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HomeMy WebLinkAboutPermit D07-230 - WASHINGTON MUTUAL - ATM CANOPY AND SECURITY LIGHTING359 STRANDER BL WASHINGTON MUTJJAL ATM Parcel No.: 2623049064 Address: 359 STRANDER BL TUKW Suite No: Tenant: Name: WASHINGTON MUTUAL ATM Address: 359 STRANDER BL , TUKWILA WA City if 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 Owner: Name: REGENCY CENTERS LP Address: C/0 PROPERTY TAX DEPT , PO BOX 790830 78279 Phone: Contact Person: Name: STEPHANIE LAYTON Address: 23272 MILL CREEK DR #220 , LAGUNA HILLS CA 92653 Phone: 949- 581 -9370 Contractor: Name: HAWK BUILDING CONTRACTORS INC Address: PO BOX 2318 , WOODINVILLE, WA 98072 Phone: 425 402 -1818 Contractor License No: HAWKBCI034PM Value of Construction: $15,000.00 Type of Fire Protection: Type of Construction: doc: IBC -10/06 DEVELOPMENT PERMIT * *continued on next page ** Permit Number: D07 -230 Issue Date: 08/23/2007 Permit Expires On: 02/19/2008 Expiration Date: 12/23/2007 DESCRIPTION OF WORK: PROVIDE NEW CANOPY OVER EXISTING DRIVE -UP ATM MACHINE FOR WEATHER PROTECTION AND SECURITY LIGHTING. NO PLUMBING Fees Collected: $523.28 International Building Code Edition: 2003 Occupancy per IBC: D07 -230 Printed: 08 -23 -2007 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N City oTukwila 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 Number: D07 - 230 Issue Date: 08/23/2007 Permit Expires On: 02/19/2008 Fire Loop Hydrant: N Number: 0 Size (Inches): 0 Flood Control Zone: Hauling: N Start Time: End Time: Land Altering: Volumes: Cut 0 c.y. Fill 0 c.y. Landscape Irrigation: Moving Oversize Load: Start Time: End Time: Sanitary Side Sewer: Sewer Main Extension: Private: Public: Storm Drainage: Street Use: Profit: N Non - Profit: N Water Main Extension: Private: Public: Water Meter: N Permit Center Authorized Signature: I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting p ermit doe : n• ! presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction o a ee - • - • , work. I am authorized to sign and obtain this development permit. Signature: G.M.t / Date: $ • Z; -Zoe 7 Print Name: This permit shall become null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. doc: IBC -10/06 US! S AAA /-cc.. ti S. Psc-s i 26- r Date: U ' D07 - 230 Printed: 08 -23 -2007 Parcel No.: 2623049064 Address: Suite No: Tenant: doc: Cond -10/06 swi 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 359 STRANDER BL TUICW WASHINGTON MUTUAL ATM 1: ** *BUILDING DEPARTMENT CONDITIONS * ** PERMIT CONDITIONS Permit Number: Status: Applied Date: Issue Date: D07 -230 ISSUED 06/25/2007 08/23/2007 2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. 3: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431 - 3670). 4: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to start of any construction. These documents shall be maintained and made available until final inspection approval is granted. 5: 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. 6: 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. 7: 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. 8: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 9: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 10: 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. 11: Manufacturers installation instructions shall be available on the job site at the time of inspection. 12: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the Cityof Tukwila Permit Center. 13: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206 - 431 - 3670). 14: 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 D07 -230 Printed: 08 -23 -2007 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. 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 * *continued on next page ** D07 -230 Printed: 08 -23 -2007 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us I hereby certify that I have read these conditions and will comply with them as outlined. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provision of any other work or local laws regulating construction or the performance of work. doc: Cond -10/06 Date: Q 2 � • 2 wa7 D07 -230 Printed: 08 -23 -2007 Site Address: 35 1 S , , ` rut \\ t l V4 Wti Property Owners Name: INAVY10 atiotai Mailing Address: State Tenant Name: GENERAL CONTRACTOR INFORMATION (Contractor Mechanical (pg 4) for Plumbing and Gas Piping (pg I]atu.k l ijL O/ Company Name: CITY OF TUKWIL4 Community Development partment Public Works Department Permit Center 6300 Southcenter Blvd., Suite .100 Tukwila, WA 98188. http://www.cltukwila.wa.us 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 ** Company Name: G 1 eN44, QZrS Mailing Address: 1 40 0 . SA) (" /hrt. $ 605 Contact Person: 10 E -Mail Address: YOOrtif/ Q :\Appliationaorms- Appliationa On Line \3 -2006 - Permit Appliation.doc Revised: 9 -2006 bh Building Pern,�to ") Mechanical Permit Plumbing/Gas Permit No Public Works Permit No Project No: King Co Assessor's Tax No.: 2.10. ' 10(p Suite Number: City New Tenant: Floor: ...Yes Zip CONTACT PERSON — who do we contact when your permit is ready to be issued Name: 5• /01 3 70 Mailing �' �'" / 1 ' Address: i Z I " "t 1 ! Day Telephone: Cirt Z2) � I $ G4 /406-3 g 3 � � IJ� L ■�c�vtQ �i t City State � Tip E -Mail Address: 5411 1W e. �'L� O 1 oe4i) pl a h nl 49,0)4A ' Fax Number: W1579/ 9$ Mailing Address: Zip City Contact Person: Day Telephone: E -Mail Address: Fax Number: Contractor Registration Number: Expiration Date: State ARCHITECT OF RECORD — All plans must be wet stamped by Architect of Record Company Name: 11410VAS JO li y .so AIA Mailing Address: 20 Zo r✓O s - Way F t l i it, a '/ 8 2 City State Zip Contact Person: 5 Qi Day Telephone:"] 14/ 50S -9 / 2-40 E-Mail Address: Fax Number: ENGINEER. OF RECORD - All plans must be ;wet stamped by Engineer of "Recor 0 ei I City State Zip Day Telephone:' 3 ztiZ 2 Y 8' Fax Number: Page 1 of 6 try Valuation of Project (contractor's bid p ): $ 15= /e v Existing Building Valuation: $ Scope of Work (please provide detailed information): i/ec,U cemopy oi'ev efriClur W P ,ta , e Will there be new rack storage? ❑.... Yes Q:Wpplications\Fonns- Applications On Line \ 3-2006 - Permit Application.doc Revised: 9 -2006 bh P'`) Number of Parking Stalls Provided: Standard: If yes, a separate permit and plan submittal will be required. ifOr ADM PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Compact: Handicap: Will there be a change in use? ❑ Yes No If "yes ", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: ❑ Sprinklers ❑ Automatic Fire Alarm X 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 NO — Applicable to all permits in this] lication Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. Building and Mechanical Permit The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNER OR ; THO ' ' D AGENT: Signature: Print Name: 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). Oil Mailing Address:232 72 / - �i1 ' / Cf°tP.¢. - ✓ 224 Date Application Accepted: G o d s —v`7 Q:1Applications\Fonns- Applications On Line.3 -2006 - Permit Application.doc Revised: 9 -2006 bh e: l� Dat M/0 7 Day Telephon : / f3 70 (MA C14- d 1 11 jCity State Zip Date Application Expires: Staff Initials: Page 6 of 6 PLUMBING AND GAS PIPING CONTRACTOR INFORMATION Company Name: Mailing Address: City Day Telephone: Fax Number: Expiration Date: Contact Person: E -Mail Address: Contractor Registration Number: Valuation of Plumbing w ' (contractor's bid price): $ Valuation of Gas Piping wo . (contractor's bid price): $ Scope of Work (please provide . - tailed information): Building Use (per Intl Building Code): Occupancy (per Intl Building Code): Utility Purveyor: Water: Indicate type of plumbing fixtures and/or gas piping ou Fixtu "re Type Bathtub or combination bath/shower Bidet Clothes washer, domestic Dental unit, cuspidor Dishwasher, domestic, with independent drain Building sewer or trailer park sewer Industrial waste pretreatment interceptor, including its trap and vent, except for kitchen type grease interceptors Qt Ware Typ Drinking fountain water cooler (per head Food -waste a der, commercial Floor drat Shower gle head trap Lava water system — per n (inside building) epair or alteration of water piping and/or water treating equipment Q:Wpplications\Forms- Applications On Line\3 -2006 - Permit Application.doe Revised: 9 -2006 bh eing installed and the quantity below: ixtur� Water heate vent Sewer: Wash fountain pe . eceptor, indirect e d/or Repair or alteratt of drainage or vent piping (fit "ixture;T State Gas piping outlets Additional medical gas inlets/outlets — six or more Medical gas piping system serving one to five inlets/outlets for specific gas Zip Page 5 of 6 Parcel No.: 2623049064 Permit Number: D07 -230 Address: 359 STRANDER BL TUKW Status: APPROVED Suite No: Applied Date: 06/25/2007 Applicant: WASHINGTON MUTUAL ATM Issue Date: Receipt No.: R07 -01780 Initials: WER Payment Date: 08/23/2007 11:45 AM User ID: 1655 Balance: $0.00 Payee: HAWK BUILDING CONTRACTORS TRANSACTION LIST: Type Method Description Payment Cash 5.00 ACCOUNT ITEM LIST: Description PHOTOCOPIES /DUP SERVICES 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 Amount Account Code Current Pmts 000/341.690 5.00 Total: $5.00 Payment Amount: $5.00 1963 08/23 9710 TOTAL 320.88 doc: Receiot -06 Printed: 08 -23 -2007 Parcel No.: 2623049064 Permit Number: D07 -230 Address: 359 STRANDER BL TUKW Status: APPROVED Suite No: Applied Date: 06/25/2007 Applicant: WASHINGTON MUTUAL ATM Issue Date: Receipt No.: R07 -01779 Initials: WER Payment Date: 08/23/2007 11:42 AM User ID: 1655 Balance: $0.00 Payee: HAWK BUILDING CONTRACTORS TRANSACTION LIST: Type Method Description Amount Payment Cash 315.88 ACCOUNT ITEM LIST: Description BUILDING - NONRES STATE BUILDING SURCHARGE City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us 000/322.100 000/386.904 RECEIPT Account Code Current Pmts Payment Amount: $315.88 311.38 4.50 Total: $315.88 1963 08/23 9710 TOTAL 320.88 doc: Receiot -06 Printed: 08 -23 -2007 t Receipt No.: R07 -01217 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 Payee: PHOENIX PLANNING AND CONSTRUCTION RECEIPT Parcel No.: 2623049064 Permit Number: D07 -230 Address: 359 STRANDER BL TUKW Status: PENDING Suite No: Applied Date: 06/25/2007 Applicant: WASHINGTON MUTUAL ATM Issue Date: Initials: WER Payment Date: 06/25/2007 11:51 AM User ID: 1655 Balance: $315.88 TRANSACTION LIST: Type Method Description Amount Payment Check 3355 202.40 Account Code Current Pmts 000/345.830 202.40 Total: $202.40 Payment Amount: $202.40 9692 06/25 9716 TOTAL 442.40 doc: Receipt -06 Printed: 06 -25 -2007 Project: A /� A (� i ` ' j(/�V` �- f JET. -A Type of Inspection: n (� c, I lr A 6 ,J 1 ( O- , 4 l Address: S5q stv6Atir f(u). Date Called: / Special Instructions: Date Wanted: a.m. Requester: Phone No: 425 - 2 o - '7iI9 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -36 CITY OF TUKWILA BUILDING DIVISION INSPECTION RECORD Retain a copy with permit DO 9-23 D PERMIT NO. Approved per applicable codes. Corrections required prior to approval. COMMENTS: (7f (A) L( f v\J e C >! _ �A' "� C &sp -e r )/), lnspect(r: ) 'Date: �/ Z A a �r (�Z -vO El $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 'Receipt No.: 'Date: COMMENTS: — _,_ ______ ) /ti - _ � -" `: �J } _ -- _� -- �.