b. Reinforcement at concrete construction: Periodic, see also Section 1704.4. c. Anchor bolts /rods in concrete: Continuous, see also Sections 1704.4 and 1707.1 d. Fabrication and erection of structural steel: Periodic, see also Section 1704.3. e. Structural welding of structural steel: Periodic, see also Section 1704.3. 2. The earthquake load design data in the section of the structural notes on design criteria, Sheet 5800, should be revised for the mapped maximum spectral response accelerations (Ss and S1), effective seismic weight (W), design base shear (V), seismic response coefficient (Cs) and response modification factor (R). See IBC Section 1603.1.5. Refer to pages DC6 and L1 of the calculations. Corrections and comments made during the review process do not relieve the permit applicant or the designers from compliance with code requirements, conditions of approval, and permit requirements; nor are the designers relieved of responsibility for a complete design in accordance with the laws of the state of Washington. This review is for general compliance with the International Building Code as it relates to the project. If you have any questions or need additional clarification, please contact us. Sincerely, Reid Middleton, Inc P ip Brazil, P.E., S.E. Senior Engineer Dale Frank (by e -mail) Jeff Blachowski, Helix Design Group (by e -mail) Doug Goodwin, PCS Structural Solutions (by e -mail) Brenda Holt, City of Tukwila (by e -mail) dop:\ doc \26 \planrevw \tukwila \07 \t017r l .doc \prb cc: Reid iddleton August 16, 2007 Dave Swanson, P.E. Reid Middleton 728 - 134th Street SW, Suite 200 Everett, WA 98204 City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director RE: Structural Review Smart Car Seattle — Entry Canopy — D07 -301 410 Baker Blvd, Tukwila Dear Mr. Swanson: Please review the enclosed plans and documents for structural compliance with the 2006 International Building Code. If you should have any questions, please feel free to contact me at (206)431 -3672. Sincerely, l•bt t t/1 Brenda Holt, Permit Coordinator encl xc: Permit File No. D07 -301 H:\Documents\Structural Consultant007 -301 - structural review.DOC Page 1 of 1 bh 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 05 -08 -2008 DALE FRANK 785SE76ST MERCER ISLAND WA 98040 RE: Permit No. D07 -301 301 BAKER BL TUKW Dear Permit Holder: In reviewing our current records the above noted permit has not received a fmal inspection by the City of Tukwila Building Division. Per the International Building Code and/or the International Mechanical Code, every permit issued by the Building Division under the provisions of this code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days. Based on the above, you are hereby advised to: Call the City of Tukwila Inspection Request Line at 206 - 431 -2451 to schedule for the next or fmal inspection. This inspection is intended to determine if substantial work has been accomplished since issuance of the permit or last inspection; or if the project should be considered abandoned. If such determination is made, the Building Code does allow the Building Official to approve one or more extensions of time for additional periods not exceeding 90 days each. Extension requests must be in writing and provide satisfactory reasons why circumstances beyond the applicants control have prevented action from being taken. In the event you do not call for the above inspection and receive an extension prior to 06/15/2008 , your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, xc: ,1 fer Marshall, ermit Technician Permit File No. D07 -301 City of Tukwila ila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 ACTIVITY NUMBER: D07 - 301 DATE: 09 -24 -07 PROJECT NAME: SMART CAR SEATTLE SITE ADDRESS: 301 BAKER BL Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # X Revision # 1 After Permit Issued DEPARTMENTS: B I ing Ivis on Public Works PERMIT COORD CO* PLAN REVIEW /ROUTING SLIP Fire Prevention ❑ Structural 11.ut ili;j 1 DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Documents/routing slip.doc 2 -28.02 APPROVALS OR CORRECTIONS: 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 REVIEWER'S INITIALS: DATE: Structural Review Required Planning Division Permit Coordinator DUE DATE: ASAP Not Applicable ❑ No further Review Required DUE DATE: ASAP Approved ❑ Approved with Conditions Not Approved (attach comments) ❑ Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: ACTIVITY NUMBER: D07 - 301 DATE: 08 -13 -07 PROJECT NAME: SMART CAR SEATTLE - ENTRY CANOPY 3 SITE ADDRESS: BAKER BL X Original Plan Submittal Response to Correction Letter # Response to Incomplete Letter # Revision # After Permit Issued DEPARTMENTS: (i R Bui ng Division Public Works DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete ff Incomplete ❑ Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: Departments determined incomplete: Bldg ❑ LETTER OF COMPLETENESS MAILED: Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS ROUTING: Please Route REVIEWER'S INITIALS: Approved El Notation: Documents/routing slip.doc 2 -28 -02 APPROVALS OR CORRECTIONS: REVIEWER'S INITIALS: PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP 1 Structural Review Required Approved with Conditions 6111 Fire revention q -1L6 Structural DATE: DATE: AT H (P-t Planning Division Permit Coordinator DUE DATE: 08-14 -07 Not Applicable No further Review Required DUE DATE: 09-1 1 -07 Not Approved (attach comments) n Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INIT ALS I I D -10-07 , L4 10 -X- -07 Summary of Revision: v (sJc S-} rue- Live, I dir: (1) ni c C$ (.,,i C cif c v ic / , en s - s"e " Received by: X , i)t i4tl_ REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: PROJECT NAME: SITE ADDRESS: REVISION LOG PERMIT NO: O 7 - 30 1 ORIGINAL ISSUE DATE: 9- (C3 - 07 (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: 206 -431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: Plan ChecWPermit Number: D07-301 ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # E Revision # 1 after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: SMART CAR SEATTLE \applications\forms- applications on line\revision submittal Created: 8 -13 -2004 Revised: Project Address: 301 Baker B1 Contact Person: Phone Number: Summary of Revision: Revised drawings and calculations. Reid Middleton received and revised the proposed revision. Approved by Reid Middleton on 10.24.07. Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: [ Entered in Permits Plus on 11)' 11.01 WALL SURFACES AND ROOF OVERHANGS 1 EFFECTIVE WIND AREA POSITIVE PRESSURE (PSF) NEGATIVE PRESSURE (PSF) ROOF OVERHANGS (PSF) ZONE 2 4 5 4 5 4 5 10 SF 28.1 28.1 -30.5 -37.6 - 21.0 -34.9 20 SF 14.3 14.3 -15.5 -18.6 -27.9 -42.2 50 SF 13.3 13.3 -14.6 -16.9 -27.9 -36.2 100 SF 12.8 12.8 -14.0 -15.5 -27.9 -31.7 500 SF 11.2 11.2 -12.4 -12.4 - - ITEM DESIGN f'c (PSI) MAX. W/C RATIO MIN. FLYASH (PCY) MAX. AGGREGATE SIZE (IN) NOTES MIN. CEMENTITOUS (1) MATERIAL (SACKS /YARD) FOOTINGS 3000 Q 28 DAYS 0.50 -- 3/4 5 AREA DESIGN DEAD LOAD LIVE LOAD ROOF 15 PSF 25 PSF L a) m E 0 N) 0 tri N 0 0 N N) 0 a) 1 0 0 1 2 3 4 5 8 9 WALL * 5HT'6 PER CONTRACT DRAWINGS / DIMENSIONS DESIGN CRITERIA VERTICAL LOADS WIND: 14' -`7%2" I2' -4/2 A A 1" 1 1/4 " =1' -0" TYPICAL SECTION AT PURLIN CONNECTION SECTION FOUNDATION PLAN METAL ROOFING PER ARGH. CHANNEL LEDGER PER PLAN CHANNEL PURLIN PER PLAN VARIES B CHANNEL TO 3/16 V \CHANNEL TYP. B $141-11/2" H55 VERT. PER PLAN 12 4 0 GENERAL NOTES THESE GENERAL NOTES ARE TO BE USED AS A SUPPLEMENT TO THE SPECIFICATIONS. ANY DISCREPANCIES FOUND AMONG THE DRAWINGS, THE SPECIFICATIONS, THESE GENERAL NOTES AND THE SITE CONDITIONS SHALL BE REPORTED TO THE ARCHITECT, WHO SHALL CORRECT SUCH DISCREPANCY 6 IN WRITING. ANY WORK DONE BY THE GENERAL CONTRACTOR AFTER DISCOVERY OF SUCH DISCREPANCY SHALL BE DONE AT THE GENERAL CONTRACTOR'S RISK. THE GENERAL CONTRACTOR SHALL VERIFY AND COORDINATE DIMENSIONS AMONG ALL DRAWINGS PRIOR TO PROCEEDING WITH ANY WORK OR FABRICATION. THE STRUCTURE HAS BEEN DESIGNED TO RESIST CODE REQUIRED VERTICAL AND LATERAL FORCES AFTER THE CONSTRUCTION OF ALL STRUCTURAL ELEMENTS HAS BEEN COMPLETED. STABILITY OF THE STRUCTURE PRIOR TO COMPLETION IS THE SOLE RESPONSIBILITY OF THE GENERAL CONTRACTOR. THIS RESPONSIBILITY INCLUDES BUT IS NOT LIMITED TO JOB SITE SAFETY; ERECTION MEANS, METHODS, AND SEQUENCES; TEMPORARY SHORING, FORMWORK, AND BRACING; USE OF EQUIPMENT AND CONSTRUCTION PROCEDURES. PROVIDE ADEQUATE RESISTANCE TO LOADS ON THE STRUCTURES DURING CONSTRUCTION PER SEI /ASCE STANDARD NO. 37-02 "DESIGN LOADS ON STRUCTURES DURING CONSTRUCTION." CONSTRUCTION OBSERVATION BY THE STRUCTURAL ENGINEER IS FOR GENERAL CONFORMANCE WITH 7 DESIGN ASPECTS ONLY AND IS NOT INTENDED IN ANY WAY TO REVIEW THE CONTRACTOR'S CONSTRUCTION PROCEDURES. STANDARDS ALL METHODS, MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE 2006 INTERNATIONAL BUILDING CODE (IBC) AS AMENDED AND ADOPTED BY THE LOCAL BUILDING OFFICIAL OR APPLICABLE JURISDICTION. ARCHITECTURAL DRAWINGS ARE THE PRIME CONTRACT DRAWINGS. CONSULTANT DRAWINGS BY OTHER DISCIPLINES ARE SUPPLEMENTARY TO ARCHITECTURAL DRAWINGS. REPORT DIMENSIONAL OMISSIONS OR DISCREPANCIES BETWEEN ARCHITECTURAL DRAWINGS AND STRUCTURAL, MECHANICAL, ELECTRICAL OR CIVIL DRAWINGS TO ARCHITECT PRIOR TO PROCEEDING WITH WORK. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL DRAWINGS. PRIMARY STRUCTURAL ELEMENTS ARE DIMENSIONED ON STRUCTURAL PLANS AND DETAILS AND OVERALL LAYOUT OF STRUCTURAL PORTION OF WORK. SOME SECONDARY ELEMENTS ARE NOT DIMENSIONED SUCH AS, WALL CONFIGURATIONS. INCLUDING EXACT DOOR AND WINDOW LOCATIONS, ALCOVES, SLAB SLOPES AND DEPRESSIONS, CURBS, ETC. VERTICAL DIMENSIONAL CONTROL IS DEFINED BY ARCHITECTURAL WALL SECTIONS AND BUILDING SECTIONS. STRUCTURAL DETAILS SHOW DIMENSIONAL RELATIONSHIPS TO CONTROL DIMENSIONS DEFINED BY ARCHITECTURAL DRAWINGS. DETAILING AND SHOP DRAWING PRODUCTION FOR STRUCTURAL ELEMENTS WILL REQUIRE DIMENSIONAL INFORMATION CONTAINED IN BOTH ARCHITECTURAL AND STRUCTURAL DRAWINGS. - EXPOSURE CATEGORY = B - BASIC WIND $PEED, Vas = 85 MPH - WIND IMPORTANCE FACTOR, Iw = 1.0 - BUILDING CATEGORY PER TABLE 1604.5 = I1 - INTERNAL PRESSURE COEFFICIENT (ENCLOSED) = f 0.18 - COMPONENTS AND CLADDING LOADS (BASED ON EFFECTIVE WIND AREA = 10SF) G6x10.5 „-G6xIO.5 \G6x10.5 \\ GUTTER \PER ARCH. 1 G6x10.5 G6xIO.5 H556x6x1 /4 TOP 4 BOT. 1 METAL 1 ROOFING r PER ARCH ` I � r II I ■ C 1 " =1' -0II THE BUILDING MEETS THE CRITERIA TO USE THE "METHOD 1 - SIMPLIFIED PROCEDURE" PER ASCE 7-02. C ROOF FRAMING PLAN H55 PER PLAN 3/16 1/4 1/4 VARIES 7YPIGAL SECTION AT H55 VERTICAL SECTION WHERE TIP. CHANNEL LEDGER PER PLAN GOLD FORMED STUD FRM'G, 5-HT'S 6 ROOFING NOT SHOWN FOR CLARITY H556xbxI /4 TOP if BOT. SEISMIC: (ASCE7 -05) V = CsW CST SDS ( e Cs MINIMUM OR Cs MINIMUM Cs MAXIMUM OR \\ 2" GLR D WITH = 0.01 0.5Si R Ie SD1 = ()T FOR T <TL SD1TL FOR Si > 0.6g Cs MAXIMUM = T FOR T > TL D !I VHSSSxSxI / 4 TOP 6 BOT. + � \ C ■ • �i 5800 11 SEISMIC IMPORTANCE FACTOR, Ie = 1.0 OCCUPANCY CATAGORY PER TABLE 1-1 = II SPECTRAL RESPONSE ACCELERATIONS Ss = 1.42 Si = 0.486 SITE CLASS PER TABLE 20.3 -1 = D SPECTRAL RESPONSE COEFFICIENTS SDS = 0.947 & Sal = 0.49 SEISMIC DESIGN CATEGORY = D W = DEAD LOAD OF BUILDING = 2.16k ANALYSIS PROCEDURE USED = EQUIVALENT LATERAL FORCE ANALYSIS RESPONSE MODIFICATION FACTOR PER TABLE 12.2 -1, R = 2.5 Cs = 0.379 DESIGN BASE SHEAR V = 0.82k O fn sJ E FRM'S ANGLE I^I/ GONG. SGREI^IS H55 GOL. PER PLAN (2) #3 TIES AT TOP (6) 4t5 DOWELS - (1) EA. CORNER (I) EA. LONG FACE H55 PER PLAN COL. PER PLAN H55 PER PLAN FO5 1. NET WIND PRESSURES AT ROOF SURFACES = VALUE FROM TABLE ABOVE -2/3 DEAD LOAD. 2. ZONES ARE AS DEFINED BY FIGURE 6 -3 IN ASCE7 -05. REVIEWED E This plan was rr%icwcd fur general conformists= with the t 'emr•ing. :es untended by jurisdiction: . Structural Provisions of the iaieriultlansi Building Code ❑ lean- structures Provisions of the International Building Code El n The project applicant is responsible tar caufanr>.oN with all applicable cads scups or approve!. and permit requirements subject to No ressukescsas d iptrrpAatiran afar postma n ..titority. This review does trot relieve the Architect and Fiwirrw ar t3rctri = �!