� i r. Z 7 A 1v G C .X [ J( 30 ( p t ✓L L-j �JI G` ( P _ i ` Thl - ( ,1e C' ` R ) ,;v : 1 I - I r)e eAT i'f LA 1 b , > .- L 1 f _ A (`ter o c 1r 6-Q --). ;-(- ,.,( :(( :5 1,/ -. -( n Project: J /ji ,/, y 7�Jvr 1 TO11 / Type of Inspection: /— /n/7 Special Instructions: IZ.CK �(� (� - l.,ti . Z y. Z(,, 0 ' 1 1 1 9 1,‘ C W 1 1 (,k X ^ i t; 4 i)„ e_/� urN ( (' r . ; ^t‘ e - Date Wanted: 7 — ? c_) en p.m. Requester: Phone No: V03 — 7i /5 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 El Approved per applicable codes. orrections required prior to approval. Inspect gf 1 007 -Z30 Date: El $58.00 REINSPECTION FEE REQUIRED. Prior to inspection; fee trust be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. 'Receipt No.: 'Date: COMMENTS:( ) / i J e him H - .3 ' d l-- h� from / ec, ©�Q T / .--- A o 7is.4 ,r/v•— Date Called: �I'21.4,94 70r (� Ti Pi - 4• - A; -- • eor7 /zh_0:10: d'rid-- r < /ma•, .d.- -- Date Wanted: g- A7?-0 PM- Requester: i 4- r 2G /4 L Phone No: 4/2c-,2o- 7H ? I _n Project: uiarAi$ 4 / % , / Type of Ins ectirorl; rp 0 / / -14, U Addres 9 StrQ� ,� J L a'�✓ p Date Called: Special Instructions: Date Wanted: g- A7?-0 PM- Requester: i 4- r 2G /4 L Phone No: 4/2c-,2o- 7H ? INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 E1 Approved per applicable codes. INSPECTION RECORD Retain a copy with permit 00 - 7- 2? v PER NO. El Corrections required prior to approval. $58.00 • SPECTION FEE REQUIRED. Prior to inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. 'Receipt No.: 'Date: �,.�: • �;. Job Number: Permit er: n 7 2 Q • ti - v h i Project: Address: i r . Ao fl Y/ei. Date: - /> O j Inspector: /f / / , / /7 h Inspection Performed (Please Check all that Apply) Anchor Bolt Installation Seismic Tie Installation Structural Steel Fabrication Epoxy- Grouted Anchor Bolts Lateral Wood Structural Steel Erection , jt /,,, Epoxy Grouting (Rebar) Spray - Applied Fireproofing Other (specify): Installation of Holdown System Steel Decking Remarks V i . r y r / / . 1iif> (-' o r� 'h t f ,741 , /,'• �� o �� fit, /" ` , 7r / c � 0 1 (:.") .. V r'�I "" f �.• n' r' I/ / - ;'` - --1/ / G / - 5 - /< r / ) .--,:o r Gat /7 �,- �`��� e- r- , lac ) . r <1f` -" / ,"/4 ��r l/,.T / 77 ' 4 "j /T- / ,-' e 0- cz' .e 4 ��!'G ,-w 4F I'oA, .-.s -.,; Reference Standard(s) Used: Conforms Does Not Co form CONSTRUCTION INSPECTION REPORT OTTO POSENAU & ASSOCIATES, INC.,- ' 87988 Is this a re- inspection? ❑ Yes ❑ No Original inspection date: !/ Reviewed b Inspected by: by: Y Start Time: Finish Time: This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page lf of _ 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 - 4600 or 1 888 - OTTO - 4 - US - Fax (206) 723 - 2221 Form No.: INSP -63 -03 (Rev 02/08) J D.CIENGINEERS D'AMATO CONVERSANO INC. WAMU ATM Cover - South Center Branch 359 Stander Blvd. Tukwila, WA , a0pp Permit N Structural Calculations W• ExP{RES 11.24. O1 J. Mark D'Amato • Guy A. Conversano Elizabeth A. Jensen • Roger L. Heeringa • Mark D. Aden Harry Jones 11 • Troy E. Bean • Tom C. Xia, Ph.D. RirharH 1 Hammon • (;rant (: Rnrkinnham Prepared For: Phoenix Planning and Construction Services, Inc. 20- Jun -07 07 -31 -057 & 07 -31 -074 400 SW 6 Avenue, Suite 605 • Portland, OR 97204 • Phone: (503) 242.2448 • Fax: (503) 242.2449 Bellevue Spokane Everett Portland San Diego J; DCFENCINEERS D'AMATO CONVERSANO INC. Project No. /� O5f Sheet No. Date (A /2v j0'- By Project \N rvAtA Subject h 1\ VuT kriu eah1op'/ - S o u T L V_4.►rpg W 't - IIIIII11111111111! NOMINEE 0 IBC, 3 Sec. gust wind speed (mph) 85 100 110 120 130 140 UBC, Basic wind speed (mph) 70 80 90 100 110 120 Pressure q, (psf) 12.60 16.40 20.80 25.60 31.00 36.90 Mb / level 0 -15 < 20 < 25 < 30 < 40 story wind shear v 13.2 psf 14.3 psf 15.4 psf 16.2 psf 17.9 psf Roof 1.2 ft 0.0 ft 0.0 ft 0.0 ft 0.0 ft 16 plf DCI-ENCINEERS D'AMATO CONVERSANO INC. 400 SW 6th Avenue, Suite 605' Portland Oregon 97204 Phone: (503) 242 - 2448 • Fax: (503) 242 - 2449 WIND DESIGN - METHOD 2 PROJECTED AREA METHOD <UBC SIMPLIFIED DESIGN AS PERMITTED BY IBC> -F -WIND STAGNATION PRESSURE (q,) AT STANDARD HEIGHT OF 33 FEET C = Basic wind speed = 1.3 ft peak roof height roof plate height Foundation Lateral Design Wind Load Total Wind Shear= Maximum Width= 80 mph 16 pif 8.5 ft Total Wind Shear -1 135 # 9,= EXPOSURE = 16.4 psf B <= Method 2 w /structure less then 40ft height C P= CeC 0 -15 0.62 13.22 psf 20 0.67 14.28 psf 25 0.72 15.35 psf 30 0.76 16.20 psf 40 0.84 17.91 psf 60 0.95 20.25 psf 80 1.04 22.17 psf + 10.0 ft + 10.0 ft datum Project # : 07 -51 -014 Proj. Name : WAMII KM Cover - 5ath Center Branch Page # : 2 Date : 6/ 2O/ 07 Engineer : AI7J 35 - 30 - 25 - _ 20 15 - 10- 5- Iw = 1.0 Wind Pressure Profile 0 15.0 20.0 25.0 30.0 35.0 P (psf) DCFENGINEERS D ' A M A T O C O N V E R S A N O INC. 400 SW 6th Avenue, Suite 605* Portland Oregon 97204 Phone: (503) 242 - 2448 * Fax: (503) 242 - 2449 IBC2003, EARTHQUAKE LOADS — SECTION 1615 Soil Site Class: D Response Spectral Acceleration (0.2 sec) = Response Spectral Acceleration (1.0 sec) _ Site Coefficient F = Site Coefficient F Max considered Earthquake Acc. SMS = F.S. Max considered Earthquake Acc. SM1 = F @ 5% Damped SDS = 2 / 3 (SMS) Design SD1 = 2 / 3 (SM1) Is structure Regular & <_ 5 stories ? Response Spectral Acc.( 0.2 sec) Ss = Response Spectral Acc.( 1.0 sec) S1= @ 5% Damped SDS = 2 / Design SDI = 2 / 3 (SM1) Response Modification Coef. R = Over Strength Factor W = Importance factor IE = Seismic Base Shear V = C,= or need not to exceed, C. _ Min C = Use C, = Design base shear V = ref. soils report: 1.340 g 0.462 g 1.25 1.54 = 1.68 = 0.71 = 1.117 = 0.474 Building Use Classification: II - ALL OTHER STRUCURES Seismic Use Group: I Seismic Design Category for 0.2 sec: D Seismic Design Category for 1.0 sec: D S < 0.75g Note a, does not apply SDC = D control exception 1616.3 does not apply EQUIVALENT LATERAL FORCE PROCEDURE Building Structure Type: Inverted Pendulum Systems Basic Seismic Force System: Cantilevered column systems Diaphragm Type: flexible Structure Type: All Other Structures C = 0.02 x = Building Height = 10.0 ft Height Limit = 35 ft Approx Fundamental period, T = C = 0.11 sec 0.8Ts = 0.8(SDI /SDS) = 0.34 sec SDC is permitted to be determined from yes 1.340 g 0.462 g = 1.12 = 0.47 2.5 2 1 C, W SDS RAE SDI (R/IE).T .044SDS.IE 0.447 0.447 (W) Site Coefficient F = 1.25 Site Coefficient F„ = 1.54 0.447 1.685 = 0.049 Project # : Proj. Name : Page # : Engineer : 07 -31 -074 WAML! KM Cover - 5outh Center t3ra ich 3 Date : 6/ 20/ 07 AVJ DEFAULT SOIL CLASS D Figure 1615(1), 1615(2) or Zipcod lookup at USGS ZIPCODE LOOKUP IBC TABLE 1615.1.2(1) IBC TABLE 1615.1.2(2) IBC Eq. 16-38 IBC Eq. 16-39 IBC Eq. 16-40 IBC Eq. 16-41 <= Control IBC TABLE 1604 SECTION 1616.2 IBC TABLE 1616.3(1) IBC TABLE 1616.3(2) IBC TABLE 1617.6.2 ASCE 7 -02 TABLE 9.5.5.3.2 0.75 IBC TABLE 1617.6.2 ASCE 7 -02 Eq 9.5.5.3.2 -1 T- 1616.3(1) alone. IBC Eq. 16-40 IBC Eq. 16-41 IBC TABLE 1617.6.2 IBC TABLE 1617.6.2 IBC TABLE 1604.5 ASCE 7 -02 TABLE 9.5.5.3.2 ASCE 7 -02 TABLE 9.5.5.3.2 ASCE 7 -02 TABLE 9.5.5.3.2 ASCE 7 -02 TABLE 9.5.5.3.2 i/cau LANZU ELEMENT LUMP WEIGHT LINE LOADS AREA LOADS # Pcs 1 WEIGHT LENGTH UNIFORM AREA UNIFORM Ceiling 32 sq -ft 0.9 psf 1 28 Ib 1/2" Plates 1 sq -ft 20.4 psf 4 81 Ib Roofs (left, right, center) 52 sq -ft 0.9 psf 1 46 lb Blocking 2 sq -ft 0.9 psf 6 11 Ib 6ft Ribs 7 sq -ft 1.8 psf 7 92 Ib 6ft Display Frame 9 sq -ft 1.8 psf 2 33 Ib 6ft Display Window 7 sq -ft 0.8 psf 2 11 Ib 6ft Light Mount 15 sq -ft 1.8 psf 2 55 Ib 8ft Display Frame 16 sq -ft 1.8 psf 2 57 Ib 8ft Display Window 9 sq -ft 1.8 psf 2 33 Ib 8ft Light Mount 19 sq -ft 1.8 psf 2 67 Ib Corner 4 sq -ft 0.9 psf 4 15 Ib Ceiling High Int 13 sq -ft 0.9 psf 2 23 Ib Misc. Equipment 1501b • 1 150 7n1 11. CANOPY LOADS DCI�ENCINEERS D'AMATO CONVERS"ANO INC. 400 SW 6th Avenue, Suite 605* Portland Oregon 97204 Phone: (503) 242 - 2448 * Fax: (503) 242 - 2449 Lateral Design Seismic Load Total Building Weight= Design Base Shear V= 701 # 0.447 Total Seismic Shear -4 313 # I otal Building Welght for Design I 135# I Project # : 07 -31 -074 Proj. Name : WAMU AIM Cover - South Center r3ranch Page # : 4 Date : 6/ 20/07 Engineer : APJ Wind Base Shear vs. Seismic Base Shear I 313 # I Seismic Controls Design Base Shear= 313 # distributed weight 12.7 psf SAP2000 SAP2000 v10.0.0 - File:0731057 Canopy 06019007 - 3 -D View - Kip, in, F Units 6/20/07 15:12:27 SAP2000 6/20/07 15:10:34 SAP2000 v10.0.0 - File:0731057 Canopy 06019007 - Deformed Shape (1.2D +1.6S) - Kip, in, F Units DCI-ENCINEERS Column Design: Cantilever Column Analysis (see computer model output for loads) Worst Load Case: 1.2 *D= 1.3 W +.5 *S P= 1.20 kips M= 13.20 kip in Try:HSS6x6x3/16 A= 4.27 inA2 SX 7.93 inA3 Interaction: 0.6 * 4.27 in ^2 * 46 ksi + 0.6 * 7.93 inA3 * 46 ksi USE:HSS6x6x3/16 D'AMATO CONVERSANO INC. 400 SW 6th Avenue, Suite 605* Portland, Oregon 97204 Phone: (503) 242 - 2448 * Fax: (503) 242 - 2449 1.20 kips Fy= 46 ksi 13.20 kip in USE: Beveled weld + 3/16" fillet to develop HSS to top and bottom plates. Project # : 01 -1 -014 