� wy.rrib9ity for a cwnpk a design it aerurd.ace with the Iwo' if the gi+waii . d tie a.ic of w Z:1 z5 Iu . t � . V Yd. ltoriru C.s..it.wt FOUNDATION DESIGN CRITERIA SOIL BEARING PRESSURE: 1500 PSF (ASSUMED)* PASSIVE RESISTANCE: 200 PCF (INCLUDES F.O.S. ? 1.5) (ASSUMED) COEFFICIENT OF FRICTION: .35 (INCLUDES F.O.S. ? 1.5) (ASSUMED) *1/3 INCREASE ALLOWED FOR SEISMIC OR WIND LOADING ALL FOOTINGS SHALL BEAR ON FIRM, UNDISTURBED EARTH OR "STRUCTURAL BACKFILL ". NATIVE EARTH BEARING SHALL BE SURFACE COMPACTED. AREAS OVER - EXCAVATED SHALL BE BACKFILLED WITH LEAN CONCRETE (F'c =2000 PSI) OR "STRUCTURAL BACKFILL ". AREAS DESIGNATED "STRUCTURAL BACKFILL" SHALL BE FILLED WITH APPROVED WELL- GRADED BANKRUN MATERIAL. MAXIMUM SIZE OF ROCK 4 ". FROZEN SOIL, ORGANIC MATERIAL AND DELETERIOUS MATTER NOT ALLOWED. COMPACT TO AT LEAST 95% OF ITS MAXIMUM DENSITY AS DETERMINED BY ASTM D -1557. CONTRACTOR SHALL EXERCISE EXTREME CARE DURING EXCAVATION TO AVOID DAMAGE TO BURIED LINES, TANKS, AND OTHER CONCEALED ITEMS. UPON DISCOVERY, DO NOT PROCEED WITH WORK UNTIL RECEIVING WRITTEN INSTRUCTIONS FROM ARCHITECT. A COMPETENT REPRESENTATIVE OF THE OWNER SHALL INSPECT ALL FOOTING EXCAVATIONS FOR SUITABILITY OF BEARING SURFACES PRIOR TO PLACEMENT OF REINFORCING STEEL. PROVIDE DRAINAGE AND DEWATERING AROUND ALL WORK TO AVOID WATER - SOFTENED FOOTINGS. PILE SHALL CONFORM TO THE REQUIREMENTS OF IBC SECTIONS 1808 & 1810. (3) *5 EA. WAY (E) FRAMED WALL 2' -6" 2" GLR 3'_IY2" 4' ~O" SECTION 1"=1'-0" F F 3/16/6 - i'_ I /2" W/ (2) 5/8 "(1) A.B. W/ - 7" MIN. EMBED GOL. uy FOS 3" GLR CHANNEL PER PLAN METAL ROOFING PER ARCH. CHANNEL PURL I N PER PLAN 3/4" NON - SHRINK GROUT 3/4" CHAMFER SHOTCRETE: SHALL CONFORM TO IBC SECTION 1914. 3 5800 2" GLR G DBL. CHANNEL PER PLAN CHANNEL PER PLAN AGGREGATE: COARSE AND F1NE AGGREGATE SHALL CONFORM TO ASTM C -33 CHANNEL TO CHANNEL TYP 3/4" NON - SHRINK GROUT UNDER BASE It 3/16 H55 COL. PER PLAN (E) WALL • ROOFING NOT SHOWN FOR \ CLARITY (E) FRAMED YWLLS PLAN DETAIL I "= 1 '- 0 " CONCRETE MIX DESIGNS: THE CONTRACTOR SHALL DESIGN CONCRETE MIXES THAT, MEET OR EXCEED THE REQUIREMENTS OF THE CONCRETE MIX TABLE. THE MIX DESIGNS SHALL FACILITATE ANTICIPATED PLACEMENT METHODS, WEATHER, REBAR CONGESTION, ARCHITECTURAL FINISHES, CONSTRUCTION SEQUENCING, STRUCTURAL DETAILS, AND ALL OTHER FACTORS REQUIRED TO PROVIDE A STRUCTURALLY SOUND, AESTHETICALLY ACCEPTABLE FINISHED PRODUCT. WATER REDUCING ADMIXTURES WILL LIKELY BE REQUIRED TO MEET THESE REQUIREMENTS. CONCRETE MIX DESIGNS SHALL CLEARLY INDICATE THE TARGET SLUMP. SLUMP TOLERANCE SHALL BE ± 1 -1/2 INCHES. CEMENT: CEMENT SHALL CONFORM TO ASTM-150, TYPE II PORTLAND CEMENT, UNLESS NOTED OTHERWISE. FLYASH: SHALL CONFORM TO ASTM C618 CLASS C OR F, MAXIMUM LOSS OF IGNITION SHALL BE 1.0 %. SLAG: GROUND GRANULATED BLAST - FURNACE (GGBF) SLAG SHALL CONFORM TO ASTM C989 GRADE 100 OR 120. ALTERNATE MIX DESIGNS: VARIATIONS TO THE MIX DESIGN PROPORTIONS MAY BE ACCEPTED IF SUBSTANTIATED IN ACCORDANCE WITH ACI -318, CHAPTER 5. PROVIDE SUBMITTALS A MINIMUM OF TWO WEEKS PRIOR TO BID FOR DETERMINATION OF ACCEPTABILITY. ADMIXTURES: ADMIXTURES SHALL BE BY MASTER BUILDERS, W.R. GRACE, OR PRE - APPROVED EQUAL. ALL MANUFACTURERS RECOMMENDATIONS SHALL BE FOLLOWED. WATER: SHALL BE CLEAN AND POTABLE. MAXIMUM CHLORIDE CONTENT: THE MAXIMUM WATER SOLUBLE CHLORIDE CONTENT SHALL NOT EXCEED 0.15% BY WEIGHT OF CEMENTITIOUS MATERIAL UNLESS NOTED OTHERWISE. CONCRETE EXPOSED TO WEATHER: PROVIDE 5.0% TOTAL AIR CONTENT FOR ALL CONCRETE EXPOSED TO WEATHER. TOTAL AIR CONTENT IS THE SUM OF ENTRAINED AIR PROVIDED BY ADMIXTURES AND NATURALLY OCCURRING ENTRAPPED AIR. AIR CONTENT SHALL BE TESTED PRIOR TO BEING PLACED IN THE PUMP HOPPER OR BUCKET; IT IS NOT REQUIRED TO BE TESTED AT THE DISCHARGE END OF THE PUMP HOSE. THE TOLERANCE ON ENTRAPPED AIR SHALL BE +2.0% AND -1.5% WITH THE AVERAGE OF ALL TESTS NOT LESS THAN THE SPECIFIED AMOUNT. CONCRETE MIX NOTES: 1. TOTAL CEMENTITOUS MATERIAL IS THE SUM OF ALL CEMENT PLUS FLYASH. 2. AT THE CONTRACTORS OPTION FLYASH MAY BE SUBSTITUTED FOR CEMENT BUT SHALL NOT EXCEED 25% BY WEIGHT OF TOTAL CEMENTITIOUS MATERIAL, EXCEPT AS NOTED ABOVE. 3. MAXIMUM WATER CONTENT 240 PCY. GROUT NON - SHRINK GROUT: MASTER BUILDERS "MASTERFLOW 555" OR PRE-APPROVED EQUAL. GROUT SHALL CONFORM TO CRD -C621 AND ASTM 01107 GRADE B WHEN TESTED AT A FLUID CONSISTENCY PER CRD- C611-85 FOR 30 MINUTES. GROUT MAY BE PLACED FROM A 25 SECOND FLOW TO A STIFF PACKING CONSISTENCY. FILL OR PACK ENTIRE SPACE UNDER PLATES OR SHAPES. FOLLOW MANUFACTURE'S RECOMMENDATIONS FOR PREPARATION, INSTALLATION, AND CURING. G 3/16 3/16 3/16 H }� 1/2" IAV (2) 5 /8 "D EPDXY ANCHORS IAI/ 6" MIN. EMBED REINFORCING STEEL REINFORCING STEEL COVER MATERIAL PROPERTIES H 2 -12 2 -12 CHANNEL PER PLAN 10 5800 H55 PER PLAN 600137 -33 @ I6 "O.G. 3/4" SHT'G W/ #8 SGREWS AT 4" O.G. AT ALL PANEL EDGES 4 12" O.G. AT INTERMFI)IATE FRAMING (EDGES BLOCKED) CHANNEL PER PLAN 43 MIL TRACK W/ 0.145 ") P.A.F. @ 12" O.G. 1455 PER PLAN J J 12' -4/2 1"= I Loll i SECTION PLAN DETAIL CONCRETE CAST AGAINST EARTH 3" EXPOSED TO WEATHER OR EARTH 2" TIES ON BEAMS AND COLUMNS 1 -1/2" WALLS AND SLABS NOT EXPOSED TO WEATHER - - - - 3/4" STRUCTURAL STEEL DETAILING, FABRICATION AND ERECTION 12" 60013 -33 GONT. #8 SCREWS TYP. City of Tukwila BUILDING DIVISION METAL ROOFING PER ARGH. 12 11 - VISIONS No changes shall be made to o h al Copp of work without prior app Tukwila Building Division. 1 .', Revisions will require a new flan suhn" m-w ;n(-Jude additional plan review lees. t 4.._-._.. . is ect to errors and omission& : s doC3 not author �� C:.:R^f1t �'• Receipt ,:c;:nrn vledged: OCT 1 7 t 07 Of Tukwila BUILDING DIVISION EPDXY GROUT: HILTI "HY- 150 ", OR SIMPSON "S.E.T. ", OR USP STRUCTURAL CONNECTIONS "CIA -GEL 7000 ", OR PRE - APPROVED EQUAL. TWO PART LOW SAG EPDXY. GROUT MAY CONTAIN QUARTZ SAND AGGREGATE AS PROPORTIONED BY THE MANUFACTURER. USE EQUIPMENT WHICH WILL ACCURATELY MIX AND DISPENSE THE COMPONENTS. HOLE SHALL BE DRY AND CLEANED WITH WIRE BRUSH AND PRESSURIZED AIR JUST PRIOR TO INSTALLING GROUT. THE REBAR OR ROD SHALL BE CLEAN AND INSTALLED SLOWLY, AND SHALL BE ROTATED AS IT IS PUSHED INTO THE HOLE. COLD WEATHER GROUTING SHALL BE DONE WITH PROPER GROUT FORMULA. FIRST STAGES OF THE GROUTING OPERATION SHALL BE INSPECTED BY AN AGENT AS RECOMMENDED BY THE OWNER. REINFORCING STEEL SHALL CONFORM TO ASTM A -615, GRADE 60. DETAIL, FABRICATE AND PLACE PER ACI 315 AND ACI 318. PROVIDE CONCRETE COVER OVER REINFORCEMENT AS FOLLOWS, UNLESS NOTED OTHERWISE. CITY OF RECEIVED SEP 2 5 2007 PEHMIT CENTER ALL WORKMANSHIP SHALL CONFORM TO THE AISC MANUAL OF STEEL CONSTRUCTION, 9TH EDITION, THE AISC SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS ALLOWABLE STRESS DESIGN AND PLASTIC DESIGN, JUNE 1, 1989 INCLUDING SUPPLEMENT NO. 1, DECEMBER 17, 2001 AND THE AISC CODE OF STANDARD PRACTICE, MARCH 2000. STEEL MEMBERS ARE EQUALLY SPACED BETWEEN COLUMNS AND /OR DIMENSION POINTS UNLESS NOTED OTHERWISE. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL ERECTION AIDS AND JOINT PREPARATIONS THAT INCLUDE BUT ARE NOT LIMITED TO, ERECTION ANGLES, LIFT HOLES, AND OTHER AIDES, WELDING PROCEDURES, REQUIRED ROOT OPENINGS, ROOT FACE DIMENSIONS, GROOVE ANGLES, BACKING BARS. WELD EXTENSION TABS, COPES, SURFACE ROUGHNESS VALUES AND TAPERS OF UNEQUAL PARTS. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE COMPLIANCE WITH ALL CURRENT OSHA REQUIREMENTS. HOLES, COPES OR OTHER CUTS OR MODIFICATIONS OF THE STRUCTURAL STEEL MEMBERS SHALL NOT BE MADE IN THE FIELD WITHOUT WRITTEN APPROVAL FROM THE STRUCTURAL ENGINEER. SHAPES AND PLATES: ASTM A36 (Fy = 36 KSI) TYP. U.N.O.; ASTM A572 (Fy = 50 KSI) WHERE INDICATED STEEL STRUCTURAL TUBING: ASTM A500, GRADE 9, (Fy = 46 KSI) MACHINE BOLTS (M.B.): ASTM A307, GRADE A ANCHOR BOLTS (A.B.): ASTM F1554, GRADE 36, CLASS 2A TYPICAL, UNLESS OTHERWISE NOTED, ASTM F1554, GRADE 105 WHERE INDICATED. WELDING REViS10N N _ 2O13oL • STRUCTURAL STEEL: WELD IN ACCORDANCE WITH "STRUCTURAL WELDING CODE" AWS D -1.1. M C DEN, �t;r;�'. ia7 CERTIFICATION: ALL WELDING SHALL BE PERFORMED BY WABO /AWS CERTIFIED WELDERS. WELDEIV SHALL BE PREQUALIFIED FOR EACH POSITION AND WELD TYPE WHICH THE WELDER WILL BE PERFORMING. K SEP 2007 1 2 - REVIEWED FOR 4 CODE COMPLIANCE APPROVED 5 6 1 0 UPI Helix design group p AMERICAN INSTITUTE OF ARCHITECTS EXPIRES: 3/8/07 0 smart Structural Solutions 811 FirstAvemue, Suite 510 Seattle, Washington 98104 ter: 206.292.5076 950 Pacific Avenue, Suite 1100 Tacoma, Washington 98402 tel: 253.383.2797 ENTRY PORTAL 7 PLANS, DETAILS GENERAL NOTES SMART CAR 8 SEATTLE ENTRY PORTAL TUKWILA, WA REVISION DATE 9 DATE JOB NO. 08.13.07 007 -006 PERMIT SET 'pRAWING NO. S800 HELIX DESIGN GROUP: ALL RIGHTS RESERVED. �). port of this document may be reproduced in any form or by �� .ny means wfbo pArmission in writing from Helix Design Group ' ABBREVIATION LIST ADD'L ADDITIONAL EXT. EXTERIOR P.P. PARTIAL PENETRATION A.B. ANCHOR BOLT FTG FOOTING P.S.F. POUNDS PER SQUARE FOOT A.F.F. ABOVE FINISH FLOOR FON FOUNDATION PSL PARALLAM ALT. ALTERNATE FLR FLOOR PW. PLYWOOD ARGH. ARCHITECTURAL F.5. FAR SIDE REINF. REINFORCING AT FRM'S FRAMING REQ'D REQUIRED BM BEAM GALV. GALVANIZED R.Q. ROUGH OPENING BRS BEARING GA. GAGE /GAUGE SGHED. SCHEDULE BTWN BETWEEN GL. GLULAM SHT'G SHEATHING BLK'G BLOCKING GR. GRADE SIM. SIMILAR BOT. BOTTOM GWB GYPSUM WALL BOARD S.O.S. SLAB ON GRADE B.O.F. BOTTOM OF FOOTING HGR HANGER 50. SQUARE BLDG BUILDING HDR HEADER STD STANDARD B.U. BUILT UP HT HEIGHT 5TL STEEL G.J. CONTROL /CONSTRUCTION JT HORIZ. HORIZONTAL STIFF. STIITENER G.P. COMPLETE PENETRATION H55 HOLLOW STRUCTURAL SEGTION STRUGT. STRUCTURAL GENTERLINE INT. INTERIOR T$G TONGUE AND GROOVE GLR. CLEARANCE JT JOINT T.O.F. TOP OF FOOTING COL. COLUMN JST JOIST T.0.5. TOP OF Si itL GONG. GONGRETE L ANGLE TRT'D TREATED GONFIG. CONFIGURATION L.L. LIVE LOAD TYP. TYPIGAL GMU CONCRETE MASONRY UNIT L.L.H. LONG LEG HORIZONTAL U.N.O. UNLESS NOTED OTHERWISE CONN. CONNECTION L.L.V. LONG LEG VERTICAL U.T. ULTRASONIC TESTED GONST. CONSTRUCTION LOG. LOCATION VERT. VERTICAL CONT. CONTINUOUS LSL TIMBERSTRAND W.P. WORK POINT CONTR. GONTRAGTOR