Proj. Name : WAMU A1M Cover - South Center Pranch Page # : 1 Date : 6/ 20/ 0/ Engineer : At7J 0.0704926 5 1.0 DCI-ENGINEERS D'AMATO CONVERSANO INC. 400 SW 6th Avenue, Suite 605 • Portland, Oregon 97204 Phone: (503) 242 - 2448 ' Fax: (503) 242 - 2449 Project # : 07 - 31 Proj. Name : WAMU AIM Cover - 5outh Center Branch Page # : 6 Date : 6/ 20/07 Engineer : AI7J Column Base Plate - Moment Design LRFD AISC JOURNAL pg.33 Loads Pu = 1.210 kip (From SAP Model) Mu= 1.09333 kip -ft (From SAP Model) SHEAR, Vu= 0.08 kips (From SAP Model) Column HSS6x6x3 /16 Fy= 50.00 ksi Fu= 65.00 ksi d= 6.00 in. Zx= 12.10 in ^2 t= 0.31 in. Plate B = WIDTH= 10 in N = LENGTH= 10 in tplate= 1/2 in edge dist. = 1 1/4 in to center of bolt typ. f = 5 in center of bolt to centerline of plate /column m =N -.95 d /2= 2.15 in. x= f- d /2 +tt /2 2.16 in. e= Mu /Pu= 10.843 in N /6= 1.67 in. If n /6 <e, USE: Case D Bolts Bolt size= 0.625 in. Dhole= 0.69 Irv= 17.00 ksi SC (PF-v= 46.80 ksi Shear Ab= 0.31 in. Number= 4.00 Rv= 14.35 kip /bolt Rslip= 5.21 kip /bolt As = 0.61 sq in total area of bolts in tension n = 9.29 steel to concrete CASE D: q= 15.3 K/in. q= .51fcB(A1/A2) ^.5= IY= 1106.03 in. Y= Coefficients a= 8 = q/2 b= 153 = q(f + N /2) c= 19 = Pu(f +e) Iteration Y f(Y) f(Y) = Y' + K + K2Y + K3 3.500 118.17 3.600 125.71 f(Y) should be close to zero 4.000 159.15 Results Y = 3.60 in bearing length - assuming triangular load P = 0.97 kip total bolt tension Concrete Brg. a , = 121 psi < 2178 psi ok IBC 1926.3.1 Bolt Tension a t = 1.6 ksi < 24.2 ksi ok Plate Bending db = • 2.0 in center of bolt to face of column Mplate = 1.9 in -kip Spiate = 0.417 in" f = 4.6 ksi < 26.0 ok .66 x F USE: 1/2" baseplate with (4) 5/8" DIA Anchor Bolts Roof Framing: 6 -ft Rib: 'DCI•ENCINEERS Try:13 "xl" x1 /8 Rib h= 13.06 in t = IX 32.40 inA4 Iy S,= 5.00 in ^3 S rX 4.18 in ry Fb= 9.96 ksi M= 6.97 k -in (See below) fb= 1.39 ksi USE:13 "xl" x1/8 Rib D'AMATO CONVERSANO INC. 400 SW 6th Avenue, Suite 605• Portland Oregon 97204 Phone: (503) 242 - 2448 • Fax: (503) 242 - 2449 0.13 in 0.10 in^4 0.50 in ^3 0.23 in Lb A= Sb= L Sv= h/t= Project # : Proj. Name : Page # : Engineer : 0.83 ft 1.85 in ^2 43.3 100.5 Diagrams For Frame Object 40 (RIBS) 07 -3j -074 WAMU AIM Cover - South Center ?ranch 9 Date: 6/20/ A)7J End Length Offset (Location)- I-End: Jt 39 Display Options_ . C•'; Seto(forVakres r ; Show Max — ` Case 1.2D +1.6S J . Items Major (V2 and M3) Single valued ■ _1 0.0000 000 in (0.000 �, J.End: Jt 121 Location 0.0000 in (36.000 n) 0 rt - Equivalent Loads • Free Body Diagram (Concentrated Forces in Kip, Concentrated Moments in Kip-in) Dart Load (2 -dir) G CC, 7 . 2.105E-04 Kip/in — — — — — -- — y at a000 m r, 7 I ,, r Positive in -2 dlTeetion - Resultant :Shear Shear V2 -0.368 Kip at 0.000 n Resultant Moment ► toment 113 -6.957 Kip , at 0.000 in Qefk- ctiaris Deflection (2 -dir) 0.000000 in a000 f ' Absolute at in Rosario irr -2 direction - C. Relative to Beam Minimum C'; Relative to Beam Ends Reset to (n(ial Urids I L:_ __ .PAnF !1 Units Kip, n, F Roof Framing: 6 -ft Rib: 'DCI•ENCINEERS Try:13 "xl" x1 /8 Rib h= 13.06 in t = IX 32.40 inA4 Iy S,= 5.00 in ^3 S rX 4.18 in ry Fb= 9.96 ksi M= 6.97 k -in (See below) fb= 1.39 ksi USE:13 "xl" x1/8 Rib D'AMATO CONVERSANO INC. 400 SW 6th Avenue, Suite 605• Portland Oregon 97204 Phone: (503) 242 - 2448 • Fax: (503) 242 - 2449 0.13 in 0.10 in^4 0.50 in ^3 0.23 in Lb A= Sb= L Sv= h/t= Project # : Proj. Name : Page # : Engineer : 0.83 ft 1.85 in ^2 43.3 100.5 Diagrams For Frame Object 40 (RIBS) 07 -3j -074 WAMU AIM Cover - South Center ?ranch 9 Date: 6/20/ A)7J Roof Framing: DCI-ENCINEERS D'AMATO CONVERSANO INC. 400 SW 6th Avenue, Suite 605* Portland, Oregon 97204 Phone: (503) 242 - 2448 * Fax: (503) 242 - 2449 8 -ft Weldment HSS1x1x.125: Try:HSS1z1a.125: h= 1.00 in t = 0.13 in Lb= 1.75 ft I, 0.057 inA4 Iy= 0.06 inA4 A= 0.44 inA2 S, 0.114 in ^3 S 0.11 in ^3 Fb= 9.96 ksi M= 1.124 k -in (See below) fb= 9.86 ksi Diagrams for Frame Object 6 (H551X1X.125) Case 1.20 +1.6S J Item )Major (V2 and M3) mil Single valued J End Length Offset (Location) I•End:IJt 37 0.0000 in (0.000 in) J-Enct IJt 45 0.0000 in (108.000 in) Equivalent Loads • Free Body Diagram (Concentrated Forces in Kip. Concentrated Moments in Kip ) Dist Load (2-du) 1.489E -04 Kip/in, at 85.77 in r Positive in 2 direction C.CG 0 C 0.11 0 CG 1.02E -C° 0 CG 0.11 0.C: 3.00 • [ Display Options C Scroll for Values r Show Max [is.m Locaon Shear V2 -0.049 Kip at 85.771 in Deflections C'; Absolute . Relative to Beam Minimum fi:Relative to Beam Ends Deflection (2-du) 0.023298 in at 85.771 in 1 in •2 direction . Reset to Initial Units USE:HSS1x1x.125: Project # : 09-31-074 Proj. Name : WAMU AIM Cover - South Center Prranch Page # : 10 Date : 6/ 20/07 Engineer : At7J Weldment Plate Design: Flexural Plate Sterss: fb= 8726 ksi Fb= .75F}T 27.00 ksi USE:1 /2" Plate: DCI-ENGINEERS D'AMATO CONVERSANO INC. 400 SW 6th Avenue, Suite 605* Portland, Oregon 97204 Phone: (503) 242 - 2448 * Fax: (503) 242 - 2449 SAP2000 v10.0.0 advanced - 0731057 Canopy 070620 De L`d4 YAM DAM Odd0e DMA Seied ledge AD*. 1100 ;1 z1.7nlol le IPP0 0130 1 29 1 MIN -A941 MAX.1.272,Rghcfidc in erg She, Dew& let deteLddegrem Design Qptq' to KZ sa n� cr dtir 1 • -a ss .1111 i 1 Project # : 07 -51 -074 Proj. Name : WAMU AIM Cover - South Center ['ranch Page # : 11 Date : 6/ 21/07 Engineer : APJ I -1 is -I - Iflnhfil -I -[ :• -0 GLOBAL • IKO.RF , 13 Shell Diagram 1 'DCI ENCINEERS D'AMATO CONVERSANO INC. Project No. 07 -31 -057 Project Washington Mutual ATM Canopies Subject Canopy Footing Design - South Center Branch Sheet No. FND -1 Date May 20, 2007 By WWY Pole Embedded in Soil - Lateral Bearing (IBC 2003 1805.7) P = h= 157 lbs Applied Lateral Force 10.0 ft Height of Lateral Force above Ground b = 1.50 ft Diameter of Pole (Round) or Diagonal (Square) 1500 psf ❑ Increase for Signs and Flagpoles? 133 psf/f Lateral Bearing Pressure per Table 1804.2 Includes 1/3 Increase per Footnote d D = 3.2 ft Trial Embedment, converge with "d" Nonconstrained Case (IBC 1805.7.2.1) S = 143 psf Allowable Lateral Soil Bearing Pressure per 1804.3 based on 1/3 embedment depth (d) A = 1.7 per equation 18 -1 C onverge Nonconstrained I d = 5.3 ft Required Embedment, converge with "D" Constrained Case (IBC 1805.7.2.2) Allowable Soil Bearing Pressure S3 = 429 psf Allowable Lateral Soil Bearing Pressure per 1804.3 based on depth equal to embedment depth Converge Constrained I d = 3.2 ft Required Embedment, converge with "D" .' DCI-ENCINEERS D'AMATO CONVERSANO INC. Project No. 07 -31 -057 Project Washington Mutual ATM Canopies Subject Clearance Sign Footing Design - South Center Branch Sheet No. FND -2 Date May 20, 2007 By WWY Sign pole weight: wgt/ft= 10 plf Fp= 1.6 SdsWp Fp = 154 lbs Applied Lateral Force mid hgt, h = 6.0 ft Height of Lateral Force above Ground Pole Embedded in Soil - Lateral Bearing (IBC 2003 1805.7) b = 1.25 ft Diameter of Pole (Round) or Diagonal (Square) 1500 psf V Increase for Signs and Flagpoles? 267 psf/f Lateral Bearing Pressure per Table 1804.2 Includes 1/3 Increase per Footnote d D = 2.3 ft Trial Embedment, converge with "d" Nonconstrained Case (IBC 1805.7.2.1) sign pole hgt =10' Max. Allowable Soil Bearing Pressure S = 202 psf Allowable Lateral Soil Bearing Pressure per 1804.3 based on 1/3 embedment depth (d) A = 1.4 per equation 18 -1 Converge Nonconstrained I d = 3.8 ft Required Embedment, converge with "D" Constrained Case (IBC 1805.7.2.2) S3 = 606 psf Allowable Lateral Soil Bearing Pressure per 1804.3 based on depth equal to embedment depth Converge Constrained I d = 2.3 ft Required Embedment, converge with "D" b 06 -05 -2008 STEPHANIE LAYTON 23272 MILL CREEK DR #220 LAGUNA HILLS CA 92653 RE: Permit No. D07 -230 359 STRANDER BL TUKW Dear Permit Holder: city of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director In reviewing our current records the above noted permit has not received a final 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 07/28/2008 , 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, ilkkO Jennjrfer Marshall, Permit Technician xc: Permit File No. 007 -230 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206- 431 -3665 01 -08 -2008 STEPHANIE LAYTON 23272 MILL CREEK DR #220 LAGUNA HILLS CA 92653 RE: Permit No. D07 -230 359 STRANDER BL TUKW Dear Permit Holder: In reviewing our current records the above noted permit has not received a final 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 final 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 02/23/2008 , 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, A fer Marshall, Permit Technician xc: Permit File No. D07 -230 City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director 6. ?nn .Cn,,throntor Rnrrlovard Crrito *inn s . TrhLu,ih W chinntnn 0171RA • 131snnn. OnA All a.c•n - r..... onh wo1 ',LAC May 22, 2007 Carol Lamb City of Tukwila Senior Planner RE: Washington Mutual Bank, 359 Strander Blvd. Tukwila, WA 98188 Dear Ms. Lamb, Washington Mutual Our architect met with you in February to discuss our upcoming canopy project. At the time our architect met with you, you anticipated the need for submitting for a Minor Mod. As you may recall, the bank branch has an existing drive up ATM machine. It has no covering over it to help protect the driver and transaction from rain or snow. The purpose of this project is to provide such cover, for climate protection in addition to needed security lighting. Our architect, Stephanie Laylon, is submitting plans for review and permitting. She is also working with the landlord of the shopping center to obtain landlord approval. Should you have any questions, or need further documentation, please contact her at 949/581 -9370, stephaniel@phoenix-planning.com. Thank you for your assistance in this matter. John L. Crowe Vice - President — Senior Development Manager & Real Estate Manager D0 - 230 1301 Second Avenue Seattle, WA 98101 RECEIVED JUN 152011 PERMIT CENTEF ACTIVITY NUMBER: D07 -230 DATE: 06 -25 -07 PROJECT NAME: WASHINGTON MUTUAL ATM SITE ADDRESS: 359 STRANDER BL X Original Plan Submittal _ Response to Correction Letter # Response to Incomplete Letter # Revision # After Permit Issued DEPARTMENTS: IOW ri 1- ' 1 Buildi g Division Public Works (1-2_, DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: Please Route PLAN REVIEW /ROUTING SLIP TUES/THURS RQUTING: Sl (p Fire revention Structural Incomplete Structural Review Required Planning 1 'vision X Permit Coordinator DUE DATE: 06 -26 -07 Not Applicable Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: ❑ No further Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 07 -24 -07 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: Documents/routing slip.doc 2-28-02 License Information License HAWKBCI034PM Licensee Name HAWK BUILDING CONTRACTORS INC Licensee Type CONSTRUCTION CONTRACTOR UBI 601822387 Ind. Ins. Account Id VICE PRESIDENT Business Type CORPORATION Address 1 PO BOX 2318 Address 2 City WOODINVILLE County KING State WA Zip 98072 Phone 4254021818 Status ACTIVE Specialty 1 GENERAL Specialty 2 UNUSED Effective Date 10/14/1997 Expiration Date 12/23/2007 Suspend Date Separation Date Parent Company Previous License SOUNDSI055KD Next License CHIEFCI998CL Associated License Business Owner Information Name Role Effective Date Expiration Date ADKINS, DAYLE PRESIDENT 10/14/1997 Bond Amount ADKINS, SAM VICE PRESIDENT 10/14/1997 445499C Bond Information Bond Bond Company Name Bond Account Number Effective Date Expiration Date Cancel Date Impaired Date Bond Amount Received Date #2 DEVELOPERS SURETY & INDEM CO 445499C 10/10/2001 Until Cancelled $12,000.00 10/12/2001 Look Up a Contractor, Electrician or Plumber License Detail Page 1 of 2 Washington State Department of Labor and Industries General/Specialty Contractor A business registered as a construction contractor with L &I to perform construction work within the scope of its specialty. A General or Specialty construction Contractor must maintain a surety bond or assignment of account and carry general liability insurance. https: // fortress .wa.gov /lni/bbip /printer.aspx ?License= HAWKBCI034PM 08/23/2007 - T I HANDICAP BARRIER NOTES 1. ARCHITECT ASSUMES NO RESPONSIBILITY FOR THE COMPLETENESS OF PLANS FOR BID PURPOSES PRIOR TO ISSUANCE OF THE BUILDING PERMIT. THE GENERAL CONTRACTOR AND ALL SUBCONTRACTORS SHALL VERIFY ALL DIMENSIONS AND CONDITIONS ON THE JOB SITE PRIOR TO BEGINNING OF CONSTRUCTION. 2. THE INTENT OF THESE DRAWINGS & SPECIFICATIONS IS TO INCLUDE ALL LABOR, MATERIALS AND SERVICES NECESSARY FOR THE COMPLETION OF ALL WORK SHOWN PRESCRIBED OR REASONABLY IMPLIED, BUT NOT LIMITED TO THAT EXPLICITLY INDICATED IN THE CONTRACT DOCUMENTS. 3. THE ARCHITECTS APPROVAL OF SUCH SHOP DRAWINGS SHALL NOT RELIEVE THE GENERAL CONTRACTOR OR SUBCONTRACTOR FROM RESPONSIBILITY FOR DEVIATIONS FROM DRAWINGS OR SPECIFICATIONS UNLESS HE OR SHE HAS (IN WRITING) CALLED THE ARCHITECTS ATTENTION TO SUCH DEVIATIONS AT THE TIME OF SUBMISSIONS, NOR SHALL IT RELIEVE HIM OR HER OF RESPONSIBILITY FOR ERRORS OF ANY SORT IN THE SHOP DRAWINGS. 4. ARCHITECT AS USED IN THESE DOCUMENTS REFERS TO: MARCUS M. JOHNSON ARCHITECTS, 2020 PROSPECT WAY, BELLINGHAM, WASHINGTON 98229. 360- 738 -4646. DESIGNER REFERS TO: PHOENIX PLANNING & CONSTRUCTION SERVICES, 23272 MILL CREEK DRIVE, SUITE 220, LAGUNA HILLS, CA 92653 -1642 949/581 -9370. 5. ALL WORK SHALL BE PERFORMED IN ACCORDANCE WITH ALL APPLICABLE CODES, REGULATIONS AND ORDINANCES HAVING JURISDICTION. 6. CONTRACTOR IS RESPONSIBLE FOR EXAMINING ALL CONTRACT DOCUMENTS, FIELD CONDITIONS, AND CONFIRMING THAT WORK IS BUILDABLE AS SHOWN BEFORE PROCEEDING WITH CONSTRUCTION. IF THERE ARE ANY QUESTIONS REGARDING THESE OR OTHER COORDINATION ITEMS, THE CONTRACTOR IS RESPONSIBLE FOR OBTAINING A CLARIFICATION FROM THE ARCHITECT OR TENANT CONSTRUCTION COORDINATOR BEFORE PROCEEDING WITH WORK IN QUESTION OR RELATED WORK. 7. CONTRACTOR FOR THE PROJECT SHALL BE RESPONSIBLE FOR OBTAINING ALL REQUIRED BUILDING PERMITS. 8. CONTRACTOR SHALL VERIFY AND BE RESPONSIBLE FOR ALL DIMENSIONS AND CONDITIONS ON THE JOB AND SHALL NOTIFY THE ARCHITECT OF ANY DISCREPANCIES IMMEDIATELY BEFORE COMMENCING ANY WORK. 9. INSTALL ALL MANUFACTURED ITEMS, MATERIALS AND EQUIPMENT IN STRICT ACCORDANCE WITH THE MANUFACTURERS SPECIFICATIONS. 10. "ALIGN" AS USED IN THESE DOCUMENTS SHALL MEAN TO ACCURATELY LOCATE FINISH FACES IN THE SAME PLANE. 11. "TYPICAL" OR "TYP." AS USED IN THESE DOCUMENTS SHALL MEAN THAT THE CONDITION IS THE SAME OR REPRESENTATIVE FOR ALL SIMILAR CONDITIONS THROUGHOUT, UNLESS NOTED OTHERWISE. 12. DETAILS ARE USUALLY KEYED AND NOTED "TYPICAL" ONLY ONCE, WHEN THEY FIRST OCCUR AND ARE REPRESENTATIVE OF ALL SIMILAR CONDITIONS THROUGHOUT, UNLESS NOTED OTHERWISE. 13. COLUMN CENTERLINES (GRID LINES) ARE SHOWN FOR DIMENSIONING PURPOSES. REFER TO SITE CONDITIONS FOR EXACT LOCATIONS. 14. DO NOT SCALE DRAWINGS. DIMENSIONS GOVERN. LARGE SCALE DETAILS GOVERN OVER SMALL SCALE DETAILS. 15. CONTRACTOR SHALL SUBMIT CONFIRMATIONS OF DELIVERY DATES FOR ORDERS OF MATERIALS AND EQUIPMENT HAVING LONG LEAD TIMES. 16. CONTRACTOR SHALL BE RESPONSIBLE FOR THE GENERAL CLEANING OF A JOB AFTER ITS COMPLETION. CLEANING SHALL INCLUDE THE INTERIOR OF THE BUILDING (AS AFFECTED) AND THE PATH OF TRAVEL TO THE JOB SITE AND SHALL INCLUDE THE PARKING LOT. 17. CONTRACTOR SHALL SUBMIT TWO SETS OF SHOP DRAWINGS. SHOP DRAWINGS SHOULD INCLUDE DETAILED FABRICATION AND ERECTION DRAWINGS, SETTING DRAWINGS, DIAGRAMMATIC DRAWINGS AND MATERIAL SCHEDULES. LOCATION AND ORIENTATION OF ALL ITEMS SHALL BE CLEARLY INDICATED. BEGIN FABRICATION OF SHOP ITEMS ONLY AFTER RECEIVING ARCHITECT'S AND /OR OWNER'S CONSTRUCTION COORDINATOR'S APPROVAL OF SHOP DRAWINGS. 18. ALL REQUESTS FOR SUBSTITUTIONS OF ITEMS SPECIFIED SHALL BE SUBMITTED IN WRITING AND WILL BE CONSIDERED ONLY IF BETTER SERVICE FACILITIES, A MORE ADVANTAGEOUS DELIVERY DATE OR A LOWER PRICE WITH CREDIT TO THE OWNER WILL BE PROVIDED WITHOUT SACRIFICING QUALITY , APPEARANCE AND FUNCTION. UNDER NO CIRCUMSTANCES WILL ARCHITECT BE REQUIRED TO PROVE THATA PRODUCT PROPOSED FOR SUBSTITUTION IS OR IS NOT OF EQUAL QUALITY TO THE PRODUCT SPECIFIED. 19. THE GENERAL CONTRACTOR SHALL COORDINATE WITH "OTHER" CONTRACTORS PER REQUIREMENTS ESTABLISHED BY OWNER, WHICH ARE UNDER SEPERATE CONTRACT WITH THE OWNER, OR TENANT OR BOTH. 20. CONTRACTOR SHALL MAINTAIN RECORD DOCUMENTS OF CONSTRUCTION CHANGES AND SHALL PROVIDE SAID DOCUMENTATION TO CONSTRUCTION COORDINATOR OR ARCHITECT UPON COMPLETION OF CONSTRUCTION. NO EXCEPTIONS ALLOWED. 21. PERSONS USING THE INFORMATION IN THESE CONSTRUCTION DOCUMENTS WITHOUT PERMISSION OF THE ARCHITECT DOES SO AT THEIR OWN RISK AND BY SUCH AGREES TO INDEMNIFY THE ARCHITECT AS WELL AS ARCHITECT'S EMPLOYEES AND CONSULTANTS, AND TO HOLD HARMLESS FOR ANY INJURY OR LOSS OF DAMAGE THAT MAY OCCUR. 22. THESE DRAWINGS ARE THE EXCLUSIVE PROPERTY OF THE ARCHITECT AND PHOENIX PLANNING & CONSTRUCTION SERVICES AND MAY BE REPRODUCED ONLY WITH THE WRITTEN PERMISSION OF THE ARCHITECT AND PHOENIX PLANNING & CONSTRUCTION SERVICES. AUTHORIZED REPRODUCTIONS MUST BEAR THE NAME OF THE ARCHITECT AND PHOENIX PLANNING & CONSTRUCTION SERVICES. 23. CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS PRIOR TO INITIATING THE WORK. NOTIFY ARCHITECT OF ANY DISCREPANCIES. 24. ERRORS, OMISSIONS AND DISCREPANCIES, IF ANY, SHALL BE REFERRED TO THE ARCHITECT IMMEDIATELY FOR DIRECTION OF HOW TO PROCEED. 25. ALL WORK SHALL COMPLY WITH THE 2003 IBC, IF, IPC, IMC AS AMENDED BY WASHINGTON STATE. PROJECT SHALL ALSO COMPLY WITH THE 2004 NREC AND THE VIACQ CODES. PROJECT SHALL ALSO COMPLY WI JURISDICTIONAL CODE AMENDMENTS BY THE LOCAL AGENCY. 26. CONTRACTOR IS RESPONSIBLE FOR OBTAINING NECESSARY PERMITS & INSPECTIONS TO COMPLETE THE WORK. 27. PRIOR TO COMMENCING WORK ON THE SITE ALL CONTRACTORS SHALL HAVE A VALID WASHINGTON STATE CONTACTORS LICENSE IN THE FIELD OF WORK BEING PERFORMED. 28. CONTRACTOR TO HAVE CURRENT VALID CITY OR COUNTY BUSINESS LICENSE PRIOR TO ISSUANCE OF PERMIT WHEN REQUIRED BY LAW. GENERAL NOTES 29. PRIOR TO COMMENCING WORK ON THE SITE ALL CONTRACTORS SHALL HAVE A VALID CONTRACTORS INSURANCE AS APPROVED BY THE BUILDING OWNER. 30. THE CONTRACTOR SHALL ASSUME SOLE AND COMPLETE RESPONSIBILITY FOR JOB SITE CONDITIONS DURING THE COURSE OF CONSTRUCTION OF THIS PROJECT, INCLUDING SAFETY OF ALL PERSONS AND PROPERTY; THAT THIS REQUIREMENT SHALL APPLY CONTINUOUSLY AND NOT BE LIMITED TO NORMAL WORKING HOURS; AND THAT THE CONTRACTOR SHALL DEFEND, INDEMNIFY AND HOLD THE OWNER AND ARCHITECT HARMLESS FROM ANY AND ALL LIABILITY, REAL OR ALLEGED, IN CONNECTION WITH THE PERFORMANCE OF WORK ON THIS PROJECT, EXCEPTING FOR LIABILITY ARISING FROM THE SOLE NEGLIGENCE OF THE OWNER OR THE ARCHITECT. 31. CONTRACTOR SHALL BE RESPONSIBLE FOR THE MEANS, METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES REQUIRED TO PERFORM THE WORK. 32. THE ARCHITECT HAS NOT BEEN RETAINED OR COMPENSATED TO PROVIDE DESIGN AND /OR CONSTRUCTION REVIEW SERVICES RELATING TO THE CONTRACTOR'S SAFETY PRECAUTIONS OR TO MEANS, METHODS, TECHNIQUES OR PROCEDURES REQUIRED FOR THE CONTRACTOR TO PERFORM HIS WORK. THE UNDERTAKING OF PERIODIC SITE VISITS BY THE ARCHITECT SHALL NOT BE CONSTRUED AS SUPERVISION OF ACTUAL CONSTRUCTION NOR MAKE HIM RESPONSIBLE FOR THE PERFORMANCE OF WORK BY THE CONTRACTOR OR CONTRACTOR'S EMPLOYEES, OR EMPLOYEES OF SUPPLIERS OR SUBCONTRACTORS. 33. CONTRACTOR SHALL TAKE PRECAUTIONARY MEASURES TO ENSURE THAT ALL PROPERTY IS PROTECTED DURING THIS CONSTRUCTION. 34. VERIFY ALL ROUGH -IN DIMENSIONS FOR EQUIPMENT PROVIDED IN THE CONTRACT BY OTHERS PROVIDE ALL BLOCK -OUTS, BLOCKING, BACKING AND JACKS REQUIRED FOR DUCTS, PIPES, CONDUITS, EQUIPMENT AND FIXTURES. VERIFY SIZE AND LOCATION. 35. THE CONTRACTOR SHALL LOCATE AND PROTECT ALL EXISTING UTILITY LINES AND CONNECTIONS, INCLUDING SEWER, WATER, GAS AND ELECTRIC SERVICES BEFORE AND DURING HIS WORK. THE CONTACTOR MUST REPAIR TO LIKE NEW CONDITION ANY DAMAGED TO UTILITIES OR OTHER RESULTING PROPERTY DAMAGE AT HIS SOLE COST. 36. THE CONTRACTOR SHALL CONSULT PLANS OF ALL TRADES, INCLUDING DESIGN -BUILD DOCUMENTS REQUIRED FOR HE PROJECT, TO VERIFY SIZE, WEIGHT, POWER, LOCATION AND OTHER REQUIREMENTS AND LOCATION OF THOSE ITEMS TO BE INSTALLED PRIOR TO COMMENCEMENT OF WORK. 37. THE ELECTRICAL WORK IS DESIGN - BUILD. THE GENERAL CONTRACTOR SHALL PROVIDE ALL REQUIRED ELECTRICAL DESIGN, CALCULATIONS, FORMS, APPLY, PAY FOR & OBTAIN ALL REQUIRED PERMITS. 