LVL MIGROLAM WT WEIGHT GOORD. COORDINATE MAX. MAXIMUM W.W.F. WELDED WIRE FABRIC GTR'D GENTERED M.B. MACHINE BOLT W/ WITH GU, GUBIG MFR MANUFACTURER YD YARD D.L. DEAD LOAD MECH. MECHANICAL DIA. OR 4) DIAMETER MEZZ. MEZZANINE DBL. DOUBLE MIN. MINIMUM D.F. DOUGLAS FIR MISG. MISCELLANEOUS DWG DRAWING N.5. NEAR SIDE DIAL DOWEL NTS NOT TO SCALE EA. EACH O.G. ON CENTER EL. ELEVATION OPN'S OPENING ENGR. ENGINEER OPP. OPPOSITE EQ. EQUAL i. PLATE (E) EXISTING PAF POWDER ACTUATED FASTENER EXP. EXPANSION PERP. PERPENDICULAR a) 0 m Q 0 Cri r- 0 0 N Q a) 1 2 5 b 0 0 7 26 8 0 0 0 00 N 7 N 9 1' 0 Cr) O O 0 O E (1) t— d N 10 O N 0 0 N A WELDED CONNECTIONS INSPECTION: B ALL WELDS FOUND TO BE DEFECTIVE SHALL BE REPAIRED AND REINSPECTED BY THE SAME METHODS ORIGINALLY USED, AND THIS REPAIR AND REINSPECTION SHALL BE PAID FOR BY THE CONTRACTOR. GENERAL REQUIREMENTS EPDXY GROUTED ANCHORS: "ALL— THREAD" -- ASTM A36 (FY = 36 KSI) EXPANSION ANCHORS: "KWIKBOLT II" BY HILTI, INC., OR "POWER —BOLT" BY POWERS /RAWL FASTENING, INC., OR PRE — APPROVED EQUAL. EMBED BOLT INTO CONCRETE OR MASONRY 8 BOLT DIAMETERS MINIMUM, UNLESS NOTED OTHERWISE. INSTALL ANCHOR PER MANUFACTURER'S PUBLISHED RECOMMENDATIONS. POWDER ACTUATED FASTENERS: "X —ZF" PINS BY HILTI, INC. OR "8 MM DRIVE PINS" BY POWERS/ RAWL, OR PRE—APPROVED EQUAL. INSTALL PER MANUFACTURERS PUBLISHED INSTALLATION INSTRUCTIONS. FINISH: STRUCTURAL STEEL SHALL BE UNPAINTED, UNLESS NOTED OTHERWISE, AND SHALL BE CLEAN OF LOOSE RUST, LOOSE MILL SCALE, OIL, GREASE AND OTHER FOREIGN SUBSTANCES AND SHALL MEET THE REQUIREMENTS OF SSPC—SP1. WHERE STRUCTURAL STEEL 15 NOTED TO BE PAINTED, ALL AREAS COMPRISING THE FAYING SURFACES OF BOLTED CONNEC1ONS MADE WITH SLIP — CRITICAL TYPE BOLTS (A325SC OR A490SC) SHALL COMPLY WITH THE REQUIREMENTS OF THE RCSC SPECIFICATION. WHERE STRUCTURAL STEEL IS NOTED TO BE GALVANIZED, IT SHALL BE HOT —DIP GALVANIZED IN ACCORDANCE WITH ASTM Al23, A384, AND A385. ALL SURFACES WITHIN TWO INCHES OF ANY FIELD WELD LOCATION SHALL BE FREE OF MATERIALS THAT WOULD PREVENT PROPER WELDING OR PRODUCE OBJECTIONABLE FUMES. FIELD TOUCH —UP OF PRIMED, PAINTED, AND GALVANIZED SURFACES SHALL BE PERFORMED TO REPAIR COATING ABRASIONS, AS WELL AS TO PROTECT ALL AREAS AT CONNECTIONS. COLD— FORMED STEEL FRAMING CONSTRUCTION: 3 THE DESIGN, INSTALLATION AND CONSTRUCTION OF COLD — FORMED CARBON OR LOW —ALLOY STEEL, STRUCTURAL AND NON— STRUCTURAL STEEL FRAMING, SHALL BE IN ACCORDANCE WITH THE STANDARD FOR COLD — FORMED STEEL FRAMING, GENERAL PROVISIONS, AMERICAN IRON AND STEEL INSTITUTE (AISI — GENERAL) AND AISI — NASPEC. ALL 54 MIL AND HEAVIER GALVANIZED MEMBERS SHALL BE FORMED FROM STEEL THAT MEETS THE REQUIREMENTS OF ASTM A -653, QUALITY SQ, GRADE 50, CLASS 1, FY =50 KSI. ALL 43 MIL AND LIGHTER GALVANIZED MEMBERS SHALL BE FORMED FROM STEEL THAT MEETS THE REQUIREMENTS OF ASTM A -653, QUALITY SQ, GRADE 33, FY =33 KSI. COLD — FORMED STEEL FRAMING: COLD — FORMED STEEL FRAMING MEMBERS SHALL MEET THE TYPE, SIZE AND THICKNESS AS INDICATED ON THE STRUCTURAL PLANS AND SPECIFICATIONS, AND SHALL BE MANUFACTURED BY A MEMBER OF THE STEEL STUD MANUFACTURER'S ASSOCIATION (SSMA), OR PRE — APPROVED EQUAL, IN ACCORDANCE WITH SSMA ICC ER- 4943P. 4 CARPENTRY: WOOD SHEATHING (STRUCTURAL): SHEATHING ON ROOF SURFACES SHALL BE PLYWOOD ONLY. SHEATHING ON WALLS SHALL BE PLYWOOD OR ORIENTED STRAND BOARD (OSB). PLYWOOD SHEATHING SHALL BE 5 —PLY MINIMUM WHERE INDICATED AS 3/4" OR THICKER. WOOD SHEATHING SHALL BE "STRUCTURAL I" CONFORMING TO PS1 -95 AND /OR PS2 -92. ALL PANELS SHALL BEAR THE STAMP OF AN APPROVED GRADING AGENCY. SPAN RATING SHALL BE PROVIDED AS FOLLOWS: ROOF (48/24); WALLS (32/16); ALL WOOD SHEATHED WALLS SHALL BE BLOCKED AT ALL PANEL EDGES UNLESS OTHERWISE NOTED. SHOP DRAWINGS /SUBMITTALS THE FOLLOWING SHOP DRAWINGS /SUBMITTALS SHALL BE PROVIDED FOR REVIEW AND APPROVAL BY THE STRUCTURAL ENGINEER PRIOR TO FABRICATION OR DELIVERY. 1. CONCRETE MIX DESIGNS 2. REINFORCING STEEL SHOP DRAWINGS 3. STRUCTURAL STEEL 4. LIGHT —GAUGE METAL FRAMING 5. MISCELLANEOUS STEEL A STRUCTURAL ENGR. BLDG. DEPT. X X X B X X x X x X c C D D E E F F G G H H J J K g''k&E EVEEFO CDE APPROVED 2001 City Of Tukwila BUILD NG WI' OIVISTal . RECEIVED CITY OF T111400 SEP 2 5 Z001 PERMIT CENTER K — & Helix 2 3 4 5 6 7 design group AMERICAN INSTITUTE OF ARCHITECTS EXPIRES: 3 /6/ 07 smart Structural Solutions 811 First Iwenue, Suite 510 Seattle, Washington 98104 teL 206.292.5076 950 PacificAvenue, Suite 1.100 Tacoma, Washington 98402 tot: 253.3832797 GENERAL NOTES SMART CAR 8 SEATTLE ENTRY PORTAL TUKWILA, WA REVISION DATE 9 DATE JOB NO. 08.13.07 a07 -006 PERMIT SET S801 DRAWING NO. © HELIX DESIGN GROUP: ALL RIGHTS RESERVED. No port of this document may be reproduced in any form or by any means without permission in writing from Her Design Group L IT 1 410 BAKER BOULEVARD TUKWILA, WASHINGTON 98188 -2905 PERMIT SET OWNER OB PROPERTIES P.O. BOX 726 BELLEVUE, WA 18001 CONTACT: MICHAEL O'BRIEN PHONE: (425) 283 -5531 FAX: (425) 283 -5559 SYMBOLS BUILDING SECTION SECTION LETTER SHEET NUMBER WALL SECTION SECTION NUMBER SHEET NUMBER GRID LINE DESIGNATION C.D.S. = center of structure F.0.5. = face of structure (E) = existing DETAIL DETAIL NUMBER SHEET NUMBER INTERIOR ELEVATION ELEVATION NUMBER SHEET NUMBER DOOR DOOR NUMBER RELITE RELITE NUMBER REVISION REVISION MATCHLINE NORTH ARROW Eff PROJECT MANAGER DALE FRANK 7825 SE 76th STREET MERCER ISLAND, WA 98040 PHONE: (206) 275 -4130 FAX: (206) 275 -4131 LL F.O.S. 1 F.O.S. 3A 6D e 6A 3D �g 1 RIOO MATCHLINE ■ I ■ I ■ I ■ NORTH GENERAL NOTES D I. ALL WORK SHALL CONFORM TO APPLICABLE BUILDING CODES AND ORDINANCES. WHERE MORE THAN ONE CODE OR ORDINANCE CONFLICT WITH EACH OTHER, THE MORE RESTRICTIVE CODE SHALL GOVERN. 2. THE CONTRACTOR SI-IALL VERIFY ALL EXISTING CONDITIONS AT THE SITE AND SHALL NOTIFY ARCHITECT IMMEDIATELY OF ANY UNCERTAINTIES OR DISCREPANCIES WITH DRAWINGS. 3. THE CONTRACTOR SHALL VERIFY THE LOCATIONS OF ALL UTILITIES AT THE SITE, PROTECT THEM FROM DAMAGE AND REPORT ANY DISCREPANCIES WITH DRAWINGS. 4. THE CONTRACTOR SHALL INSURE THE HEALTH AND SAFETY OF THE PUBLIC AND ALL WHO ENTER THE BUILDING DURING CONSTRUCTION. 5. THE CONTRACTOR 51-IALL VERIFY AND COORDINATE THE WORK OF SUBCONTRACTORS AND ALL DRAWINGS PRIOR TO PROCEEDING WITH ANY WORK OR FABRICATION. 6. DRAWINGS SI-IALL NOT BE SCALED. NOTIFY THE ARCHITECT IMMEDIATELY OF ANY CONFLICTS. 7. THE CONTRACTOR SHALL BE RESPONSIBLE FOR DESIGN, PERMITTING AND CONSTRUCTION OF MECHANICAL AND ELECTRICAL WORK AS REQUIRED TO ACCOMMODATE CONSTRUCTION AND SHALL PROVIDE ALL NECESSARY SHAFTS, OPENINGS, BASES AND STRUCTURAL SUPPORT FOR DUCTS, CONDUITS AND EQUIPMENT. 8. DIMENSIONS ON PLANS ARE TO FACE OF STUD, CENTER OF COLUMN, CENTER OF MULLION OR FACE OF CONCRETE. UNLESS OTHERWISE NOTED. 9. LABORATORY TESTING AND INSPECTION REQUIRED FOR ALL EARTHWORK COMPACTION, SITE WELDING, HIGH STRENGTH BOLTING AND ALL STRUCTURAL CONCRETE. CONTRACTOR TO PROVIDE INDEPENDENT TESTING LAB FOR ALL CODE REQUIRED TESTING. 10. REPAIR/REPLACE EXISTING WALL, FLOOR, AND CEILING FINISHES TO MATCH EXISTING ADJACENT FINISHES WHEN DAMAGED DURING COURSE OF CONSTRUCTION. 11. DEMOLISH ALL EXISTING BUILDING COMPONENTS NECESSARY TO CONSTRUCT WORK. CAP ALL EXISTING UTILITIES (PLUMBING, ELECTRICAL, AND MECHANICAL) BEHIND WALLS, FLOORS, ETC. ARCHITECT IF' � HELIX DESIGN GROUP 6021 12th STREET EAST SUITE 201 TACOMA, WA 98424 CONTACT: JEFF BLACHOWSKI PHONE: (253) 922 -9037 FAX: (253) 922 -6419 V N.T.S. CINITY MAP GOVERNING CODE OCCUPANCY GROUP IBC CHAPTER 3 CONSTRUCTION TYPE IBC TABLE 503 DESIGN LOADS STRUCTURAL GENERAL DRAWINGS G00I COVER SHEET G020 SPECIFICATIONS DETAILS A800 FLOOR PLAN ROOF PLAN EXTERIOR ELEVATIONS WALL SECTION STRUCTURAL DRAWINGS 5800 GENERAL NOTES FOUNDATION PLAN ROOF FRAMING PLANS DETAILS 5801 GENERAL NOTES ELECTRICAL DRAWINGS SIGNAGE DRAWINGS STRUCTURAL ENGINEER PC5 STRUCTURAL SOLUTIONS 950 PACIFIC AVENUE, SUITE 1100 TACOMA, WA 98402 CONTACT: DOUG GOODWIN PHONE: (253) 383 -2797 FAX: (253) 383 -1557 MAXIMUM ALLOWABLE BUILDING HEIGHT IBC TABLE 503 SHEET INDEX ARCHITECTURAL DRAWINGS PERMIT DOCUMENTS WILL BE DEFERRED TO CONTRACTOR'S DESIGN -BUILD SUBMITTAL PERMIT DOCUMENTS WILL BE DEFERRED TO OWNER'S DESIGN -BUILD SUBMITTAL EXTERIOR WALLS FIRE - RESISTANCE RATING IBC TABLE 602 GENERAL CONTRACTOR POE CONSTRUCTION 1519 W VALLEY HWY N, SUITE 103 AUBURN, WA 18001 CONTACT: ALAN PETERSON PHONE: (253) 833 -2400 FAX: (253) 939 -4805 PROJECT INFORMATION NORTH 1/ V 2006 INTERNATIONAL BUILDING CODE WASHINGTON STATE AMENDMENTS B - BUSINESS V -B (NON- RATED) (COMBUSTIBLE CONSTRUCTION) 40 FT 0 HR (DISTANCE 30 FT) REFER TO STRUCTURAL DRAWINGS SITE PLAN EXISTING MONUMENT SIGN M (E) ACURA DEALERSHIP (E) (E) s (E) � G BUILDING (E) (E) (E) EXISTING LAWN 1 sALFts f or (1i) 0 i•■■l■i•i•11 ■■■ •UIP- -1Il1@�J -�' \ ' -FYI \� \ \\\,, SMARf CAR ` 'DEALER SHIP \ SEPARATE PERMIT REQUIRED FOR: Wmothanical Et, Plumbing es Gas Piping City of Tukwila WILDING DIVISION z I � EXISTING LAWN SALES LOT (E) SALES LOT (E) HC CUSTOMER (E) •• =NM ••MEM• SCOPE OF WORK E> 0 PROPERTY LINE LINE OF REQUIRED SETBACK SALES LOT (E) SALES LOT (E mi■ra4 (E), • BAKER BLVD. (E) r e STING CONCRETE CURB/ISLAND (rip) P) EXISTING CONCRETE SIDEWALK (TYPICAL) •• UMW •• -4-� EXISTING LAWN SALES LOT EXISTING P.I.V. AND F.D.C. (TYPICAL) EXISTING ASPHAL PAVING, - AND STRIPI NG • !■ • • r • • MI=r • • r■er • • MIMED • • - • • - urains .. _ t • SALES LOT (E) N U D r I. NEW CONSTRUCTION CONSISTING OF AN ENTRY PORTAL (ENTRY CANOPY) STRUCTURE INCLUDING ASSOCIATED DEMOLITION AND SITE WORK. 2. SITE WORK 15 LIMITED TO NEW CONCRETE ENTRY PLAZA AND A PAINTED TEST TRACK AT EXISTING SALES LOT. 3. EXTERIOR SIGNAGE 15 NOT INCLUDED WITHIN T1115 SCOPE OF WORK. PERMIT DOCUMENTS WILL BE DEFERRED TO OWNER'S DES! 4. THERE 15 NO CIVIL OR LANDSCAPE WORK ASSOCIATED WITH THIS PROJECT. smart • EXISTING CONCRETE PLAZA • - SALES LOT (E) EXITING A5P -SALT PARKING LOT (TYP) ACURA SMART ':AR LOT I LOT CONCRETE PLAZA PAVING WITH CURB CUT AT PORTAL ..- .e- ••MUM • • MIMI • • 411 REVIEWED Toil Pion was reviewed for general confornsouce with Ilk inil;witR. •.+•r.ay„ted by ttic jurisdiction: _ Structur.d Provisions or the Internutionai Building Cade ❑ Non- Rtructur d Provisions of the Intoraatiand Building Code ❑ . Other: mi project applicant is responsible for conforms:. with all applicable cola., aterllim+ of appravxl. and permit requirements subject to the requir meats end irmproMaliano .0 the governing authority. This review does not relieve th. ArtAtitrd and Enytraaw of beard of the responsibility for a complete design in accurd.nce with the la d doe !overlie jurisdiction and the stela f Washittb t "` � L'`'l� �� • Jurisdiction B ■ 1 v Dote 51 t 1 t *In %;`.74)1, ON. INC f'..: ;. T ..:ri Can5alta.