38. CONTRACTOR SHALL RETAIN ONE SET OF THE PLANS TO NOTE AND DOCUMENT ALL CHANGES DURING CONSTRUCTION. THE SET SHALL BE A PART OF THE CONTRACTOR'S CLOSE -OUT PACKAGE TO THE OWNER. CLOSE- OUT PACKAGE SHALL INCLUDE (1) SET OF SHOP DRAWINGS, PRODUCT LITERATURE, EQUIPMENT WARRANTEE MANUALS. 39. FIRE APPARATUS ACCESS ROADS SHALL BE UNOBSTRUCTED DURING AND UPON PROJECT COMPETITION. (EXISTING DRIVE -UP ATM) NEW CANOPY WASHINGTON MUTUAL SOUTHCENTER 359 STRANDER AVENUE TUKWILA, WASHINGTON 98188 1. HANDICAP SIGNAGE: a. THE INTERNATIONAL SYMBOL OF ACCESSIBILITY SHALL BE THE STANDARD USED TO IDENTIFY FACILITIES THAT ARE ACCESSIBLE TO AND USABLE BY PHYSICALLY HANDICAPPED PERSONS. 2 -1720 (a). b. THE SYMBOL SHALL CONSIST OF A WHITE FIGURE ON A BLACK BACKGROUND. 2 -1720 (b). c. CONTRACTED GRADE 2 BRAILLE SHALL BE USED WHERE BRAILLE SYMBOLS ARE SPECIFICALLY REQUIRED IN OTHER PORTIONS OF THESE STANDARDS. DOTS SHALL BE 0.1 INCH ON CENTER IN EACH CELL WITH 0.2 INCH BETWEEN CELLS. DOTS SHALL BE RAISED A MINIMUM OF 0.025 INCH ABOVE THE BACKGROUND. 2 -1720 (c). d. LE I 1 ERS AND NUMBERS ON SIGNS SHALL HAVE A WIDTH TO HEIGHT RATIO BETWEEN 1 :5 AND 1 :10.2 -1720 (d). e. CHARACTERS AND SYMBOLS SHALL CONTRAST WITH THEIR BACKGROUND. EITHER LIGHT CHARACTERS ON A DARK BACKGROUND OR DARK CHARACTERS ON A LIGHT BACKGROUND. 2. WALKS, PEDESTRIAN WAYS, AND SIDEWALKS: a. MINIMUM 4' WIDE MAXIMUM SLOPE OF 5 %, MAXIMUM CROSS SLOPE 1/4" PER FOOT. b. "CONTINUING COMMON SURFACE, NO STEPS OR ABRUPT CHANGES IN LEVEL EXCEEDING 1/2 ". c. MINIMUM 5' LEVEL LANDINGS AT INTERVAL OF 400'. 1. LEVEL LANDING ON EACH SIDE OF A DOOR OR GATE. 60 "X60" LANDING WHERE DOOR OR GATE SWINGS OVER LANDING. EXTEND LANDING 24" TO THE SIDE OF THE STRIKE EDGE OF THE DOOR OR GATE. 2. 48" WIDE BY 48" DEEP LANDING WHERE DOOR OR GATE SWINGS AWAY. 3. RAMPS: a. MAXIMUM SLOPE ONE VERTICAL AND TWELVE HORIZONTAL, AND THE CROSS SLOPE OF RAMP SURFACES SHALL BE NO GREATER THAN 1:50. b. HANDRAILS CONTINUOUS ON EACH SIDE OF EACH RAMP TO BE 34" TO 38" ABOVE RAMP SURFACE, EXTEND 1 FOOT BEYOND END OF RAMP WITH RETURNED ENDS. c. 2" HIGH CURB ON BOTH SIDES OR WHEEL GUIDE RAIL AT 2" TO 4" ABOVE RAMP REQUIRED ON RAMP LONGER THAN 10' AND NOT BOUNDED BY A WALL OR FENCE. 4. SLIP - RESISTANT SURFACE a. MINIMUM CLEAR WIDTH OF PEDESTRIAN RAMP: NOT LESS THAN THE WIDTH REQUIRED FOR STAIRWAYS AND EXITS. 48" MINIMUM WIDTH. 36" MINIMUM WIDTH SERVING 50 OR LESS IN GROUP 'R' OCCUPANCIES. 60" MINIMUM WIDTH SERVING PRIMARY ENTRANCE WITH OCCUPANT LOAD OF 300 OR MORE. b. LANDING AT TOP AND BOTTOM OF RAMP: TOP LANDING 60" WIDE. MINIMUM 60" LONG MEASURED IN THE DIRECTION OF RAMP RUN OR 42" PLUS DOOR WIDTH WHEN DOOR SWINGS ONTO LANDING. 2. BOTTOM LANDING AND LANDINGS AT A CHANGE OF DIRECTION IN EXCESS OF 30 DEGREES: MINIMUM 72" LONG MEASURED IN THE DIRECTION OF THE RAMP. WIDTH SAME AS RAMP. 3. EXTEND TOP LANDING MINIMUM 24" (18" AT INTERIOR RAMP) TO THE SIDE OF THE STRIKE EDGE OF A DOOR OR GATE. OTHER INTERMEDIATE LANDING. MINIMUM 60" MEASURED IN THE DIRECTION RAMP. WIDTH SAME AS RAMP. INTERMEDIATE LANDINGS AT INTERVALS OF: 30 INCHES MAXIMUM RISE. 30 FEET MAXIMUM HORIZONTAL DISTANCE FOR 1:12 SLOPE. 37.5 FEET MAXIMUM HORIZONTAL DISTANCE FOR 1:15 SLOPE. 40 FEET MAXIMUM HORIZONTAL DISTANCE FOR 1:16 SLOPE. 50 FEET MAXIMUM HORIZONTAL DISTANCE FOR 1:20 SLOPE. 5. EXISTING SITE ACCESSIBLE PARKING STALLS, RESTROOMS, ECT. SHALL FULLY COMPLY WITH TITLE -24 & ARE SUBJECT TO FIELD VERIFICATION. ARCHITECTURAL SITE T -1 TITLE SHEET A -1 SITE PLAN, ENLARGED PLAN, CANOPY DETAILS A -2 CANOPY DETAILS STRUCTURAL SITE S1.1 STRUCTURAL NOTES S2.1 STRUCTURAL FOUNDATION PLAN & DETAILS ELECTRICAL SITE El SITE ELECTRICAL SINGLE LINE DIAGRAM 9014970 STRUCTURAL: DCI ENGINEERS, INC 400 SW 6TH AVENUE SUITE 605 PORTLAND, OR 97204 TEL: 503/242 -2448 CONTACT: WADE YOUNIE PROTECH STRUCTURAL INDUSTRIES 8 WEST COLLEGE DRIVE SUITE F ARLINGTON HEIGHTS, IL 60004 TEL: 877/774 -2867 CONTACT: STEVEN WILL VICINITY MAP T i SOUTHCENTER MALL STRANDER BLVD PROJECT SITE 40 6 CANOPY STRUCTURE PRE - ENGINEERED BY PROTECH STRUCTURAL INDUSTRIES (NOT IN MARCUS JOHNSON OR PHOENIX PLANNING SCOPE OF WORK) No c":: s tie be mem to the mope c 7 t :::: t4.' "scut prier approval of NOTE: r.:vis :c;es a new p`s:1 subrnitlaI rend may include add plan review fees. 1 SEPARATE PERM REQUIRED FOR ❑ Mechankat lEf cctrical © t'lumbing ❑ Gas Piping City cf Tukwila SUILDINZ DrvrsioN TUKWILA PKY PRE - ENGINEERED CANOPY DESIGN TEAM SHEET INDEX PRE - ENGINEERED CANOPY S2.2 STRUCTURAL CANOPY FRAMING PLAN 52.3 STRUCTURAL CANOPY DETAILS Date: - 23, z0 0. PROJECT ADDRESS : OCCUPANCY: NUMBER OF STORIES : AREA OF WORK : CODES: SITE ARCHITECT: MARCUS M. JOHNSON ALA ARCHITECTS 2020 PROSPECT WAY BELLINGHAM, WASHINGTON 98229 TEL: 360 -738 -4646 CONTACT: MARCUS JOHNSON DESIGNER: PHOENIX PLANNING & CONSTRUCTION SERVICES, INC. 23272 MILL CREEK DRIVE, SUITE 220 LAGUNA HILLS, CA 92653 -1642 TEL: 949- 581 -9370 CONTACT: STEPHANIE LAYLON STRUCTURAL: DCI ENGINEERS, INC 400 SW 6TH AVENUE SUITE 605 PORTLAND, OR 97204 TEL: 503 - 242 -2448 CONTACT: WADE YOUNIE coPY permit No. Nan review approval Is subject to arms and omissla Approval constructiaur does rot authorim the vio a a. Of c / c 0 ep; =+ Q de or ordinant8. �dpe of a , - e. H:: l Cc�y c do •' f ' dtiorts t5 adaiotvted�& By #-&M. i1LA6a1i City of Tukwila BUILDING DIVISION BUILDING INFORMATION 359 STRANDER AVENUE TUKWILA, WASHINGTON 98188 TENANT IMPROVEMENT FOR WAMU AND BUILDING OWNER : 1301 2ND AVENUE 9TH FLOOR SEATTLE, WA 98107 TEL : 206/500 -1643 CONTACT : JOHN CROWE B 1 70 S.F. 2003 I.B.C. 2003 I.F. 2003 I.P.C. 2003 I.M.C. AS AMENDED BY WASHINGTON STATE 2004 N.R.E.C. & V.I.A.C.Q. CODES JURISDICTIONAL CODE AMENDMENTS BY LOCAL AGENCY SITE DESIGN TEAM DESIGN -BUILD CONTRACTOR: HAWK BUILDING 15912 E. 160TH STREET WOODINVILLE, WA 98072 TEL: 425/402 -1818 CONTACT: SAM ADKINS 107- 230 0 0 CO co co 0 oa CD rn 0 CO 2827 co co W ao Z Z WQO Z Z W Z o Ci) Ln MY H REG! RED FECt p :.A ✓ tt /f / / f STA E.OF WASHINGTON No. Description Date tsisbN S ATE OF wA �HIN TON Sheet Title : TITLE SHEE ECE VED JUN 5 1007 PERMIT CENTEc Project Issue Date : 06/04/07 WaMu Project Number : 1859224 Job Number : 2007 - 453.02 CAD File : 200745302T01 T 1 scale : As Noted 26 21 16 CI IX I EXISTING ( ) — BUILDING EXISTING PARKING LOT 1 I EXISTING EXISTING ATM DRIVE I ) C ) ) ( I NEW W CLEARANCE I L BARD r EXISTING NGTQN MUTUAL [ / BANK // A __ EXISTING BUILDING 27 22 17 t THIS DRAWING COVERS INSTALLATION OF PSI'S FREE STANDING PRE - MANUFACTURED CANOPY OVER AN NCR S90 ATM OR A DIEBOLD 1074 SERIES ATM. THE CANOPY DESIGN OR ENGINEERING IS NOT THE RESPONSIBILITY OF MARCUS JOHNSON AIA OR PHOENIX PLANNING & CONSTRUCTION SERVICES, INC. 2. THIS DRAWING COMPLIMENTS THE APPROPRIATE SITE PREPARATION MANUAL SUPPLIED BY THE MANUFACTURER FOR THE ATM MODEL BEING USED. 3. JOBSITE TO HAVE CLEAR ACCESS FOR DELIVERY e TRUCK AND TRAILER. 4. ELECTRICAL CONTRACTOR TO PROVIDE AND CONNECT GROUNDED 120V -20A SUPPLY. ALL GROUNDING TO COMPLY WITH LOCAL CODE. 5. ALARM CONTROL AND CONNECTION BY SECURITY CONTRACTOR. 6. VIDEO EQUIPMENT AND CONNECTION BY SECURITY CONTRACTOR. C C C C C C C C C C ����'�'�� '������' HARDW STAINLESS ARE STEEL TO BE 5/8 SUPPLIED " FLAT WASHER BY PSI (4) (4) STAINLESS STEEL 5/8" SPLIT WASHER (8) '' ® V c ) C - rr { STAINLESS STEEL 5/8.11 HEX NUTS -, `' �v. • ; �• ., (2) STUD COVERS, ADHERE WITH CLEAR SILICONE CAULK ` ., �' ANCHOR BOLTS AND STUDPLATE SUPPLIED BY PSI. POSITION USING STUDPLATE JIG SUPPLIED -" P (� �: i I I I I : . i i:, BY PSI. STUDPLATE TOP FLUSH WITH ISLAND SURFACE. 3/4" CONDUIT - 120V 20A GROUNDED SUPPLY STUB CUT TO 10" ABOVE �t 0 FL CO o � ?� � EXISTING P BUILDING 0 1%Q �v Cti '� I_ L t J ISLAND SURFACE r NOTE: FOR FOOTING(S) / FOUNDATION STRUCTURAL DRAWINGS - SEE -----// \\-----___ V ANDOVER PARK WEST 0j ,....."2:3D ..„,.. NO\I NEW PAD NOTES 28 1 PAD SECTION CALE0 18 SITE PLAN 3/4"= 1S3QLC NOTE: ELECTRICAL - SEE ELECTRICAL DRAWINGS NEW OR RELOCATED BOLLARD -. ( 1 !, CANOPY ABOVE n No. Description Date ♦ EXISTING PAD MODIFY PER STRUCTURAL DRAWINGS c*) I— � ¢ tl_ I� _ c� DEMO EXISTING PAD AS REQUIRED FOR o e, < 3/4" CONDUIT NEW CLEARANCE NEW OR TYP (OF 4) BAR 19 ANCHORS 20 Q 120V, 20A, SUPPLY RELOCATED BOLLARD 2827 REGI - ' 'ED , - � NSON ATE 41WASHINGTON :, DEMO EXISTING BOLLARDS SALVAGE FOR REUSE 14' - 0" FOUNDATION SEE STRUCTURAL ENGINEERING DRAWINGS • EXISTING 14 � �� , 8 1 6 2' 1 1 LIGHT POLE `° Q ' ° o' r` • EXISTING ATM V I I Sheet Title : EXISTING SITE PLAN EXISTING ENLARGED SITE PLAN NEW SITE PLAN DETAIL & NOTES I EXISTING CONCRETE PAD 21 EXISTING BOLLARDS TYP. J DEMO SALVAGE FOR REUSE 2'-O" t 36-0" Project Issue Date : 06/04/07 - \ _/� WaMu Project Number : 1859224 Job Number: 02 NCR P90 OR DIEBOLD 1074 2" DIAMETER OPENING IN COLUMN BASE ATM CONDUIT OPENING FOR: 3/4 CONDUIT - 120V, 20A, SUPPLY \ PROJECT / ORn ii JUN ZOQ/ \ PROJECT NORTH CAD File : 200745302A01 07453 2 Al NEW SITE PLAN SCALE 15 SITE PLAN SCAL scale: As Noted 3/4"=1`-0" ENLARGED EXISTING 1/4 —1 -Q 5 NOTE: SIGNAGE 5% OF SURFACE AREA, SEE COLOR SUBMITTAL NOTE: SIGNAGE 5% OF SURFACE AREA, SEE COLOR SUBMITTAL NOTE: NO SIGNAGE FOR THIS FACE l Marcus M. Johnson AIA Architects 2020 Prospect Way Bellingham, Washington 98229 360- 738 -4646 fax (must dial 1-360)-838-6800 marcusmjohnson@comcast.net 4 1 o o ' GUARD POSTS 4' -0 1/2" 9" 11" r r r r ,_ 7 28 21 O I _ I k J I --1 I. I (N. I. C.) 3' -6 1/2" r r SEE DETAIL 5/A1 SEE DETAIL 5/A1 SEE DETAIL 5, ATM DRIVE PAVED SURFACE �� r,OtTPUP1/41NIC su' 1- 13 2*1 COI ° DA 10 27 22 APPROACH ELEVATION 17 FRONT ELEVATION EXIT ELEVATION J 1 S2CAL 0' 12cA + 5 , -0 " ��JJ t WELD CAP TO CLOSE END NOTE: NO SIGNAGE FOR THIS FACE MINUMUM SERVICE CLEARANCE NOTE: 1. DRAINAGE 2. LIGHTING & LIGHTING BY PSI LEVELS MUST MEET WAMU STANDARD 7 1/2" r roi HOE ■IDEF ,SHIM MITER CORNER T 4 UJ - a 7. . �, 1 ) C 1 ATM BELOW _ -- _ I 1 I I C. CLEARANCE 8 3 4 1/2"0 STEEL PIPE STRIPES OF 2" ° al 28 23 �- -( WIDE WHITE �? 0 rr� REFLECTIVE TAPE SLOPE TOP OF BASE 1" FOR DRAINAGE EXISTING PAVING ` . . -- j 5' -8 1/2" \ SEE STRUCTURAL DRAWINGS r r 6' -1" � r V 0 °I I ....." .7. 9...) - - - -0 No. Description Date 29 24 CLEARANCE BAR SCALE 19 REAR ELEVATION SCALE ROOF PLAN SCALE 1/2 1 -0 „ 1/2 1 0 „ 1 0 ' 28 >: REG1 'RED ” - f " / t '.r ° . ��. 0: Ns#N NGTON Ii9 I 4 -1/2” STL. PIPE FILLED . ' n v ' ° . WITH CLASS 'B' CONCRETE PAINTED WITH ONE COAT SYN. RED PRIMER & ONE COAT CHROME. YELLOW PAINT Sheet Title : S ITE PLAN EC WWED ENLARGED PLAN F .- PERMIT L.,t:st N C, .141E1 I I 11 I I . 4 . a = ICI I _ - I I_ Project Issue Date : 06/04/07 WaMu Project Number : 1859224 co \ a Num 200753.02 .lob ber: -4 \ 1' -0" CAD File : 200745302A02 'B' IA. CLAS CONC. A2 30 BOLLARD SCALE 25 20 15 10 scale: As Noted --1 -0 3/4 „ DRAWING LEGEND MARK DESCRIPTION MARK DESCRIPTION F2.0 FOOTING SYMBOL (REFER TO SPREAD FOOTING SCHEDULE) i.N. INDICATES DIRECTION OF DECK SPAN P1 PILE CAP SYMBOL (REFER TO SPREAD PILE CAP SCHEDULE) I INDICATES WIDE FLANGE COLUMN AO TILT -UP /PRECAST CONCRETE WALL CONNECTION SYMBOL (REFER TO CONNECTION DETAIL) o INDICATES HOLLOW STRUCTURAL SECTION (HSS) COLUMN OR TUBE STEEL (TS) COLUMN W6� SHEAR WALL SYMBOL (REFER TO SHEAR WALL SCHEDULE) ® INDICATES WOOD POST / REVISION TRIANGLE o INDICATES HOLLOW STRUCTURAL SECTION (HSS) COLUMN OR STEEL PIPE COLUMN 1 TILT -UP /PRECAST CONCRETE WALL PANEL NUMBER (REFER TO TILT -UP/ PRECAST CONCRETE WALL ELEVATIONS) INDICATES CONCRETE COLUMN :��= :_. I <> CMU CMU WALL REINFORCING SYMBOL TO CMU WALL REINFORCING SCHEDULE) INDICATES PRECAST CONCRETE COLUMN 8 ," CONTINUITY PLATE LENGTH (REFER TO TYPICAL DETAIL) ~— INDICATES MOMENT FRAME CONNECTION 5D INDICATES DOUBLE SHEAR CONNECTION (REFER TO THE STANDARD BOLTED BEAMS CONNECTION DETAIL) I- INDICATES DRAG CONNECTON INDICATES NUMBER OF STUD RAIL REQUIRED AT COLUMN (REFER TO STUD RAIL DETAILS) INDICATES WOOD OR STEEL STUD WALL C SR ) it 0 ROOF /FLOOR DIAPHRAGM NAILING NAILING SCHEDULE) SYMBOL (REFER TO DIAPHRAGM INDICATES MASONRY /CMU WALL STEEL COLUMN SYMBOL (REFER TO STEEL COLUMN SCHEDULE) INDICATES CONCRETE/TILT -UP CONCRETE WALL Cl te..ri _ _ ._,., T /SLAB ELEVATION SYMBOL (T/ REFERS TO COMPONENT THAT THE ELEVATION REFERENCES) 4 INDICATES WOOD OR STEEL STUD SHEAR WALL X' - X" 0 O3 STUD BUBBLE (INDICATES NUMBER OF STUDS REQUIRED IF EXCEEDS NUMBER SPECIFIED IN PLAN NOTE) - - 77 INDICATES BEARING WALL BELOW ® INDICATES STEP IN FOOTING (REFER TO TYPICAL STEP IN FOOTING DETAIL) INDICATES EXISTING WAI I j r DETAILS OR SECTION CUT (DETAIL NUMBER /SHEET NUMBER) POST- TENSION DEAD END PLAN END ( PLAN) X /SX.X © DETAILS OR SECTION CUT IN PLAN VIEW (DETAIL NUMBER /SHEET NUMBER) e,_�,_.` POST- TENSION STRESSING END (PLAN) �. " g eneee. _ eX INDICATES LOCATION OF CONCRETE WALLS, SHEAR WALLS OR BRACED FRAME ELEVATIONS 3 i"--1- POST - TENSION PROFILE (PLAN) (IN INCHES) /SX.X� SPAN INDICATOR (INDICATES EXTENTS OF FRAMING MEMBERS OR OTHER STRUCTURAL COMPONENTS) INTERMEDIATE STRESSING (PLAN) ABBREVIATIONS L Angle FIN Finish PSF Pounds per Square AB Anchor Bolt FLR Floor Foot ADDL Additional FRP Fiberglass PSI Pounds Per Square ALT Alternate Reinforced Plastic Inch ALUM Aluminum FTG Footing PSL Parallel Strand ARCH Architectural F/ Face of Lumber B or BOT Bottom GA Gage P -T Post - Tensioned B/ Bottom Of GALV Galvanized PT Pressure Treated BMU Brick Masonry Unit GEOTECH Geotechnical R Radius BP Baseplate GL Glue Laminated RD Roof Drain BTWN Between Timber REF Refer /Reference BLDG Building GWB Gypsum Wall Board REINF Reinforcing BLKG Blocking HDR Header REQD Required C Centerline HF Hem -Fir RET Retaining C Camber HGR Hanger SCHED Schedule CB Castellated Beam HD Hold -down SHTHG Sheathing CIP Cast in Place HORIZ Horizontal SIM Similar CJ Construction or HP High Point SMF Special Moment Control Joint HSS = TS (Hollow Frame CJP Complete Joint Structural Section) SOG Slob on Grade Penetration IBC International Building SPEC Specification CLR Clear Code SQ Square CMU Concrete Masonry ID Inside Diameter SR Studrail Unit IE Invert Elevation SF Square Foot COL Column IF Inside Face SST Stainless Steel CONC Concrete INT Interior STAGG Stagger, Staggered CONN Connection k Kips STD Standard CONST Construction KSF Kips Per Sq.Ft STIFF Stiffener CONT Continuous LF Lineal Foot STL Steel C'SINK Countersink LL Live Load STRUCT Structural CTRD Centered LLH Long Leg Horizontal SWWJ Solid Web Wood 0 Diameter LLV Long Leg Vertical Joist DB Drop Beam LP Low Point SYM Symmetrical DBA Deformed Bar Anchor LONGIT Longitudinal T Top DBL Double LSL Laminated Strand Lumber T/ Top Of DEV Development LVL Laminated Veneer Lumber T &B Top & Bottom DF Douglas Fir MAS Masonry TC AX LD Top Chord DIAG Diagonal MAX Maximum Axial Load DIST Distributed MECH Mechanical TCX Top Chord Extension DL Dead Load MEZZ Mezzanine TDS Tie Down System DN Down MFR Manufacturer T &G Tongue & Groove DO Ditto MIN Minimum THKND Thickened DP Depth /Deep MISC Miscellaneous THRU Through DWG Drawing NIC Not In Contract TRANSV Tr ansverse EA Each NTS Not To Scale TYP Typical EF Each Face OC On Center UBC Uniform Building EL Elevation OD Outside Diameter Code ELEC Electrical OF Outside Face UNO Unless Noted ELEV Elevator OPNG Opening Otherwise EMBED Embedment OPP Opposite URM Unreinforced EC Equal OWSJ Open Web Steel Joist Masonry Unit EQUIP Equipment OWWJ Open Web Wood Joist VERT Vertical EW Each Way IL Plate W Wide EXP Expansion PAF Powder Actuated Fastener W/ With EXP JT Expansion Joint PC Precast Conrete W/O Without (E) Existing PERP Perpendicular WHS Welded Headed Stud EXT Exterior PLWD Plywood WP Working Point FD Floor Drain PP Partial Penetration WWF Welded Wire Fabric FDN Foundation PREFAB Prefabricated .� Plus or Minus STRUCTURAL GENERAL NOTES GOVERNING CODE The "International Building Cade (IBC)", 240 Edition, as adopted and modified by the State of Washington shall govern design and construction. REFERENCE STANDARDS: Reference to a specific section in a code does not relieve the contractor from compliance with the entire standard. The latest edition of the standard shall be used unless a specific date is indicated. GENERAL REQUIREMENTS STRUCTURAL NARRATIVE: ['CI-Engineers are the SER for the ATM canopy project. We have completed the design and drawings for the canopy structure as well as the supporting foundation piers. The sign pole is designed by a SSE, DEFINITIONS: The following definitions cover the meanings of certain terms used in these notes: 'Architect/Engineer' - The Architect and the Structural Engineer of Record (SE R), • - S tructural Engineer of Record' (SER) - The structural engineer who is legally eligible to stamp & sign the structural documents fora building project. The SER is responsible for the design of the Pri- mary Structural System. • "Specialty Structural Engineer" (SSE) -,4 licensed professional engineer, not the SEE!, who performs specialty structural engineering seraices necessary for the structure to be completed and who has shown experience and training in the specific specialty. The general contractor, subcontractor, or sup- plier who is responsible for the design, fabrication and installation of specialty - engineered elements shall retain the SSE. Submittals shall be stamped and signed by they SSE. Documents stamped and signed by the SSE shell be completed by or under the direct supervision of the SSE with a PE license issued by the State of Washington, ▪ "Submit for review" - Submit to the Architect/Engineer for review prior to fabrication or construction. Per Plan' - Indicates references to the structural plans, elevations and structural general notes. NOTE PRIORITIES: Notes on the individual drawings govern over the general notes. STRUCTURAL DETAILS: The structural drawings are intended to show the general character and extent of the project and are not intended to show all details of the work. a dRAVhr'IhfGS: Refer to the architectural drawings for information including but not limited to: dimensions, elevations, slopes, door and window openings, non-bearing walls, curtain walls, stairs, eleva- tors. curbs, drains, depressions, railings, waterproofing, finishes and other nonstructural items. Arehite is di- mensions take precedence over the SER dimensions. STRUCTURAL RESPONSIBILITIES: The structural engineer is responsible for the strength and stability of the primary structure in its competed form. CQN.TFAC]4R RE5P10, IS€BILITilES: The contractor is responsible for the means and methods of construc- tion and all job related safety standards such as OSHA. This includes steel erection items specifically ad- dressed in the latest OSHA regulations. The contractor is responsible for the strength and stability of the structure during construction and shall provide temporary shoring, bracing and other elements required to maintain stability until the structure is complete it is the contractor's responsibility to be familiar with the work required in the construction documents and the requirements for executing it properly. The contractor shall, at his discretion employ, a Washington PE licensed engineer for design of temporary bracing and shoring. PlSCRE,PANCl1=S: In case of discrepancies between the General Notes, contract specifications and refer- ence standards, the Architect/Engineer shall determine which shall govern. Discrepancies shall be brought to the attention of the Architect/Engineer before proceeding with the work. SITE, VERIFICATION: The contractor shall wilily all dimensions and conditions at the site. Conflicts between the drawings and actual site conditions shall be brought to the attention of the Architect/Erigineer before pro- ceeding with the work. CONSTRUCTION LOADS: Loads on the structure during construction shall not exceed the design loads as noted in DESIGN LOADS below or the capacity of partially completed construction, SCENT UTlLITIEZ: The contractor shall determine the location of all adjacent underground utilities prior to earthwork, foundations, and prior to drilling holes for foundation piers. Any utility lrrforrnation shown on the drawings and details is approximate and not necessarily complete. ALTL RIN.AT ,T Alternates for specified items may be submitted to the ArchitectUEngineer for review. DESIGN LOADS WIND DESIGN: Basic Wind Speed [100 MPH, Exposure B, Building Category II (1 = 1.0)] Topographic Factor: Kt = 1,0 transverse direction Kt = 1,0 longitudinal direction SEISMIC DESIGN: [Seismic Importance Factor, le ® 1.0 Seismic Use Group I Spectral Response Acceleration (Short Period), S = 1.343 Spectral Response Acceleration (1- Second Period). S - .462 Site Class = D Spectral Response Coefficient (Short Period) S e .895g Spectral Response Coefficient (1- Second Period) S = 0.4269 Seismic Design Category D Response Modification Factor(s)a/ Basic seismic- force- resisting system: R = 2,5 (Inverted Pendulum System, cantilevered columns) Design Base Shear = 251 lbs Seismic response coefficients(s), Cs = .358 Base shear governed by: seismic SNOW LOAD: Flat Roof Snow Load p, e 25 PSF (1), Snow Exposure Factor C,. - 1.0, Snow Load Impor- tance Factor. l = 1.0, Thermal Factor, C, =1,0. P_Eafereinlal Roof Total Load Deflection Limit:........ 