+tt ID' -0' • • s■a • • EXISTING CONCRETE I RETAINING WALL • • • 1 e • • • LIMITS OF WORK UNDER THIS PERMIT - SEE IOA/G020 FOR TEST TRACK LAYOUT LIMITS OF WORK UNDER T1115 PERMIT - SEE 10H/A800 FOR PORTAL DEMO EXISTING CONCRETE PLAZA AND CURB AS REQUIRED FOR NEW WORK Permit No. V I 50 I Ran review epproval Is sub' Approval of rn.l:d; the violation c? if apprcvcJ C CRY of Tirkwila BUILDINGinvism REVISIONS No changes shat! be made to the scope of work without prior approval of Tukwila Building Division. NOTE: Revisions will require a new plan submittal and may include additional plan review fees. RECEIVED CITY OF TUKWILA AUG 1 3 2001 PEHMi7 GUN I ER NORTH ffN\ SCALE: I':40' UPI H elix dasig gro up AMERICAN INSTITUTE OF ARCHITECTS HELIX DESIGN GROUP INC 0 smart SMART CAR SEATTLE ENTRY PORTAL TUKWILA, WA REVISION DATE DATE JOB NO. 08.13.07 a07 - 006 PERMIT SET G001 DRAWING NO. @ HELIX DESIGN GROUP: ALL RIGHTS RESERVED. No part of this document may be reproduced in any form or by any means without percussion in writing from Helix Design Group 1 :L!. 1 2 3 4 ALUMINUM PANEL @ EXISTING WALL 5 6 7 8 10 NOTE: SEE NOTES IN COMMON AT OTHER SIDE OF WALL 0 t s cn m 7'-O' I1' -0" A SCALE: I-1/2" TEST TRACK SCALE: Custom A -0 SOLID PAINTED TRIANGLE - COLOR: PT -4. (TYPICAL) 4" WIDE PAINT STRIPES COLOR: PT -4. (TYPICAL) SAWCUT AND DEMO EXISTING STUCCO TO FACE OF SHEATHING ALUMINUM PANEL SYSTEM (TYPICAL) DEMO EXISTING SHEATHING AS REQUIRED TO INSTALL COLUMN SELF- ADHESIVE MEMBRANE FLASHING OVER SHEATHING (TYPICAL) LAP MEMBRANE FLASHING OVER ALUMINUM CORNER FLASHING (TYPICAL) ALUMINUM FLASHING - SLIDE BEHIND EXISTING STUCCO AND FASTEN (TYPICAL) ;,- EXISTING STUCCO B EXISTING EXTERIOR WALL ASSEMBLY 4" WIDE PAINT STRIPES COLOR: PT -4 (TYPICAL) 12,14 _O DTL -07 EP- DTL --OI EXISTING STUCCO SOFFIT LEDGER AT EXISTING STUCCO SCALE:I -i /2" STUD ABOVE TUBE STEEL BEAM ALUMINUM PANEL SYSTEM cn 6 METAL STUD FRAMING WITH SHEATHING TUBE STEEL BEAM STUD BELOW TUBE STEEL 3 3/4" =MN 111111111 12' -0" T.O.F. a SCALE: I -I/2" - I' -0' SCALE: 1-1/2' = 1' -0" 2' -6 I/2" GALVANIZED STEEL LEDGER CHANNEL STAINLESS STEEL FASTENERS CO 12" O.C. MAX 1/2' 51/2" 1/2" ALUMINUM PANEL FASCIA ALUMINUM PANEL CAP ALUMINUM PANEL REVEAL SCALE: 6' C D ALUMINUM DRIP FLASHING - SLIP BEHIND EXISTING STUCCO AND FASTEN WITH STAINLESS FASTENERS SEALANT BEAD ALUMINUM COUNTER - FLASHING (PREFINISHED) SELF ADHESIVE MEMBRANE FLASHING (TYPICAL) 14' -8' (MAX) T.D.F. SAWCUT AND DEMO EXISTING STUCCO SHEET METAL FLASHING BY ROOFING INSTALLER FOAM CLOSURER STRIP METAL ROOFING PANELS VARIES CUT /DEMO EXISTING SHEATHING FOR LEDGER EXISTING STUD WALL 3'x3'x16GA GALVANIZED SHEET METAL BACKER 12' -4' T.O.F. PERFORATED ALUMINUM SOFFIT PANELS I "xl'x22GA ALUMINUM CLOSURER TRIM, MATCH SOFFIT MEMBRANE FLASHING - EXTEND OVER TOP WALL ALUMINUM PANEL SYSTEM SEALANT BEAD ALUMINUM COUNTER - FLASHING TUBE STEEL BEAM METAL FLASHING BY ROOFING INSTALLER METAL ROOFING PANELS VARIES GALVANIZED STEEL CHANNEL PURLIN SLOPED GALVANIZED STEEL CHANNEL LEDGER 3'x3 "xI6GA GALVANIZED SHEET METAL BACKER 12' -4" T.O.F. PERFORATED ALUMINUM SOFFIT PANEL I'xI'x22GA ALUMINUM CLOSURER TRIM STAINLESS STEEL FASTENERS @ 12' O.C. MAX MEMBRANE FLASHING - EXTEND OVER TOP WALL ALUMINUM PANEL CAP PER MANUFACTURER'S APPROVED DETAIL DTL -06 DTL-05 TUBE STEEL - REFER TO STRUCTURAL SELF - ADHESIVE MEMBRANE FLASHING METAL STUD FRAMING WITH SHEATHING ALUMINUM PANEL SYSTEM EP- DTL -02 WALL - SEE WALL TYPES FACE OF SUBSTRATE MEMBRANE FLASHING (SELF - ADHESIVE TYPE SHIM AS NECESSARY PANEL EXTRUSION WEEP BAFFLE (AT HORIZONTAL REVEALS) HORIZONTAL REVEALS - PROVIDE CONTINUOUS METAL BLOCKING FOR FASTENING OF PANEL EXTRUSIONS. VERTICAL REVEALS - ALIGN METAL STUDS FOR FASTENING OF PANEL EXTRUSIONS. ALUMINUM PANEL EP- DTL -O3 E SPECIFICATIONS DIVISION I - GENERAL REQUIREMENTS GENERAL: THE FOLLOWING SPECIFICATION INFORMATION DESCRIBES THE LEVEL OF QUALITY, FINISH, AND COLOR FOR PRODUCTS AND MATERIALS TO BE USED FOR THE PROJECT. GENERAL CONDITIONS OF THE CONTRACT FOR CONSTRUCTION The General Conditions of the Contract for Construction, Document A201, issued by the American Institute of Architects, 1997 Editions, and its Supplements and Amendments contained herein, related directly to the Work of the Project and is hereby made a part of the Contract as though fully contained in these Specifications. SUMMARY OF WORK 1.0 New construction consisting of an Entry Portal structure including associated selective demolition and site work. 1.1 Provide all Work rewired to complete the project as shown in the Contract Documents. L2 The General Contractor shall coord'mote all trades involved in project. PRODUCTS 1.0 All materials to be new materials and eqpipment, fixtures and systems. Include all trim, accessories and incidental items to complete the work. Transport, handle, store and protect Products in accordance with Manufacturer's Instructions. 1.1 If a specific item is not identified, the item shall match building standard (materials used predominantly throughout the facility) for type, wality, and finish. SUBMITTALS 1.0 Product Data, Shop Drawings, Test Reports, Manufacturer's Instructions and Samples shall be submitted to Architect/Engineer for review for the limited purpose of checking for conformance with information given and the design concept expressed in the Contract Documents. 1.1 Apply Contractor's stanp, signed or initialed certifying that review, approval, verification of Product rewired, field dimensions, adjusted construction Work, and coordination of information is in accordance with rewirements of the Work and Contract Documents. Allow 15 days for submittal reviews. QUALITY CONTROL 1.0 Comply with the specified referenced Standards as minimum wality for the Work except where more stringent tolerances, codes, or specified rewirements indicate higher standards or more precise workmanship. Maintain tolerances in accordance with References, Standards and Manufacturers rewirements. 1.1 References or Standards: For Products or workmanship specified by association, trade or other consensus standards, comply with rewirements of the standards, except when more rigid rewirements are specified or rewired by applicable codes. 1.2 Inspection end Testing Services: Owner will appoint and employ services of an independent firm to perform inspection and testing. Reports will be submitted by the independent firm to the Architect, Engineer, Owner and Contractor indicating observations and results of tests and indicating compliance or non - compliance with Contract Documents. REGULATORY REQUIREMENTS 1.0 Conform to International Building Code and Local Building Department requirements for design, fabrication and erection of all Work. CUTTING AND PATCHING 1.0 Preparation: Provide temporary supports to ensure structural integrity of the work. Provide devices and methods to protect other portions of Project from damage. Provide protection from elements for areas which may be exposed by uncovering work. cutting en fitting including excavation o 1.1 Cutting: Execute t ng f ung d ng excavat an and fill to complete the work. Remove and v replace defective or non- conforming work. Employ skilled end experienced installer to perform cutting for weather exposed and moisture - resistant elements and sight - exposed surfaces. Cut rigid materials using masonry saw or core drill. Pneumatic tools not allowed without prior approval. 1.2 Patching: Execute patching to complement adjacent work. Execute work by methods to avoid damage to other work and which will provide appropriate surfaces to receive patching and finishes. Employ skilled and experienced installer to perform patching for weather exposed and moisture - resistant elements and sight - exposed surfaces. Refinish surfaces to match adjacent finish. For continuous surfaces, refinish to nearest intersection or natural break. For an assembly, refinish entire unit. SUBSTITUTIONS 1.0 Product Options: Products Specified by Reference Standards or by Description Only - Any Product meeting those standards or description. Products Specified by Naming Manufacturer - Submit a reqpest for substitution for any manufacturer riot named. 1.1 Substitution regpests will only be accepted during the bidding period. 1.2 A rawest constitutes a representation that the Bidder: Has investigated proposed Product and determined that it meets or exceeds the wality level of the specified Product. Will provide the same warranty for the Substitution as for the specified Product. COLORS AND MATERIALS 1.0 Any colors or finishes not specified shall be reviewed and selected by 1 -leiix Design Group prior to their procurement by the Contractor. 1.1 Refer to Colors and Materials Schedule on Sheet A800. DIVISION 2 - SITEWORK REGULATORY REQUIREMENTS 2.0 Conform to applicable codes for demolition work and disposal of debris. 2.1 Obtain rewired permits from authorities. DEMOLITION 2.0 Preparation: Protect existing material, structure and finishes that are not to be demolished. Protect existing landscaping materials. 2.1 Demolition: Demolition and removal of all items rewired to accommodate new work. Relocation of piping, conduit, wiring, cabling and other items noted, including temporary utility shut down and reconnection. 2.2 Coordination: Demolish in an orderly and careful fashion. Protect existing building components, finishes, materials and eqpipment not to be demolished. Remove demolished materials from site. Deposit material at approved dumping sites. Do not bury or burn material an site. Demolition of existing work/items shall include removal of all connections and fasteners, blocking, etc. associated with the work or item to be demolished. Do not modify or cut any structural member, well or condition unless specifically detailed on structural drawings or approved by structural engineer in writing. DIVISION 3 - CONCRETE REFERENCES Refer to Latest Editions; ACI 301 - Specifications for Structural Concrete ACI 302 - Guide for Concrete Floor and Slab Construction ACI 305R - Hot Weather Concreting ACI 306R - Cold Weather Concreting ACI 308 - Standard Practice for Curing Concrete ACI 318 - Building Code Reqpirernents for Reinforced Concrete ACI 347 - Recommended Practice for Concrete Formwork ASTM E 1643 -98 Ste ndand Practice for Installation of' Water Vapor Retarders Used in Contact with Earth or Granular Fill Under Concrete Slabs CRSI - Concrete Reinforcing Steel Institute - Manual of Standard Practice ENVIRONMENTAL REQUIREMENTS 3.0 Conform to recommendations of ACI 305R and ACI 3068 for Concrete Construction during cold, hot or wet weather. CONCRETE FORMWORK 3.0 Formwork: Concrete exposed to view use HDO plywood with high- density phenolic overlay, Simpson 'Multipour 3.1 Provide snap -off metal form ties. The portion of tie remaining within concrete after removal of exterior parts shall be recessed 3/4 inch from the outer concrete surface and will not leave a hole larger than 1 inch diameter in the concrete surface. 3.2 Form release agent to be colorless mineral oil which will not stain concrete or absorb moisture. Apply form release agent an formwork. 33 Chamfer Strips: Wood, metal, PVC or rubber strips, kerfed for ease of form removal. 3.4 Provide 3/4 inch chamfer at all external corners. CONCRETE REINFORCEMENT 3.0 Reinforcing Steel: Refer to Structural General Notes on Structural Drawings. CAST -IN -PLACE CONCRETE 3.0 Subgrade Approval: Do not proceed with on -grade concrete placement over subgrade condition until the Soils Engineer and Testing Agency have approved existing subgrade, structural backfill and utility trench backfill. 