11240 Roof Live Load Deflection Limit;,.,,.,, ....11360 DL FERfRED SUBMITTAL (.DADS il h rs) All pre - engineered, prefabricated, manufactured. or other products designed by others shall be designed for the tributary dead and live loads plus wind and earth- quake loads and deflections when applicable. Live, wind, earthquake loads and deflection limits are shown above. Total design dead loads and deflection limits are shown below. In lieu of the cladding wind loads specified below, loads may be determined per the design criteria above. Design shall conform to the specifii- cations, reference standards and governing code. SUBMITTALS UaMITTALS: Submittals of canopy shop drawings, mix designs, rebar shop drawings, mill tests and product data shall review and stamped by the contractor before forwarding to the Architec'Engineer, Once the con- tractor has completed his review" the SER will review the submittal for general conformance with the design of the building and will stamp the submittal accordingly. Submittals shall be made in time to provide a minimum two -weeks for review by the Architect/Engineer. Submittals required fear each section of these notes are speci- fied in that section. SHOP ID WING REVIEW: Review by the Architect/Engineer is for general compliance with the design con- cept and the contract documents. Dimensions and quantities are not reviewed by the SEP, and therefore, must be verified by the General Contractor. Markings or comments shall not be construed as relie+iing the contractor from compliance with the project plans and specifications, nor departures there from. The contrac- tor remains responsible for details and accuracy; for confirming and correlating all quantities and dimensions; for selecting fabrication processes;, for techniques of assembly, and for performing work in a secure manner, When shop drawings (component design drawings) differ from or add to the requirements of the structural drawings they shall be designed and stamped by the responsible SSE. Sign pole a Not required. STRUCTURAL OBSERVATION: Not Required. DEfalrD tUOMITELLS: Items designed by others shall include calculations, code conformance, shop drawings (component design drawings) and product data. Design shall be prepared by the SSE and submit- ted to the Architect and SER for review prior to submission to the city for approval. The SSE shall submit to the Architect/Engineer for reaiew calculations and shop drawings (component design drawings) that are stamped and signed by the SSE. Once the contractor has completed his review of the SSE component draw- ings, the SER will review the submittal for general conformance with the design of the building and will stamp the submittal accordingly. Review of the Specialty Structural Engineer's (SSE) shop drawings (component design drawings) is for compliance with design criteria and compatibility with the design of the primary struc- ture and does not relieve the SSE of responsibility for that design. The SSE elements are normally fabricated off-site, require specialized equipment not usually available at a jobsite or require a proprietary process. All necessary bracing, ties, anchorage, proprietary products shall be furnished and installed per manufacturer's instructions or the SSE's design drawings and calculations. These elements include but are not limited to: TESTS AND INSPECTIONS INSPECTIONS: All construction is subject to inspection by the Building Official in accordance with IBC Sec. 109. The contractor shall coordinate all required Inspections with the Building Official. SPECIAL INSPECTIONS: Special inspectors shall be listed with WABO or shall submit their credentials for review by the GC and design team, In addition to inspections required by the local jurisdiction per IBC Sec, 109, special inspectors shall, in accordance with Ch. 17, inspect the following structural work: Structural Steel a Confirmation of the fabncator's compliance to the A1SC Quality Certification Program. See Structural Steel Section bellow. INSPECTION SUBMITTALS: Special inspection reports shall be provided on a weekly basis. Final special inspection reports will be required by each special inspection firm per IBC 1701,1,2, Submit copies of all in- spection reports to the Architect/Engineer and The Building Official. PREFABRICATED CONSTRUCTION: All prefabricated construction shall conform to IBC Sec. 1703. SOILS AND FOUNDATIONS (REFERENCE STANDARDS: Conform to IBC Chapter 18 "Foundations & Retaining Walls DESIGN SOIL VALUES: Typical Safety Factor per Soils Report 1.5 Allowable Foundation Pressure (Assumed) 1500 PSF -- Native Passive Lateral Pressure 200 PSF /FT Member Type/Location Foundations a Foundations 2500 Slabs-on- Grade and Sidewalks * Exterior 3500 Mix Desictn Notes: (1) ( GROUT: Use 5000, psi non- shrink grout for column base plates. TESTING AND ACCEPTANCE: C .crate Testtyr q grid Inpectii p: Not required. FOOTING DM" Tops of footings shall be as shown on plans. OAST -IN -PLACE CONCRETE REFERENCE STANDARDS: Conform to: (1) ACI 301 -99 "Standard Specifications for Structural Concrete', (2) iBC Chapter 19- Concrete, (3) ACI 318- 02/318R -02 FIELD REFERENCE: The contractor shall keep a copy of ACI Field Reference manual, SP -15, "Standard Specifications for Structural Concrete (ACI 301) with Selected AC! and ASTM References " CONCRETE MIXTURES: Conform to ACI 301 Sec. 4 "Concrete Mixtures." fjalaj L$: Conform to ACI 301 Sec. 4,2,1 `Materials" for requirements for cementitious materials, aggre- gates, mixing water and admixtures, T Provide all submittals required by ACI 301 Sec. 4.1.2. Submit mix designs for each mix in the table bellow, TABLE OF MIX DESIGN REQUIREMENTS Strength Test Age Maximum Maximum Air (psi) (days) Aggregate WIC Ratio Content 28 1" — 2% 28 1" 0.50 5% W/C Ratio: Water -cementitious material ratios shall be beeed on the total weight of cementitious mate- rials. Ratios not shown in the table above are controlled by strength requirements (2) Cementitious Content: (a) The minimum cement content shed! be 5.5 sacks per yard. The use of fly ash, other pozzolans, sil- ica fume, or slag is acceptable and shall conform to ACI 301 Sec 4.2.2.8.b. Maximum amount of fly ash shall be 10% of total cementitious content unless reviewed and approved otherwise by SER. (3) Air Content: Conform to AC1 301 Sec 4.2.2.4, Horizontal exterior surfaces in contact with the soil re- quire entrained air. Use "moderate exposure' Tolerance is ±1=' %. Air content shall be measured at point of placement. (4) Slump: Conform to ACi 301 Sec 4.2.2.2. Slump shall be determined at point of placement. Shrinkage Limit: Concrete used in elevated slabs and beams shall have a shrinkage limit of .045% at 28 days measured in accordance with ASTM C157. (6) Chloride Content: Conform to ACI 301 Sec 4.2.2.6 and Table 4.2.2.6 for "Other Reinforced Concrete Construction." (7) Non -chloride accelerator: Non - chloride accelerating admixture may be used in concrete slabs placed at ambient temperatures below 50 "F at the contractor's option. FORMWORK: Footing piers shall be neat formed, MEASURING, MIXING. AND DELIVERY: Conform to ACI 301 Sec. 4.3. HANDLING, PLACING, CONSTRUCTING ANL) CURING: Conform to ACI 301 Sec. 5. EMBEDDED ITEMS: Position and secure in place expansion joint material, anchors and other structural and non - structural embedded items before placing concrete. Contractor shall refer to mechanical, electrical, plumbing and architectural drawings and coordinate other embedded items. GROUT: Consult Simpson Catalog and Master Builders Construction and Service Division Product informa- tion Catalog for description of grouts listed below.] (1) Bearing Plates and Equipment. Use Master Builders, MASTERFLOW 928 Grout. REFERENCE STAND,RD$: Conform to (1) AC1 301 -99 "Standard Specifications for Structural Concrete ", Section 3 "Reinforcement and Reinforce - merit Supports." (2) ACI SP -66 "ACI Detailing Manual" including AC1 315"Details. and Detailing of Concrete Reinforcement." (3) CRS I MSP -2 -98 "Manual of Standard Practice." (4) ANS11AWS D1.4 "Structural Welding Code - Reinforcing Steel " (5) IBC Chapter 19- Concrete. (6) ACI 318- latest edition. 5U I IITTA.LS: Conform to ACI 301 Sec, 3.1.1 "Submittals. data and drawings." Submit placing drawings showing fabrication dimensions and locations for placement of reinforcement and reinforcement supports. Reinforcing Bars ASTM A615, Grade 80, deformed bars. Tie Wire 16.5 gage or heavier, black annealed WELDING: Bars shall not be welded unless authorized. When authorized, conform to ACI 301, Sec. 3.2.2,2. "Welding" and provide ASTM A706, grade 60 reinforcement. PLACING: Conform to ACI 301, Sec. 3.3.2 "Placement." Placing tolerances shall conform to Sec, 3.3.2.1 "Tolerances.' CONCRETE COVER: Conform to the following cover requirements from ACI 301, Table 3.3.2.3: Concrete cast against earth,_,,..,..,. 