3.1 Concrete: Refer to Structural General Notes on Structural Drawings. 3.2 Air Entrainment Admixture: ASTM C260 at all exterior concrete. 3.3 Bonding Agent: 100% acrylic emulsion; manufactured by the Burke Company. 3.4 Non - Shrink Grout: Refer to Structural General Notes on Structural Drawings. 3.5 Joint Filler: ASTM D994 asphalt impregnated fiberboard or felt, 1/4 inch thick, full depth of slab. 3.6 Vapor Barrier: 15 -mil thick under -slab polyolefin vapor barrier (WVTR 0.01 perm) meeting ASTM E154, ASTM E% and ASTM E1745 Class A rewirements. Provide manufacturer's red polyethylene tape, cold weather tape and mastic. Manufacturer: Stego Wrap. 3.7 Concrete Floor Sealer: As specified in PAINTS AND COATINGS. STAMPED CONCRETE 3.0 Manufacturer: Matcrete Inc. or ewal. 3,1 Installer: Emil's Concrete Construction Inc. Contact: Jack Kleppe, (425) 885 -1216. 3.2 Imprinting Tools: Manufactured by Matcrete Inc. or egpal. 3.3 Mockup: Provide on site mock -up for review prior to start of related work. 3.4 Coloring, Curing and Sealer Materials: Provided by manufacturer. 3.5 Guide Specification: Comply with manufacturer's guide specification. CONCRETE FINISHING 3.0 Exterior Slabs: Broom finish exterior surfaces schedule to be exposed. F DIVISION 5 - METALS G REFERENCES Refer to Latest Editions; AISC - Code of Standard Practice Manual of Steel Construction Allowable Stress Design ASTM A36/A36M - Specifications for Structural Steel ASTM A53 - Hat - Dipped Zinc - coated Welded and Seamless Steel Pipe ASTM A153 - Zinc Coating (Hat Dip) on Iron and Steel Hardware ASTM A525 - Steel Sheet, Zinc - Coated, Galvanized by the Hot -Dip Process AWS DI,1 - Structural Welding Code 55PC - Steel Structures Painting Manual STRUCTURAL STEEL 5.0 Structural Steel Members: Refer to Structural General Notes on Structural Drawings, 5.1 Structural Tubing: Refer to Structural General Notes on Structural Drawings. 5.2 Bolts, Nuts and Hashers: Refer to Structural General Notes on Structural Drawings. METAL FABRICATIONS 5.0 Steel Sections: ASTM A36. 5.1 Steel Tubing: ASTM A500, grade B. 5.2 Plates: ASTM A36. 53 Pipe: ASTM A53 / grade B, schedule 40. 5.4 Bolts, Nuts and Washers: ASTM A307 galvanized to ASTM A153 for galvanized components ASTM A325. 5.5 Welding Materials: AWS DI.I; type rewired for materials being welded. FINISHES - STEEL 5.0 Shop aid Touch -Up Primer: 55PC 15, type 1, red oxide. 5.1 Touch -Up Primer for Galvanized Surfaces: SSPC 20, Type I, inorganic, zinc rich. 5.2 All steel exposed to outdoor atmosphere or indicated on drawings to have hot - dipped galvaiized finish, minimum 2.0 oz/ sal, ft zinc coating in accordance with ASTM A386. DIVISION 6 - WOOD AND PLASTIC REFERENCES Refer to Latest Editions; APA - American Plywood Association AWI - Architectural Woodwork Institute Quality Standards Manual WCLIB - West Coast Lumber Inspection Bureau WWPA - Western Wood Products Association (WWPA) Manual ROUGH CARPENTRY 6.0 Lumber Grading Rules: WCLIB or WWPA. 6.1 Maximum Moisture Content: 19%. 6.2 Lumber Materials: Framing, plates, beams, blocking, stringers, columns. Refer to Structural General Notes on Structural Drawings. 6.3 Sheathing Materials: Plywood grade and species. Refer to Structural General Notes on Structural Drawings. 6.4 Backing: Use only 2x6 (minimum) No. I or No. 2 Douglas Fir, free of splits or shakes, la knots, checks, holes or wane. 6.5 Nail Fasteners: Refer to Structural General Notes on Structural Drawings. Hot - dipped galvanized steel. 64 Anchor Bolts, Nuts and Washers: Refer to Structural General Notes on Structural Drawings. Hot - dipped galvanized at exterior locations or where exposed to exterior environment. 6.7 Installation: Set structural members level and plumb in correct position. Install 2x solid blocking or backing for all wall- mounted and ceiling- mounted items included in other Sections including Division 15 and Division 16 and any Owner- Furnished items shown on the drawings. 6.8 Tolerances: Faces of abutting framing members shall be flush alignment. Framing members 1/8 inch from true position. DIVISION 7 - THERMAL AND MOISTURE PROTECTION REFERENCES Refer to Latest Editions; AISI - American Iron and Steel Institute - Stainless Steel Uses in Architecture ASTM A525 - Steel Sheet, Zinc Coated (Galvanized) by the Hot -Dip Process ASTM 8209 - Aluminum and Alloy Sheet and Plate NFPA 101 -- Code for Safety to Life from Fire in Buildings and Structures. NWCB - Northwest Wall and Ceiling Bureau NRCA - National Roofing Contractors Association Roofing Manual SMACNA - Architectural Sheet Metal Manual 5WRI - Sealant, Waterproofing and Restoration Institute - Sealant and Caulking Guide Specification WATER RESISTANT BUILDING BARRIER 7.0 Membrane Flashing (vertical surfaces)- W.R. Grace and Co. Vycor V40. 40 mil self- adhered flashing. 36 inch wide rolls. 7.1 Membrane Flashing (roof and sloped wall surfaces): W.R. Grace aid Co. Ice and Water Shield. 40 mil self - adhered underlayment. 36 inch wide rolls. 7.2 Membrane Flashing (openings / penetrations / non -roof areas): W.R. Grace and Co. Vycor Plus. 25 mil self- adhered flashing. 12 inch and 18 inch wide rolls. 7.3 Membrane Flashing (opening corners): W.R. Grace and Co. VYCORner. 7.4 Membrane Flashing (metal roofing / parapet wall metal cap flashing): W.R. Grace aid Co. Ultra. 30 mil self- adhered high temperature resistant underlayment. 34 inch wide rolls. 7.5 Weather Resistive Barrier: Dupont - Tyvek. Commercialwrap weather - resistive barrier. Provide related tapes, fleshings, fasteners and accessory products for complete system. 74 Membrane Flashing Installation: Wall surfaces, rough openings, inside axl outside carriers of exterior framed wails shall have membrane flashing placed on wall sheathing surfaces (including head/silVjamb sides) according to manufacturer's instructions. METAL ROOFING 7.0 Roof Panels: AEP Span, Reversed Box Rib roof panels, 24 gauge steel, ZACtiwe II treatment (premium finish) protective coating. 7.1 Accessories: Provide related fleshings, sealants, attachment system, neoprene closure strips, fasteners and accessory products for complete system. 7.2 Guide Specifications: Comply with manufacturer's guide specifications. VERTICAL METAL SIDING 7.0 Wall Panels: AEP Span, Prestige -I2 flat smooth wall panels, 24 gauge steel, ZACtiwe II treatment (premium finish) protective coating. 7.1 Accessories: Provide related fleshings, sealants, attachment system, fasteners and accessory products for complete system. 7.2 Guide Specifications: Comply with manufacturer's guide specifications. ALUMINUM PANELS 7.0 Wall Panels: Alpolic by Mitsubishi Chemical FP America, Inc. Pre - finished, engineered, standard aluminum faced composite metal panel, route end return dry seal system. Panel shall consist of an exterior face skin of 0.020 inch aluminum alloy 3105 1-114, an interior core of thermoplastic material and a back face skin of 0.020 inch aluminum alloy 3105 1-114. Panel thickness = 4 mm. Panel sizes: Available to maximum size of 62 inch x 290 inch. 7.1 Manufacturer's Representative: Architectural Systems, Inc. Contact: Gene Robinson. (425) 454 -6250. 7.2 Attachment System: Manufacturer's concealed fastener, Dry Seal system (DS). Reveals: 1/2 inch width. Comply with manufacturer's installation details no. 2D5, 3D5, 5DS, 7DS, 8D5, qDS, IODS, IIDS and 12ADS (parapet option 2). 7.3 Factory Finish: LUMIFLON resin system (FEVE). Coil coated with a 2 -coat fluoropolymer coating (FEVE) paint finish. Custom Color. 7.4 Accessories: Provide manufacturer's standard related flashings, sealants, clips, anchorage devices aid attachments, fasteners and accessory products for complete system. 73 Installation: Install panels plumb, level and true, in compliance with manufacturer's recommendations . Anchor panels securely in place. 7.6 Guide Specifications: Comply with manufacturer's guide (MANU -SPEC) specifications. 7.7 Warranty: Provide manufacturer 20 year finish warranty. 7.8 Tolerances: 'Maximum deviation from horizontal and vertical alignment of installed panels 1/4 inch in 20 feet maximum, noncumulative. ALUMINUM SOFFIT PANELS 7.0 Soffit Panels: Diamond Manufacturing Company. Perforated aluminum, type 3003, 18 gauge panels, straight centers pattern - 0.1875 inch sgpare holes x 0.50 inch spacing. Panel sizes as shown on drawings. 7.1 Perimeter Trim: Aluminum, 20 gauge, 1 -1/2 inch width pieces, provide in maximum possible lengths. 7.2 Attachment System: Provide stainless steel fasteners of appropriate size for attachment to metal ceiling framing. Fasteners to be round head socket top type, spacing in uniform pattern at maximum 6 inches o.c. at panel edges. 7.3 Finish: Factory finish. Clear Anodized. 7.4 Fabric Screen: Lightweight nonwoven fabric. Color: Black. Manufacturer: US Fabrics or copal. 7.5 Fabrication and Installation: Cut panels and trim as rewired to fit soffit condition. Panel layout, shapes and sizes are shown on drawings. Erection tolerances: maximum 1/4 inch out of position. SHEET METAL GUTTERS, DOWNSPOUTS, FLASHING AND TRIM 7.0 Sheet Metal Flashing and Trim: Minimum 24 gauge thickness, galvanized steel. 7.1 Aluminum Flashing and Trim: Minimum 24 gauge (0.040 inch) thickness, aluminum. 7.2 Flashing System: Fry Reglet - Springlok Flashing System, minimum 24 gauge thickness, aluminum, reglet and springlock flashing. Provide factory fabricated corners and accessories for complete installation. Metal Siding Walls: type ST- stucco. 7.3 Downspout: Swore tube, 3x3 inch, type 6063 -T52, extruded aluminum, 0.125 thickness. 7.4 Downspout Hanger: 2 inch wide, smooth, aluminum, minimum 14 gauge thickness. Design as shown in SMACNA figure 1 -351-1. 7.5 Gutters: Minimum 24 gauge (0.040 inch) thickness, aluminum. Size and profile as shown on drawings. Design and installation to comply with SMACNA chapter 1. 7.6 Fasteners: Stainless steel screws with soft neoprene washers. Aluminum or stainless steel rivets. 7.7 Fabrication and Installation: Comply with SMACNA manual. Fabricate and seal metal joints watertight. Allow for expansion joints. Secure fleshings using concealed fasteners and cleats. Use exposed fasteners only where shown on drawings. 7.8 Aluminum Finish: Factory finish. Clear Anodized. Color and finish to match aluminum panels, as specified in ALUMINUM PANELS. 7.9 Sheet Metal Finish: Factory finish. Color and finish to match metal siding, as specified in VERTICAL METAL SIDING. G H DIVISION q - FINISHES J I K JOINT SEALANTS 7.0 Sealants: Type 1 (Single Component Urethane): Pecora Dynatrol I -XL, Sonneborn Sonolastic NP -I, Tremco Dymonic. Type 2 (Acrylic Latex): Pecora AC20 + Silicone, Sonneborn Sonolac, Tremco Trerrrflex 034. Type 3 (Butyl): Tremco Butyl Sealant. Type 4 (Epoxy Urethane): Tremco Dymeric. Type 5 (Self - Leveling Urethane): Sonolastic SL2, Pecora Urexpan NR -200, Tremco Tl-IC 900. Type 6 (Paintable Urethane Acrylic): 051 Pro Series 1-12U Acrylic Urethane. Type 7 (Single Component Silicone): Pecora 890 Silicone, Tremco Spectrem 3. Type 8 (Mildew - Resistant Silicone Sealant): Sonneborn OrnniPlus, Tremco Tremsil 200, Dow Corning 790/791. 7.1 Accessories: Provide joint cleaners joint primer /sealer, band break tape, back -up material (polyethylene foam rod) as recommended by sealant manufacturer. 7.2 Schedule: Exterior joints in metal - type 7. Exterior joints in siding - type 6. Miscellaneous exterior joints - type I. 7.3 Warranty: Provide 5 year warranty. Include coverage for installed sealants and accessories which fail to achieve water tight seal and exhibit loss of adhesion or cohesion, or do not cure. REFERENCES Refer to Latest Editions; MPI - Master Painters Institute (MPI) Architectural Painting Specification Manual NWWCB - Northwest Wall and Ceiling Bureau Manual PCA - Portland Cement Association - Plaster (Stucco) Manual SSMA - Steel Stud Manufacturers Association (SSMA) Product Technical Information Manual METAL FRAMING SYSTEMS 9.0 Quality Assurance: Perform work in accordance with GA 203, ASTM C754 and SSMA standards. 9.1 Manufacturers: Steeler Inc. or Scafco Corporation. 9.2 Stud Framing (non -load bearing): Studs, runners, furring and bracing - ASTM A653, galvanized hot rolled steel, channel shaped, width as noted on drawings. Minimum 25 gauge at non -load bearing walls, unless noted otherwise. Maximum deflection of 1/240. 93 Joist Framing (non -load bearing): ASTM A653, galvanized hot rolled steel, minimum I -1/4 inch charnel shaped, minimum 20 gauge, maximum deflection of 1/240. 9.4 Sheet Metal Backing: 20 gauge galvanized steel for wall and ceiling mounted items. 9.5 Fasteners: GA 203. Self - drilling, self - tapping screws. 9.6 Load - Bearing Stud and Joist Framing: Refer to Structural General Notes on Structural Drawings. Studs for attachment of aluminum panel and metal siding systems: Minimum 18 gauge. Joists for attachment of aluminum soffit panel system: Minimum 18 gauge. 9.7 Erection: Double stud at wall openings, door and window jambs. Fabricate corners using a minimum of three studs. Stud splicing not permissible. Brace stud frame system rigid. 9.8 Coordination and Installation: Coordinate erection of joists with reqpirements of soffit panel system. Coordinate alignment of joists with panel reveals, trim end attachment system locations. 9.9 Tolerances: Install member to provide surface plane with maximum variation of 1/8 inch in 10 feet in any direction. PORTLAND CEMENT PLASTER (STUCCO) 9.0 Scope of Work: Limited to patching of exterior surfaces affected by selective demolition, removal of surface mounted items and installation of new adjacent finishes or metal flashings. Patch surfaces to match existing exterior wall finish. 1.1 Quality Assurance: Perform work in accordance with NWWCB and PCA standards. 9.2 Environmental Conditions: Comply with referenced standards. Do not use frozen materials in cement plaster mix. Do not apply cement plaster to frozen surfaces or surfaces containing frost. Do not apply cement plaster when ambient temperature is less than 35 degrees F. Acrylic finish the ambient temperature shall be 40 degrees F or greater and rising at the time of installation and remain so for at least 24 hours thereafter. Protect surfaces, particularly acrylic finished surfaces from rain, frost, fog or other moisture during installation and the curing/setting period. 93 Metal Finishes: Hot- dipped galvanized finish, ASTM A525 Gq0 for 18 gauge and lighter formed metal products. Provide zinc alloy plastering accessories for exterior work. 9.4 Metal Lathing Materials: Self- furring diamond mesh lath, 3.4 lbs per sal, yd. standard mesh sheet with 1/4 inch deformations. 9.5 Building Paper: FS- UU- B -790A, grade D asphalt saturated Kraft paper (60 minute) water vapor permeable. Provide two layers at non- vertical surfaces. 9.6 Corner Reinforcement: Special stucco -type woven galvanized wire corner reinforcing strips. 9.7 Fasteners: Galvanized steel of type end length suitable for adewate penetration of the substrate structure. Line wire, 18 gauge raft annealed steel wire. 9.8 Portland Cement Plaster Materials: Base -Coat Cement, Portland cement, ASTM CI50, Type I or 11. Base -Coat Lirne, special finishing hydrated lime, Type 5, ASTM C206. Base -Coat Aggregate, said, clean, suitable for cement plaster. Base -Coat Fiber, Nycon Inc. Con -Trol, a 1/2 inch 100% pure virgin nylon -6 f ilamentized fiber bundles. 9.9 Synthetic Plaster Finish: Finish -Coat, factory mixed, 100% pure acrylic base with elastomeric binder, integral color and texture. Dryvit 'Weatherlastic'. Provide 'Sandblast" texture. Sealer/Priimer, Dryvit 'Color Prime' water based pigmented acrylic primer. Color coordinated with the acrylic based finish. 9.10 Reveals old Moldings: Fry Reglets and moldings from 6063 T5 aluminum alloy. Provide in full 10 ft lengths complete with manufacturer's connector clip at rewired splices and all factory intersections and outside corners. Provide in clear anodized finish. Reveals - channel screed PCS- 75 -I00. Install corner molding (Fry PCM- 75 -75) at all outside corners. Terminate plaster work with J- moldings. 9.11 Nominal Plaster Thickness: Base coat = 1/2 inch. Second coat = 1/4 inch. Color prime coat. Acrylic finish coat. 9.12 Installation: Mechanically mix plaster materials at the project site. Provide three -coat plaster installation. Exterior Plaster - scratch coat, brown coat and two -step synthetic plaster finish. Cure Portland cement plaster by maintaining each coat in a moist condition for two days following application, keep enclosed and fog -spray as rewired to prevent dry-out. Cure base coat 7 to 14 days before applying finish coat. Color prime shall be applied to the brown coat at least four hours prior to application of the acrylic finish coat. Synthetic plaster coat shall be applied continuously and in one operation to the entire wall surface or panel area. 4 113 Tolerances: For flat surfaces, do not exceed a variation of 1/8 inch in 8 feet maximum in my direction for bow or warp of surface and for plumb or level. Set reveals, moldings and accessories plumb, level and true to line, with a tolerance of 1/8 inch in 8 feet maximum. PAINTS AND COATINGS 9.0 Quality Assurance: Primer {and 2 coats. Prime per manufacturer's recamrnendation. All work and materials shall be Premium grade in accordance with MPI standards. 9.1 Materials Not to be Finished: Metals as listed; brass, copper, bronze, plated metals, stainless steel. Glass; Finish hardware; Plastic laminate surfacing. 9.2 Exterior Systems: Asphalt Surfaces (Traffic Markings, Test Track Stripes): EXT 2.IA Latex Zone / Traffic Marking. Vertical Concrete (walls, curbs): EXT 3.1G Water Repellent Horizontal Concrete (sidewalks, paving, curbs): EXT 3.2H Sealer, Clear, W.B. Structural Steel and Metal Fabrications (exposed components): EXT 5.1D Alkyd G5 semi -gloss finish. Galvanized Metal (canopy components, miscellaneous steel): EXT 5.30 Polyurethane G5 semi -gloss finish. Aluminum (not anodized) (miscellaneous flashing): EXT 5.4A Alkyd G5 semi -gloss finish. Stucco (walls and soffits): EXT q.IC Elastomeric. 9.3 Preparation: Prepare surfaces as specified in accordance with MPI standards. 9.4 Application: Perform the work in accordance with MPI standards and manufacturer's instructions. J RECEIVED CITY OF TUKWILA AUG 1 3 2007 PEHMIT GEN 1 ER 2 3 4 5 6 Helix d�sig n g ro AMERICAN INSTITUTE OF ARCHITECTS HELIX DESIGN GROUP INC Osmart SPECIFICATIONS 7 DETAILS SMART CAR 8 SEATTLE ENTRY PORTAL TUKWILA, WA REVISION DATE DATE JOB NO. 08.13.07 aO7 -006 PERMIT SET '0 G020 DRAWING NO. 410 r � ©HELIX DESIGN GROUP: ALL RIGHTS RESERVED. No port of this document may he reproduced in any form or by any means without permission in writing from Helix Design Group EXTERIOR FINISH SCHEDULE SYMBOL MATERIAL FINISH COLOR / PATTERN / TYPE EXTERIOR SIGNAGE - F.I.O. COORDINATE WITH OWNER. PROVIDE J -BOX @ INSIDE FACE OF WALL FOR ILLUMINATED SIGN. COORDINATE J -BOX LOCATION WITH SIGNAGE. l- IORIZONTAL CONCRETE CLEAR SEALER ALUMINUM PANELS AL -1 FACTORY FINISH (PAINT) ALUMINUM PANELS AL -2 FACTORY FINISH (CLEAR ANODIZED) VERTICAL METAL SIDING STL -I FACTORY FINISH (PAINT) ALUMINUM SOFFIT PANELS AL-2 FACTORY FINISH (CLEAR ANODIZED) STEEL CANOPY MEMBERS PAINT ALUMINUM FLASHING AND TRIM AL -I FACTORY FINISH (PAINT) ALUMINUM FLASHING AND TRIM AL -2 FACTORY FINISH (CLEAR ANODIZED) SHEET METAL FLASHING AND TRIM STL -2 FACTORY FINISH (PAINT) ALUMINUM GUTTER AND DOWNSPOUT AL -2 FACTORY FINISH (CLEAR ANODIZED) METAL ROOFING STL -I FACTORY FINISH (PAINT) STUCCO PAINT VERTICAL METAL SIDING AEP SPAN I. REFER TO COLORS AND MATERIALS SCHEDULE FOR COLORS AND FINISHES. DIVISION 7 - THERMAL AND MOISTURE PROTECTION SYMBOL MATERIAL MANUFACTURER COLOR / PATTERN / TYPE EXTERIOR SIGNAGE - F.I.O. COORDINATE WITH OWNER. PROVIDE J -BOX @ INSIDE FACE OF WALL FOR ILLUMINATED SIGN. COORDINATE J -BOX LOCATION WITH SIGNAGE. A ® T.O.F. Ding floor I 1 I 1 � 1 1 AL-1 ALUMINUM PANELS ALPOLIC BLACK - 3MM4BLX8 AL -I arm IMMO FLASHING - MATCH ALUMINUM PANELS AL -I COLOR AL -2 ALUMINUM PANELS ALPOLIC CLEAR ANODIZED AL -2 ALUMINUM TRIM MD FLASHING - CLEAR ANODIZED AL -2 ALUMINUM SOFFIT PANELS DIAMOND MANUFACTURING CO CLEAR ANODIZED STL -I VERTICAL METAL SIDING AEP SPAN COOL ZACTIQUE II STL -I METAL ROOFING AEP SPAN COOL ZACTIQUE II STL -2 METAL GUTTER AND FLASHING - MATCH COLOR PT -2 DIVISION q - FINISHES SYMBOL MATERIAL MANUFACTURER COLOR / PATTERN / TYPE EXTERIOR SIGNAGE - F.I.O. COORDINATE WITH OWNER. PROVIDE J -BOX @ INSIDE FACE OF WALL FOR ILLUMINATED SIGN. COORDINATE J -BOX LOCATION WITH SIGNAGE. A ® T.O.F. Ding floor I 1 I 1 � 1 1 EXTERIOR MATERIALS FINISH PER SCHEDULE ALUMINUM PANELS (I) MEMBRANE FLASHING (SELF - ADHESIVE TYPE) EXTERIOR PLYWOOD SHEATHING METAL STUDS * EXTERIOR PLYWOOD SHEATHING MEMBRANE FLASHING (SELF- ADHESIVE TYPE) ROSIN PAPER VERTICAL METAL SIDING (I) FINISH PER SCHEDULE * MINIMUM 18 GAUGE STUDS ROOFS PT -I PAINT - MATCH ALUMINUM PANELS AL -I COLOR PT -2 PAINT PPG INDUSTRIES WEATHER ZING -- 145VLA58016P PT -3 PAINT - MATCH STUCCO COLOR PT -4 PAINT - TBD - STUCCO DRYVIT SYSTEMS LICORICE 4715 / SANDBLAST FINISH EXTERIOR FINISH LEGEND at W ASSEMBLY 1. < tn, O- '� E = —I _ E 0Z Q SYMBOL DESCRIPTION I SYMBOL AND TEXT EXTERIOR FINISH ASSEMBLY exterior finish assembly type and designation W = exterior wall (4) R - roof 4 5 = exterior soffit Cie ELEVATION NOTES at W ASSEMBLY 1. < tn, O- '� E = —I _ E 0Z Q SYMBOL NOTE E01 EXTERIOR SIGNAGE - F.I.O. COORDINATE WITH OWNER. PROVIDE J -BOX @ INSIDE FACE OF WALL FOR ILLUMINATED SIGN. COORDINATE J -BOX LOCATION WITH SIGNAGE. EXTERIOR ELEVATION LEGEND at W ASSEMBLY 1. < tn, O- '� E = —I _ E 0Z Q DESCRIPTION 1 SYMBOL AND TEXT GRID LINE DESIGNATION C.0.5. = tenter of F.O.S. = face of structure ELEVATION surface type designation T.O.B. = top of T.O.F. = top of F.G. = finish grade structure cri D EL. 0.00 A ® T.O.F. Ding floor WALLS at W ASSEMBLY 1. < tn, O- '� E = —I _ E 0Z Q " I I 1 I :: ;; 1 1 i 1 MATERIALS FINISH PER SCHEDULE ALUMINUM PANELS (I) MEMBRANE FLASHING (SELF - ADHESIVE TYPE) EXTERIOR PLYWOOD SHEATHING METAL STUDS * MINIMUM 18 GAUGE STUDS Oft —I Q W di t 0 - CL E § =M � 0 t� ASSEMBLY I 1 I 1 � 1 1 MATERIALS FINISH PER SCHEDULE ALUMINUM PANELS (I) MEMBRANE FLASHING (SELF - ADHESIVE TYPE) EXTERIOR PLYWOOD SHEATHING METAL STUDS * EXTERIOR PLYWOOD SHEATHING MEMBRANE FLASHING (SELF- ADHESIVE TYPE) ROSIN PAPER VERTICAL METAL SIDING (I) FINISH PER SCHEDULE * MINIMUM 18 GAUGE STUDS ROOFS / W I WI ASSEMBLY MATERIALS FINISH PER SCHEDULE METAL ROOFING STRUCTURAL STEEL MEMBERS Cl- u u1 u-L METAL CEILING JOISTS (MAX 24" O.C.) * FABRIC SCREEN ALUMINUM SOFFIT PANELS FINISH PER SCHEDULE * ALIGN FRAMING WITH PANEL EDGES FOR ATTACHMENT OF TRIM GENERAL NOTES I. MATERIAL FOOTNOTES: ( #) (I) FASTENED TO PLYWOOD SHEATHING 2. REFER TO SPECIFICATIONS SECTION "WATER RESISTANT BUILDING BARRIER" FOR WALL AND OPENING FLASHING REQUIREMENTS. 1 2 3 4 6 7 0 9 8 A MATERIALS LEGEND MATERIAL I PATTERN ALUMINUM PANELS see schedule for color and finish STUCCO see schedule for color and finish VERTICAL METAL SIDING see schedule for color and finish EXTERIOR FINISH ASSEMBLY A B B COLORS AND MATERIALS SCHEDULE DIVISION 3 - CONCRETE SYMBOL CONC -I MATERIAL CONCRETE MANUFACTURER COLOR / PATTERN / TYPE BROOM FINISH DIVISION 5 - METALS SYMBOL MATERIAL CANOPY STEEL MANUFACTURER COLOR / PATTERN / TYPE PT -2 SCALE: 3/4 " =I' -0" DOWNSPOUT BRACKETS ALUMINUM DOWNSPOUT 3 /4 EDGES ALL SIDES WALL SECTION 4 m R J,,,.,I _-�- -1 I L.. J d E E a t a 0 t 70 a : n cN WS- 0I.DWG SCALE: I/4" = 1' -0" SCALE: I /4" = 1' -0" ROOF PLAN SCALE: I/4" =1' -0" F SIDE ELEVATION EXISTING PARAPET WALL f BUILDING SECTION G G 1 BE- QI.DWG BS- 01.DWG RP- 01.DWG H .e FRONT ELEVATION SCALE: I/4" = 1' -0" 3' -0" FLOOR PLAN SCALE: 1/4"4-0" EQ. J 18' -0" 12' -0" J EQ. SIGNAGE BY OTI-IERS 2' 8' K ALUMINUM SOFFIT PANELS BE- QI.DWG •w--?70 '' REFLECTED CEILING PLAN to SCALE: 1/4" = I' -0" RCP- OI.DWG 7 ENTRY PORTA SEP 1 'all CEtV Of Tukvsit BURDINaPYISI 1-. FACE OF RECEIVED WALL ABOVE CITY OF TUKNILA AUG 1 3 2007 EXISTING BUILDING WALLS PEI MIT CEIN I ER IC FP- 0I.DWG 4 5 1E21 ■�J Helix d�s grou AMERICAN INSTITUTE OF ARCHITECTS DRAWING NO. HELIX DESIGN GROUP INC SMART CAR 8 SEATTLE ENTRY PORTAL TUKWILA, WA 10 A800 Osmart REVISION DATE DATE JOB NO. 08.13.07 a07 -006 PERMIT SET © HELIX DESIGN GROUP: ALL RIGHTS RESERVED. No part of this document may be reproduced in any form or by any means without permission in writing from Helix Design Group WALL SURFACES AND ROOF OVERHANGS 1 EFFECTIVE WIND AREA POSITIVE PRESSURE (PSF) NEGATIVE PRESSURE (PSF) ROOF OVERHANGS (PSF) ZONE 2 4 5 4 5 4 5 10 SF 28.1 28.1 -30.5 -37.6 -21.0 -34.9 20 SF 14.3 14.3 -15.5 -18.6 -27.9 -42.2 50 SF 13.3 13.3 -14.6 -16.9 -27.9 -36.2 100 SF 12.8 12.8 -14.0 -15.5 -27.9 -31.7 500 SF 11.2 11.2 -12.4 -12.4 - - ITEM DESIGN fc (PSI) MAX. W/C RATIO MIN. FLYASH (PCY) MAX. AGGREGATE SIZE (IN) NOTES MIN. CEMENTITOUS (1) MATERIAL (SACKS /YARD) FOOTINGS 3000 © 28 DAYS 0.50 -- 3/4 5 AREA DESIGN DEAD LOAD LIVE LOAD ROOF 15 PSF 25 PSF 0 0 1 a) In m E 0 N) 0 N 0 0 1 0 0 0 E w N 7 N 0 N 0 0 N 1 2 3 4 5 N 0 ▪ 8 1 0 0 9 WIND: A WALL SHT'G PER SECTION 1b CONTRACT DRAWINGS / DIMENSIONS DESIGN CRITERIA VERTICAL LOADS A FOUNDATION PLAN 1/4" =1' -0" METAL ROOFING PER ARCH. 14' -7 CHANNEL LEDGER PER PLAN CHANNEL PURLIN PER PLAN VARIES TYPICAL SECTION AT PURLIN CONNECTION B CHANNEL TO 3/16 V \CHANNEL TYP. O m CONSTRUCTION OBSERVATION BY THE STRUCTURAL ENGINEER IS FOR GENERAL CONFORMANCE WITH 7 DESIGN ASPECTS ONLY AND IS NOT INTENDED IN ANY WAY TO REVIEW THE CONTRACTOR'S CONSTRUCTION PROCEDURES. STANDARDS ALL METHODS, MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE 2006 INTERNATIONAL BUILDING CODE (IBC) AS AMENDED AND ADOPTED BY THE LOCAL BUILDING OFFICIAL OR APPLICABLE JURISDICTION. GENERAL NOTES THESE GENERAL NOTES ARE TO BE USED AS A SUPPLEMENT TO THE SPECIFICATIONS. ANY DISCREPANCIES FOUND AMONG THE DRAWINGS, THE SPECIFICATIONS, THESE GENERAL NOTES AND THE SITE CONDITIONS SHALL BE REPORTED TO THE ARCHITECT, WHO SHALL CORRECT SUCH DISCREPANCY 6 IN WRITING. ANY WORK DONE BY THE GENERAL CONTRACTOR AFTER DISCOVERY OF SUCH DISCREPANCY SHALL BE DONE AT THE GENERAL CONTRACTOR'S RISK. THE GENERAL CONTRACTOR SHALL VERIFY AND COORDINATE DIMENSIONS AMONG ALL DRAWINGS PRIOR TO PROCEEDING WITH ANY WORK OR FABRICATION. THE STRUCTURE HAS BEEN DESIGNED TO RESIST CODE REQUIRED VERTICAL AND LATERAL FORCES AFTER THE CONSTRUCTION OF ALL STRUCTURAL ELEMENTS HAS BEEN COMPLETED. STABILITY OF THE STRUCTURE PRIOR TO COMPLETION IS THE SOLE RESPONSIBILITY OF THE GENERAL CONTRACTOR. THIS RESPONSIBILITY INCLUDES BUT IS NOT LIMITED TO JOB SITE SAFETY; ERECTION MEANS, METHODS, AND SEQUENCES; TEMPORARY SHORING, FORMWORK, AND BRACING; USE OF EQUIPMENT AND CONSTRUCTION PROCEDURES. PROVIDE ADEQUATE RESISTANCE TO LOADS ON THE STRUCTURES DURING CONSTRUCTION PER SEI /ASCE STANDARD NO. 37 -02 "DESIGN LOADS ON STRUCTURES DURING CONSTRUCTION." ARCHITECTURAL DRAWINGS ARE THE PRIME CONTRACT DRAWINGS. CONSULTANT DRAWINGS BY OTHER DISCIPLINES ARE SUPPLEMENTARY TO ARCHITECTURAL DRAWINGS. REPORT DIMENSIONAL OMISSIONS OR DISCREPANCIES BETWEEN ARCHITECTURAL DRAWINGS AND STRUCTURAL, MECHANICAL, ELECTRICAL OR CIVIL DRAWINGS TO ARCHITECT PRIOR TO PROCEEDING WITH WORK. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL DRAWINGS. PRIMARY STRUCTURAL ELEMENTS ARE DIMENSIONED ON STRUCTURAL PLANS AND DETAILS AND OVERALL LAYOUT OF STRUCTURAL PORTION OF WORK. SOME SECONDARY ELEMENTS ARE NOT DIMENSIONED SUCH AS, WALL CONFIGURATIONS. INCLUDING EXACT DOOR AND WINDOW LOCATIONS, ALCOVES, SLAB SLOPES AND DEPRESSIONS, CURBS, ETC. VERTICAL DIMENSIONAL CONTROL IS DEFINED BY ARCHITECTURAL WALL SECTIONS AND BUILDING SECTIONS. STRUCTURAL DETAILS SHOW DIMENSIONAL RELATIONSHIPS TO CONTROL DIMENSIONS DEFINED BY ARCHITECTURAL DRAWINGS. DETAILING AND SHOP DRAWING PRODUCTION FOR STRUCTURAL ELEMENTS WILL REQUIRE DIMENSIONAL INFORMATION CONTAINED IN BOTH ARCHITECTURAL AND STRUCTURAL DRAWINGS. THE BUILDING MEETS THE CRITERIA TO USE THE "METHOD 1 - SIMPLIFIED PROCEDURE" PER ASCE 7 -02. - EXPOSURE CATEGORY = B - BASIC WIND SPEED, Vas = 85 MPH 10 - WIND IMPORTANCE FACTOR, Iw = 1.0 - BUILDING CATEGORY PER TABLE 1604.5 = II - INTERNAL PRESSURE COEFFICIENT (ENCLOSED) = ± 0.18 - COMPONENTS AND CLADDING LOADS (BASED ON EFFECTIVE WIND AREA = 1 DSF) B HSS6x6xI /4 TOP 4 BOT. METAL ROOFING PER ARCH. C H556x6x1 /4 TOP a BOT. D \C6x10.5 \ GUI ILP. \PER ARCH. /\ ■ 6, G6xIO.5 G6xIO.5 sboo) 2" GLR II 06" c9 _ � _, 11 SSSxSxI/ 4 ... HSS GOL. I II TOP If BOT. _ PER PLAN 1 v . - - - -- cn : V' H` 11 SECTION 1 " =1' -0" CHANNEL LEDGER PER PLAN GOLD FORMED STUD FRM'G, SHT'S a ROOFING NOT SHOWN FOR CLARITY TYPICAL SECTION AT HSS VERTICAL c ROOF FRAMING PLAN 1 5800 SEISMIC: (ASCE 7-05) V = CsW WHERE Cs = SDS ; WITH (e} Cs MINIMUM = 0.01 OR 0.551 Cs MINIMUM - FOR Si > 0.6g Ie SD1 Cs MAXIMUM = (e)T FOR T < TL OR SD1TL Cs MAXIMUM = T2 ( R Ie FOR T > TL ) SEISMIC IMPORTANCE FACTOR, Ie = 1.0 OCCUPANCY CATAGORY PER TABLE 1 -1 = II SPECTRAL RESPONSE ACCELERATIONS Ss = 1.42 Si = 0.486 SITE CLASS PER TABLE 20.3 -1 = D SPECTRAL RESPONSE COEFFICIENTS SDS = 0.947 & SD1 = 0.49 SEISMIC DESIGN CATEGORY = D W = DEAD LOAD OF BUILDING = 2.63k ANALYSIS PROCEDURE USED = EQUIVALENT LATERAL FORCE ANALYSIS RESPONSE MODIFICATION FACTOR PER TABLE 12.2 -1, R = 2.5 Cs = 0.379 DESIGN BASE SHEAR V = 1.00k D 9 • E FOG (2) #3 TIES El AT TOP 1. NET WIND PRESSURES AT ROOF SURFACES = VALUE FROM TABLE ABOVE -2/3 DEAD LOAD. 2. ZONES ARE AS DEFINED BY FIGURE 6 -3 IN ASCE 7-05. CL COL. (12) #5 DOWELS - (1) EA. CORNER (2) EA. FACE GOL. PER PLAN FOUNDATION DESIGN CRITERIA SOIL BEARING PRESSURE: 1500 PSF (ASSUMED)* PASSIVE RESISTANCE: 200 PCF (INCLUDES F.O.S. ? 1.5) (ASSUMED) COEFFICIENT OF FRICTION: .35 (INCLUDES F.O.S. ? 1.5) (ASSUMED) *1/3 INCREASE ALLOWED FOR SEISMIC OR WIND LOADING ALL FOOTINGS SHALL BEAR ON FIRM, UNDISTURBED EARTH OR "STRUCTURAL BACKFILL". NATIVE EARTH BEARING SHALL BE SURFACE COMPACTED. AREAS OVER - EXCAVATED SHALL BE BACKFILLED WITH LEAN CONCRETE (F'c =2000 PSI) OR "STRUCTURAL BACKFILL". AREAS DESIGNATED "STRUCTURAL BACKFILL" SHALL BE FILLED WITH APPROVED WELL - GRADED BANKRUN MATERIAL. MAXIMUM SIZE OF ROCK 4 ". FROZEN SOIL, ORGANIC MATERIAL AND DELETERIOUS MATTER NOT ALLOWED. COMPACT TO AT LEAST 95% OF ITS MAXIMUM DENSITY AS DETERMINED BY ASTM D -1557. CONTRACTOR SHALL EXERCISE EXTREME CARE DURING EXCAVATION TO AVOID DAMAGE TO BURIED LINES, TANKS, AND OTHER CONCEALED ITEMS. UPON DISCOVERY, DO NOT PROCEED WITH WORK UNTIL RECEIVING WRITTEN INSTRUCTIONS FROM ARCHITECT. A COMPETENT REPRESENTATIVE OF THE OWNER SHALL INSPECT ALL FOOTING EXCAVATIONS FOR SUITABILITY OF BEARING SURFACES PRIOR TO PLACEMENT OF REINFORCING STEEL. PROVIDE DRAINAGE AND DEWATERING AROUND ALL WORK TO AVOID WATER- SOFTENED FOOTINGS. PILE SHALL CONFORM TO THE REQUIREMENTS OF IBC SECTIONS 1808 & 1810. E cy fE 1/2" I^1/ (4) 5 /8 "D A.B. IN 7" MIN. EMBED F05 I' -4" ck G L WOOD SHT'S r 2' -012" F05 (3) #5 EA. WAY 3' -lye" 4' -Q" = 1r -0rr F SECTION CHANNEL PER PLAN METAL ROOFING PER ARCH. 2" CHANNEL PURLIN CLR PER PLAN GOLD FORMED STEEL STUD 5 /S "'D A.B. - (2) EA. FACE 3/4" NON - SHRINK GROUT 3/4" CHAMFER 3 z 5800 2 GLR G 1 7V1 DETAIL DBL. CHANNEL PER PLAN CHANNEL TO CHANNEL TYP 3/I6 CHANNEL PER PLAN 3/4" NON - SHRINK GROUT UNDER BASE it HSS GOL. PER PLAN (E) NALL 1"=1 (E) FRAMED WALLS PLAN DETAIL 1' CONCRETE MIX DESIGNS: THE CONTRACTOR SHALL DESIGN CONCRETE MIXES THAT, MEET OR EXCEED THE REQUIREMENTS OF THE CONCRETE MIX TABLE. THE MIX DESIGNS SHALL FACILITATE ANTICIPATED PLACEMENT METHODS, WEATHER, REBAR CONGESTION, ARCHITECTURAL FINISHES, CONSTRUCTION SEQUENCING, STRUCTURAL DETAILS, AND ALL OTHER FACTORS REQUIRED TO PROVIDE A STRUCTURALLY SOUND, AESTHETICALLY ACCEPTABLE FINISHED PRODUCT. WATER REDUCING ADMIXTURES WILL LIKELY BE REQUIRED TO MEET THESE REQUIREMENTS. CONCRETE MIX DESIGNS SHALL CLEARLY INDICATE THE TARGET SLUMP. SLUMP TOLERANCE SHALL BE ± 1 -1/2 INCHES. AGGREGATE: COARSE AND FINE AGGREGATE SHALL CONFORM TO ASTM C -33 CEMENT: CEMENT SHALL CONFORM TO ASTM -150, TYPE II PORTLAND CEMENT, UNLESS NOTED OTHERWISE. -�I ROOFING NOT SHOWN FOR CLARITY FLYASH: SHALL CONFORM TO ASTM C618 CLASS C OR F, MAXIMUM LOSS OF IGNITION SHALL BE 1.0 %. SLAG: GROUND GRANULATED BLAST - FURNACE (GGBF) SLAG SHALL CONFORM TO ASTM C989 GRADE 100 OR 120. ALTERNATE MIX DESIGNS: VARIATIONS TO THE MIX DESIGN PROPORTIONS MAY BE ACCEPTED IF SUBSTANTIATED IN ACCORDANCE WITH ACI -318, CHAPTER 5. PROVIDE SUBMITTALS A MINIMUM OF TWO WEEKS PRIOR TO BID FOR DETERMINATION OF ACCEPTABILITY. ADMIXTURES: ADMIXTURES SHALL BE BY MASTER BUILDERS, W.R. GRACE, OR PRE - APPROVED EQUAL. ALL MANUFACTURERS RECOMMENDATIONS SHALL BE FOLLOWED. WATER: SHALL BE CLEAN AND POTABLE. MAXIMUM CHLORIDE CONTENT: THE MAXIMUM WATER SOLUBLE CHLORIDE CONTENT SHALL NOT EXCEED 0.15% BY WEIGHT OF CEMENTITIOUS MATERIAL UNLESS NOTED OTHERWISE. CONCRETE EXPOSED TO WEATHER: PROVIDE 5.0% TOTAL AIR CONTENT FOR ALL CONCRETE EXPOSED TO WEATHER. TOTAL AIR CONTENT IS THE SUM OF ENTRAINED AIR PROVIDED BY ADMIXTURES AND NATURALLY OCCURRING ENTRAPPED AIR. AIR CONTENT SHALL BE TESTED PRIOR TO BEING PLACED IN THE PUMP HOPPER OR BUCKET; IT IS NOT REQUIRED TO BE TESTED AT THE DISCHARGE END OF THE PUMP HOSE. THE TOLERANCE ON ENTRAPPED AIR SHALL BE +2.0% AND -1.5% WITH THE AVERAGE OF ALL TESTS NOT LESS THAN THE SPECIFIED AMOUNT. SHOTCRETE: SHALL CONFORM TO IBC SECTION 1914. CONCRETE MIX NOTES: 1. TOTAL CEMENTITOUS MATERIAL IS THE SUM OF ALL CEMENT PLUS FLYASH. 2. AT THE CONTRACTORS OPTION FLYASH MAY BE SUBSTITUTED FOR CEMENT BUT SHALL NOT EXCEED 25% BY WEIGHT OF TOTAL CEMENTITIOUS MATERIAL, EXCEPT AS NOTED ABOVE. 3. MAXIMUM WATER CONTENT 240 PCY. GROUT NON - SHRINK GROUT: MASTER BUILDERS "MASTERFLOW 555" OR PRE - APPROVED EQUAL. GROUT SHALL CONFORM TO CRD -C621 AND ASTM C1107 GRADE B WHEN TESTED AT A FLUID CONSISTENCY PER CRD- C611 -85 FOR 30 MINUTES. GROUT MAY BE PLACED FROM A 25 SECOND FLOW TO A STIFF PACKING CONSISTENCY. FILL OR PACK ENTIRE SPACE UNDER PLATES OR SHAPES. FOLLOW MANUFACTURE'S RECOMMENDATIONS FOR PREPARATION, INSTALLATION, AND CURING. F G FE 1/2" W/ (2) 5 /S "D EPDXY ANCHORS W/ 6" MIN. EMBED 3/16 3/16 3/Ib H 2 -12 2 -12 CHANNEL PER PLAN EPDXY GROUT: HILTI "HY- 150 ", OR SIMPSON "S.E.T.", OR USP STRUCTURAL CONNECTIONS "CIA -GEL 7000 ", OR PRE - APPROVED EQUAL. TWO PART LOW SAG EPDXY. GROUT MAY CONTAIN QUARTZ SAND AGGREGATE AS PROPORTIONED BY THE MANUFACTURER. USE EQUIPMENT WHICH WILL ACCURATELY MIX AND DISPENSE THE COMPONENTS. HOLE SHALL BE DRY AND CLEANED WITH WIRE BRUSH AND PRESSURIZED AIR JUST PRIOR TO INSTALLING GROUT. THE REBAR OR ROD SHALL BE CLEAN AND INSTALLED SLOWLY, AND SHALL BE ROTATED AS IT IS PUSHED INTO THE HOLE. COLD WEATHER GROUTING SHALL BE DONE WITH PROPER GROUT FORMULA. FIRST STAGES OF THE GROUTING OPERATION SHALL BE INSPECTED BY AN AGENT AS RECOMMENDED BY THE OWNER. REINFORCING STEEL REINFORCING STEEL SHALL CONFORM TO ASTM A -615, GRADE 60. DETAIL, FABRICATE AND PLACE PER ACI 315 AND ACI 318. REINFORCING STEEL COVER PROVIDE CONCRETE COVER OVER REINFORCEMENT AS CONCRETE CAST AGAINST EARTH EXPOSED TO WEATHER OR EARTH TIES ON BEAMS AND COLUMNS 1 WALLS AND SLABS NOT EXPOSED TO WEATHER - - -- STRUCTURAL STEEL DETAILING, FABRICATION AND ERECTION WELDING H 3/4" 1 W/ 4t8 SCREWS @ 6" o.G. $11 HSS PER PLAN 600137 -33 @ I6 "O.G. 15/32" SHT'S N/ #S SCREWS AT 4" O.G. AT ALL PANEL EDGES * 12" O.G. AT INTERMEDIATE FRAMING (EDGES BLOCKED) L 43 MIL TRACK N/ 0.145 "d) P.A.F. @ 12" O.G. 12' - 4W JAMB BEYOND - 1 /4 "x6 "xO' -S" 3/I6 ENVELOPE OF (E) WALL COL. PER PLAN J CHANNEL PER PLAN H55 PER PLAN 1 1r = 1 1 It ckBM GOL. PLAN DETAIL J 1 "=1'-0" TYr Ni.�u - ri rkwd *pr gc.errl c.nformae w t1� the ti�4tnHtt� FOLLOWS, y:�T �9„R�� . HttlWittg aae ❑ Dian- struct■r l Pruririwe of the i,i.r.+iiamai Botedies C0de7 3 Q Other: 2 -1/ 3/4 1/2" HSS BEAM PER PLAN V2 u 3/16 1/4 "x5 "x0' -6" W/ (I) 5/8 "4 M.B. q" K STRUCTURAL STEEL: WELD IN ACCORDANCE WITH "STRUCTURAL WELDING CODE" AWS D -1.1. - 600137 --33 CONT. #8 SCREWS TYP. PARAPET BEYOND METAL ROOFING PER ARCH. 12 i SOFFIT BEYOND SEF f ?OF ty Or tukwila 1 1 REVIEWED JurJurisdiction tiva Z �r REI» NiU INC. c.wle R e'k* Cwaa�,ltwgt M AN U AL C BUILDINGS ALLOWABLE STRESS DESIGN AND PLASTIC . 1, DECEMBER 17, 2001 AND THE AISC CODE OF ALL WORKMANSHIP SHALL CONFORM TO THE AISC THE AISC SPECIFICATION FOR STRUCTURAL STEEL DESIGN, JUNE 1, 1989 INCLUDING SUPPLEMENT NO STANDARD PRACTICE, MARCH 2000. STEEL MEMBERS ARE EQUALLY SPACED BETWEEN COLUMNS AND/OR DIMENSION POINTS UNLESS NOTED OTHERWISE. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL ERECTION AIDS AND JOINT PREPARATIONS THAT INCLUDE BUT ARE NOT LIMITED TO, ERECTION ANGLES, LIFT HOLES, AND OTHER AIDES, WELDING PROCEDURES, REQUIRED ROOT OPENINGS, ROOT FACE DIMENSIONS, GROOVE ANGLES, BACKING BARS. WELD EXTENSION TABS, COPES, SURFACE ROUGHNESS VALUES AND TAPERS OF UNEQUAL PARTS. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE COMPLIANCE WITH ALL CURRENT OSHA REQUIREMENTS. HOLES, COPES OR OTHER CUTS OR MODIFICATIONS OF THE STRUCTURAL STEEL MEMBERS SHALL NOT BE MADE IN THE FIELD WITHOUT WRITTEN APPROVAL FROM THE STRUCTURAL ENGINEER. MATERIAL PROPERTIES SHAPES AND PLATES: ASTM A36 (Fy = 36 KSI) TYP. U.N.O.; ASTM A572 (Fy = 50 KSI) WHERE INDICATED STEEL STRUCTURAL TUBING: ASTM A500, GRADE B, (Fy = 46 KSI) MACHINE BOLTS (M.B.): ASTM A307, GRADE A i S E P 1 1 21007 ANCHOR BOLTS (A.B.): ASTM F1554, GRADE 36, CLASS 2A TYPICAL, UNLESS OTHE 16Fll i }TON, INC. ASTM F1554, GRADE 105 WHERE INDICATED. CERTIFICATION: ALL WELDING SHALL BE PERFORMED BY WABO /AWS CERTIFIED WELDERS. WELDE SHALL BE PREQUALIFIED FOR EACH POSITION AND WELD TYPE WHICH THE WELDER WILL BE PERFORMING. K UPI 2 3 4 6 The projert applicant is roaponaihcodas, ie for snwranosnee vrittr .0 applisrble codas, or approval. and permit r.quinsw+nW t4 uwbjoot to . r'pt+ix�w mo lc nod d+ of 1L goverr�ins authority sav This r.ri toes not Mime lb, Malawi end iii ours d Rwotd or the responsibility for • complete dweip in acarxdasae with the lav�j d tdm geraraiq nd M jurisdiction a the te of Wash C* c7 � �3 Helax cl��ign gr AMERICAN INSTITUTE OF ARCHITECTS EXPIRES: 3/8/0/ Osmad Structural Solutions 811 First Avenue, Suite 510 Seattle, Washington 98104 tel: 206.292.5076 950 PacificAvenue, Suite ll00 Tacoma, Washington 98402 tel: 253.3832797 ENTRY PORTAL PLANS, DETAILS it ENERAL NOTES SMART CAR 8 SEATTLE ENTRY PORTAL TUKNILA, NA REVISION DATE 9 DATE .JOB NO. 08.13.07 a07 -006 PERMIT SET 10 5800 0bELIX DESIGN GROUP: ALL RIGHTS RESERVED. NO�Port of this document may be reproduced in any form or by y means without permission in writing from Helix Design Group ABB EVIATION LIST ADD'L ADDITIONAL EXT. EXTERIOR P.P. PARTIAL PENETRATION A.B. ANCHOR BOLT ' FTG FOOTING ' P.S.F. POUNDS PER SQUARE FOOT A.F.F. ABOVE FINISH FLOOR FDN FOUNDATION P5L PARALLAM ALT. ALTERNATE FLR FLOOR PW. PLYWOOD ARCH. ARCHITECTURAL 1 F.5. FAR SIDE ' REINF. REINFORCING AT ' FRMG FRAMING ' REQ'D REQUIRED BM BEAM ' GALV. GALVANIZED ' R.O. ROUGH OPENING 'ERG BEARING GA. SASE /GAUGE 5CHED. SCHEDULE BTWN BETWEEN GL. GLULAM SHT'G SHEATHING BLK'G BLOCKING GR. GRADE 5IM. SIMILAR BOT. BOTTOM GWB GYPSUM WALL BOARD S.O.S. SLAB ON GRADE B.O.F. BOTTOM OF FOOTING HGR HANGER 50. SQUARE BLDG BUILDING HDR HEADER 572 STANDARD B.U. BUILT UP HT HEIGHT 5TL STEEL G.J. CONTROL /CONSTRUCTION JT HORIZ. HORIZONTAL STIFF. STIFFENER G.P. COMPLETE PENETRATION H55 HOLLOW STRUCTURAL SECTION STRUGT. STRUCTURAL CL CENTERLINE INT. INTERIOR T4.6 TONGUE AND GROOVE GLR. CLEARANCE JT JOINT T.O.F. TOP OF FOOTING COL. COLUMN JST JOIST T.05. TOP OF 5l ttL GONG. CONCRETE L ANGLE TRT'D TREATED CONFIG. CONFIGURATION L.L. LIVE LOAD TYP. TYPICAL GMU CONCRETE MASONRY UNIT L.L.H. LONG LEG HORIZONTAL U.N.O. UNLESS NOTED OTHERWISE GONN. CONNECTION ' L.L.Y. LONG LES VERTICAL ' U.T. ULTRASONIC TESTED CONST. CONSTRUCTION LOG. LOCATION VERT. VERTICAL CONT. CONTINUOUS LSL TIMBERSTRAND W.P. WORK POINT GONTR. CONTRACTOR LVL MICROLAM WT WEIGHT GOORD. COORDINATE MAX. MAXIMUM W.W.F. WELDED WIRE FABRIC GTR'D CENTERED M.B. MAGHINE BOLT IN WITH GU. CUBIC MFR MANUFACTURER YD YARD D.L. DEAD LOAD MECH. MECHANICAL DIA. OR DIAMETER MEZZ. MEZZANINE DBL. DOUBLE MIN. MINIMUM D.F. DOUGLAS FIR MISG. MISCELLANEOUS DWG DRAWING N.5. NEAR SIDE DIAL DOWEL NTS NOT TO SGALE EA. EACH Q.C. ON CENTER EL. ELEVATION OPN'6 OPENING ENGR. ENGINEER OPP. OPPOSITE EQ. EQUAL it PLATE (E) EXISTING PAF POWDER ACTUATED FASTENER EXP. EXPANSION PERP. PERPENDICULAR co Er 0 I) N 0 0 1 FINISH: STRUCTURAL STEEL SHALL BE UNPAINTED, UNLESS NOTED OTHERWISE, AND SHALL BE CLEAN 2 OF LOOSE RUST, LOOSE MILL SCALE, OIL, GREASE AND OTHER FOREIGN SUBSTANCES AND SHALL MEET THE REQUIREMENTS OF SSPC —SP1. WHERE STRUCTURAL STEEL IS NOTED TO BE PAINTED, ALL AREAS COMPRISING THE FAYING SURFACES OF BOLTED CONNECTIONS MADE WITH SLIP — CRITICAL TYPE BOLTS (A325SC OR A490SC) SHALL COMPLY WITH THE REQUIREMENTS OF THE RCSC SPECIFICATION. WHERE STRUCTURAL STEEL IS NOTED TO BE GALVANIZED, IT SHALL BE HOT —DIP GALVANIZED IN ACCORDANCE WITH ASTM Al23, A384, AND A385. ALL SURFACES WITHIN TWO INCHES OF ANY FIELD WELD LOCATION SHALL BE FREE OF MATERIALS THAT WOULD PREVENT PROPER WELDING OR PRODUCE OBJECTIONABLE FUMES. FIELD TOUCH —UP OF PRIMED, PAINTED, AND GALVANIZED SURFACES SHALL BE PERFORMED TO REPAIR COATING ABRASIONS, AS WELL AS TO PROTECT ALL AREAS AT CONNECTIONS. 3 THE DESIGN, INSTALLATION AND CONSTRUCTION OF COLD— FORMED CARBON OR LOW—ALLOY STEEL, STRUCTURAL AND NON — STRUCTURAL STEEL FRAMING, SHALL BE IN ACCORDANCE WITH THE STANDARD FOR COLD— FORMED STEEL FRAMING, GENERAL PROVISIONS, AMERICAN IRON AND STEEL INSTITUTE (AISI— GENERAL) AND AISI — NASPEC. ALL 54 MIL AND HEAVIER GALVANIZED MEMBERS SHALL BE FORMED FROM STEEL THAT MEETS THE REQUIREMENTS OF ASTM A-653, QUALITY SQ, GRADE 50, CLASS 1, FY- KSI. ALL 43 MIL AND LIGHTER GALVANIZED MEMBERS SHALL BE FORMED FROM STEEL THAT MEETS THE REQUIREMENTS OF ASTM A -653, QUALITY SQ, GRADE 33, FY =33 KSI. 4 CARPENTRY: WOOD SHEATHING (STRUCTURAL): SHEATHING ON ROOF SURFACES SHALL BE PLYWOOD ONLY. SHEATHING ON WALLS SHALL BE PLYWOOD OR ORIENTED STRAND BOARD (OSB). PLYWOOD SHEATHING SHALL BE 5 —PLY MINIMUM WHERE INDICATED AS 3/4" OR THICKER. WOOD SHEATHING SHALL BE "STRUCTURAL I" CONFORMING TO PS1 -95 AND /OR PS2 -92. ALL PANELS SHALL BEAR THE STAMP OF AN APPROVED GRADING AGENCY. SPAN RATING SHALL BE PROVIDED AS FOLLOWS: ROOF (48/24); WALLS (32/16); ALL WOOD SHEATHED WALLS SHALL BE BLOCKED AT ALL PANEL EDGES UNLESS OTHERWISE NOTED. 5 6 7 O 8 1• 0 0 0 00 N 71 N U) 0 9 0 4 6 1 0 0 L D E • 0 0 0 0 0 A WELDED CONNECTIONS INSPECTION: ALL WELDS FOUND TO BE DEFECTIVE SHALL BE REPAIRED AND REINSPECTED BY THE SAME METHODS ORIGINALLY USED, AND THIS REPAIR AND REINSPECTION SHALL BE PAID FOR BY THE CONTRACTOR. GENERAL REQUIREMENTS EPDXY GROUTED ANCHORS: "ALL— THREAD" — ASTM A36 (FY = 36 KSI) EXPANSION ANCHORS: "KWIKBOLT II" BY HILTI, INC., OR "POWER— BOLT" BY POWERS /RAWL FASTENING, INC., OR PRE — APPROVED EQUAL. EMBED BOLT INTO CONCRETE OR MASONRY 8 BOLT DIAMETERS MINIMUM, UNLESS NOTED OTHERWISE. INSTALL ANCHOR PER MANUFACTURER'S PUBLISHED RECOMMENDATIONS. POWDER ACTUATED FASTENERS: "X—ZF" PINS BY HILT!, INC. OR "8 MM DRIVE PINS" BY POWERS/ RAWL, OR PRE — APPROVED EQUAL. INSTALL PER MANUFACTURERS PUBLISHED INSTALLATION INSTRUCTIONS. COLD — FORMED STEEL FRAMING CONSTRUCTION: COLD — FORMED STEEL FRAMING: COLD — FORMED STEEL FRAMING MEMBERS SHALL MEET THE TYPE, SIZE AND THICKNESS AS INDICATED ON THE STRUCTURAL PLANS AND SPECIFICATIONS, AND SHALL BE MANUFACTURED BY A MEMBER OF THE STEEL STUD MANUFACTURER'S ASSOCIATION (SSMA), OR PRE — APPROVED EQUAL, IN ACCORDANCE WITH SSMA ICC ER- 4943P. SHOP DRAWINGS /SUBMITTALS THE FOLLOWING SHOP DRAWINGS /SUBMITTALS SHALL BE PROVIDED FOR REVIEW AND APPROVAL BY THE STRUCTURAL ENGINEER PRIOR TO FABRICATION OR DELIVERY. 1. CONCRETE MIX DESIGNS 2. REINFORCING STEEL SHOP DRAWINGS 3. STRUCTURAL STEEL 4. LIGHT —GAUGE METAL FRAMING 5. MISCELLANEOUS STEEL A STRUCTURAL ENGR. B B BLDG. DEPT. X X x X X X x X X C c D D E E F F G G H H J J K S __—\ R [ ,„1, . „„, 1 SEP ; E 1 2007 J REID MIDDLETON, INC. cy •LI III FA He1h 2 3 4 5 6 7 cl�s1 n g AMERICAN INSTITUTE OF ARCHITECTS EXPIRES: 3/8/0" 0 smart Structural Solutions 811 First Avenue, Suite 510 Seattle, Washington 98104 tel: 206.292.5076 950 Pacific Avenue, Suite1100 Tacoma, Washington 98402 tel: 2533832797 GENERAL NOTES SMART CAR 8 SEATTLE ENTRY PORTAL TUKWILA, WA 10 REVISION DATE 9 DATE JOB NO. 08.13.07 007 -006 PERMIT SET r Ase r au% 201, d ji5 may ltd �L y�4s zto) © HELIX DESIGN GROUP: ALL RIGHTS RESERVED. No part of this document may he reproduced in ony farm or by ,_, any means without perrnission in writing from Helix Design Group DRAWING NO. S801