3" Concrete exposed to earth or weather 2" DESIGN STANDARDS: Structural Steel for this project is designed in accordance with American Institute of Steel Construction (AISC) Specifications. Gravity Framing elements for this project is deigned per: AISC - "Manual of Steel Construction, Allowable Stress Design (ASCU), Ninth Edition (1989)°. FABRICATI0 ERIN IB.1 =)ElE NCE_ S TA IAA IRD 1) AISC 'Code of Standard Practice for Steel Buildings & Bridges." (2000). SUBIMITJALS (1) Shop drawings prepared in accordance with AiSC `Code of Standard Practice" (2000). Section 4 "Shop and Erection Drawings" and Sec. M1 of the AISC "LRFD Specification for Structural Steel Buildings, December 27, 1999 ". (2) Submit welder's certificates verifying qualification within past 12 months. (3) Certified Mill Test Reports (MTR's) indicating the steel provided meets the requirements of the grade(s) specified. (4) Weld Procedure Specifications (WPS 's), (5) Charpy V -notch Conformance Certification for Welding Electrodes. MATERIALS: Structural Bars & Plates (PL) ASTM A36, Fy ® 36 ksi Hollow Structural Section - Square /Rect (HSS) „ASTM A500, Grade B Fy = 46 ksi High-Strength Botts., ASTM A3251F1852, Type 1, Plain Huth ASTM A56�3 Washers (fiat or beveled) ,.,..,.. „ ASTM F436-- required slotted & oversize holes Anchor Rods (Anchor Bolts) „...........,ASTM Fl554,Gr 55 Mild Threaded Rods ASTM A36. Fy = 36 ksi Welding Electrodes E7OXX. E71TXX unless noted otherwise with a minimum toughness of 20 ft -lbs at 40 degrees Fahrenheit. WELDING: 1. Welding shalt conform to AWS 01.1 " Stnuctural Welding Code -- steer and visually conform to AWS Section 6 and Table. 6.1 2. Welders shall be qualified for the specific prequalified joints required by the design and certified in accordance With AWS requirements, 3. Welding shall be done with AVVS Prequalified Welding Processes unless otherwise approved. 4. Welder qualifications and WPS's shall be maintained at the site of the work and shall be readily avail- able for inspection upon request. both in the shop and in the field. 5. Use E70 or E71 T, 70 ksi strength electrodes appropriate for the process selected. 6. Welds of members defined a part of the lateral Seismic Load Resisting System (SLRS) shall be ac- complished with filler metal producing welds with a Charpy V -Notch toughness of 20 foot - pounds at minus 20 degrees Fahrenheit. Submit evidence of compliance. 7. Welds of Beam Flanges -to- Columns, full penetration beam webs or tabs to columns and column splices in Special Moment Frames (SMF) or Ir`Ite'mediate Moment Frames (IMF) defined a part of the lateral Seismic Load Resisting System (SLRS) which will be enclosed and maintained at 50 degrees Fahrenheit OF higher shall be accomplished with filler metal producing welds with a Charpy V -Notch (CVN) toughness of 40 foot- pounds at plus 70 degrees Fahrenheit in addition to the CVN of 20 foot - pounds at minus 20 degrees Fahrenheit. Submit evidence of compliance. Certified Weld inspector (CVVI) certified in accordance with provisions of AWS QC1, shall inspect and document compliance with the following: a, Confirm welder qualifications prior to the start of work b, Review all VVPS prior to the start of work. c. Confirm materials in fabrications conform to the specifications d, Periodically observe joint ,pre.- ration, fit -up and welder techniques. a. Identify on plans all multi -pass fillet welds, single pass fillet welds greater than 5/16 ", and Complete- and Partial- Joint Penetration (CJP or PJP) groove welded butt joints that require Continuous (Special) Inspection, f Visually inspect all welds per Special inspection Requirements for Steel and AWS Section 6,5 and Table 6,1. CONCRETE REINFORCEMENT STRUCTURAL STEEL Lateral Force Resisting System (LFRS): The ATM canopy frames for Seismic & Wind Resistance for this project are classified as architectural component. 9, Welding of high strength anchor rods is prohibited unless approved by Engineer. Canopy fabrication shall conform to A1SC "Code of Standard Practice" (2000), Section 6 "Shop Fabri- cation and Delivery ", Section 8 "Quality Assurance." and Sec. M2 and Ma of the applicable AISC specification. Structural Welding and associated inspections and qualifications shall conform to the AWS D1.1. See WELDING notes and SPECIAL INSPECTIONS for Structural Steel. The canopy fabricator shall maintain detailed fabrication & erection quality control procedures per IBC Sec 1704.2.1 that provides the basis for inspection control of the workmanship and ensures that the work is performed in accordance with Code of Standard Practice, the AISC Specification. and the Contract Documents Local Special Inspector shall review the procedures for completeness and adequacy relative the Code and the Work, Further shop Special Inspections shall be waived if the Fabricator is "AISC Cer- tified" or otherwise "Approved' by the Authority Having Jurisdiction per IBC Sec 1704.2.2. See SPE- CIAL INSPECTIONS for Structural Steel. The canopy fabricator shall be certified by the AISC Quality Certification Program with the following lei of certification: Sbd - Conventional Steel Building Structures 1) Conform to AISC "Code of Standard Practice" (2000), Section 7 "Erection ". Section 8 "Quality Assur- ance." and Sec, M4 of the applicable AISC specification 2) The Erector shall maintain detailed fabrication & erection quality control procedures that ensure that the work is performed in accordance with Code of Standard Practice, the AISC Specification, and the Contract Documents_ 3) Steel work shall be carried up true and plumb within the limits defined in AISC Code Sec. 7.11. D --1:5o Q V IO Dz Z> p —1 co Q 0:1 co E co cr ct Z Lu 0 0 0 Q ci_ _ Lu Z<o 0 t ftICEIVED JUN .2 2007 PERMIT CENTER STRUCTURAL GENERAL NOTES, DRAWING LEGEND a ABBREVIATIONS 0731057 224 511.dwg 20 Jun 2007 — 12:07 pm mandreasen N -:\\ iii 4WCUT� I 1 I I El I 1 I I I I I L J �__ . '. .– –. \ 7 i \ r r % i 1 t I . • . . (E) SLAB ON GRADE T /SLAB = PER ARCH / 0 S FOUNDATION PLAN FOUNDATION PLAN NOTES: 2' -7y" 1 T (E) ATM // 2/52.1 TYP 0 1. FOR STRUCTURAL GENERAL NOTES, DESIGN CRITERIA, ABBREVIATIONS AND LEGEND, REFERENCE S1.1. 2. VERIFY ALL DIMENSIONS AND ELEVATIONS WITH THE ARCHITECTURAL DRAWINGS. ALL EXISTING DIMENSIONS SHALL BE FIELD VERIFIED. 3. CONTRACTOR SHALL LOCATE AND VERIFY THE FOLLOWING WITH OTHERS PRIOR TO POURING CONCREIL: ALL CHASES AND PIPES PER ELECTRICAL DRAWINGS. CONCRETE CURBS AND LOCATIONS PER ARCHITECTURAL DRAWINGS. 4. TOP OF SLAB (T /SLAB) ELEVATION ASSUMED 0' -0 ". FOR ACTUAL T /SLAB ELEVATION REFER TO CIVIL AND ARCHITECTURAL DRAWINGS. 5. TYPICAL TOP OF EXTERIOR (T /EXTERIOR) FOOTING ELEVATIONS = 0'--0" 6. ALL FOOTINGS AND SLABS TO BEAR ON COMPETENT NATIVE SOIL AND /OR STRUCTURAL FILL. 7. ANCHOR BOLTS TO BE 8" MINIMUM EMBEDMENT. 8. REFERENCE TYPICAL DETAILS AS FOLLOWS: 4/52.1 STANDARD HOOKS AND BAR BENDS. SCALE: 3/4"=1' –0" HSS FOOTING DETAI SOG OR FINISHED GRADE PER ARCH SECTION A -A (E) SOG) l'f T� 1 1 . T1 Ii I 77 1 I '�fTT CLEARANCE SIGN FOOTING (14) # # ALT HAIR PINS 6 "OC ANCHOR BOLTS TYP ® 1lI —' IIA lII 1I_1 I CLEARANCE POST / /7--- W/ BASE E BY OTHERS #3 SPIRAL W/ 6" PITCH A –A TYP TYP SECTION B -B HSS PER PLAN (3) #3 HOOPS CO 2OC 1/2" BASE IP PER 52.3 W/ ( 5 /8" 1 SST AB HSS SCALE: 3 /4 " -1' —O" SECTION A -A SCALE: 3/4"-1'-0" ( #5 (4) ANCHOR BOLTS INSIDE CAGE 10 02901 NEW OR RELOCATED BOLLARD CL (0 U I TYPICAL SECTION AT BOLLARD NEW OR r RELOCATED BOLLARD— -1-- – _ _ a' a OUTLINE OF CANOPY —II I I EI � I I- I I I =I I I a II 1� ° hI 1 = 1 I I 1 I I- III -1 I I I I 111 I- II -III PER PLAN NEW OR RELOCATED BOLLARD NEW OR RELOCATED BOLLARD PER ARCH CONC FILLED STD STL PIPE. SIZE & LOCATION PER ARCH (E) DRIVElgY NEW CLEARANCE BAR LID 141 POST SOG OR FINISHED GRADE PER ARCH CONC FTG SCALE: 3/4".1'-0" r 90' D D\ 45 D = 6d FOR #3 THRU #8 D = 8d FOR #9, 10 & 11 ALL REINFORCING EXCEPT COLUMN TIES AND BEAM STIRRUPS d 0 [0 ` D l STIRRUP z z n 180° 90° fD d \ i ` STIRRUP OR TIE D = 4d FOR 3, 4 & 5 D = 6d FOR 6, 7 & 8 135° o� 45° 0 z C A D 90° D 180' r° I BEAM OR COLUMN CROSSTIES BEAM STIRRUPS AND COLUMN TIES d = BAR DIAMETER, D – BEND DIAMETER STANDARD HOOKS AND BENDS - BEAM STIRRUPS AND COLUMN TIES 24d1/20! 21/2" R MIN UJ 180' 12d 6d OR 4" MIN 1 90' 03400 (FOR REVISIONS TO STANDARD HOOKS & BENDS REF TO CURRENT ACT) SCALE: NONE SITE PLAN SCALE: 1 /8"=1'-o" STRUCTURAL FOUNDATION PLAN & DETAILS 0731057 224 S21.dwg 20 Jun 2007 — 10:50 am mandreasen / \ \ 7 I I I I f I r I AMC UT / 0 S FOUNDATION PLAN FOUNDATION PLAN NOTES: 2' -7y" 1 T (E) ATM // 2/52.1 TYP 0 1. FOR STRUCTURAL GENERAL NOTES, DESIGN CRITERIA, ABBREVIATIONS AND LEGEND, REFERENCE S1.1. 2. VERIFY ALL DIMENSIONS AND ELEVATIONS WITH THE ARCHITECTURAL DRAWINGS. ALL EXISTING DIMENSIONS SHALL BE FIELD VERIFIED. 3. CONTRACTOR SHALL LOCATE AND VERIFY THE FOLLOWING WITH OTHERS PRIOR TO POURING CONCREIL: ALL CHASES AND PIPES PER ELECTRICAL DRAWINGS. CONCRETE CURBS AND LOCATIONS PER ARCHITECTURAL DRAWINGS. 4. TOP OF SLAB (T /SLAB) ELEVATION ASSUMED 0' -0 ". FOR ACTUAL T /SLAB ELEVATION REFER TO CIVIL AND ARCHITECTURAL DRAWINGS. 5. TYPICAL TOP OF EXTERIOR (T /EXTERIOR) FOOTING ELEVATIONS = 0'--0" 6. ALL FOOTINGS AND SLABS TO BEAR ON COMPETENT NATIVE SOIL AND /OR STRUCTURAL FILL. 7. ANCHOR BOLTS TO BE 8" MINIMUM EMBEDMENT. 8. REFERENCE TYPICAL DETAILS AS FOLLOWS: 4/52.1 STANDARD HOOKS AND BAR BENDS. SCALE: 3/4"=1' –0" HSS FOOTING DETAI SOG OR FINISHED GRADE PER ARCH SECTION A -A (E) SOG) l'f T� 1 1 . T1 Ii I 77 1 I '�fTT CLEARANCE SIGN FOOTING (14) # # ALT HAIR PINS 6 "OC ANCHOR BOLTS TYP ® 1lI —' IIA lII 1I_1 I CLEARANCE POST / /7--- W/ BASE E BY OTHERS #3 SPIRAL W/ 6" PITCH A –A TYP TYP SECTION B -B HSS PER PLAN (3) #3 HOOPS CO 2OC 1/2" BASE IP PER 52.3 W/ ( 5 /8" 1 SST AB HSS SCALE: 3 /4 " -1' —O" SECTION A -A SCALE: 3/4"-1'-0" ( #5 (4) ANCHOR BOLTS INSIDE CAGE 10 02901 NEW OR RELOCATED BOLLARD CL (0 U I TYPICAL SECTION AT BOLLARD NEW OR r RELOCATED BOLLARD— -1-- – _ _ a' a OUTLINE OF CANOPY —II I I EI � I I- I I I =I I I a II 1� ° hI 1 = 1 I I 1 I I- III -1 I I I I 111 I- II -III PER PLAN NEW OR RELOCATED BOLLARD NEW OR RELOCATED BOLLARD PER ARCH CONC FILLED STD STL PIPE. SIZE & LOCATION PER ARCH (E) DRIVElgY NEW CLEARANCE BAR LID 141 POST SOG OR FINISHED GRADE PER ARCH CONC FTG SCALE: 3/4".1'-0" r 90' D D\ 45 D = 6d FOR #3 THRU #8 D = 8d FOR #9, 10 & 11 ALL REINFORCING EXCEPT COLUMN TIES AND BEAM STIRRUPS d 0 [0 ` D l STIRRUP z z n 180° 90° fD d \ i ` STIRRUP OR TIE D = 4d FOR 3, 4 & 5 D = 6d FOR 6, 7 & 8 135° o� 45° 0 z C A D 90° D 180' r° I BEAM OR COLUMN CROSSTIES BEAM STIRRUPS AND COLUMN TIES d = BAR DIAMETER, D – BEND DIAMETER STANDARD HOOKS AND BENDS - BEAM STIRRUPS AND COLUMN TIES 24d1/20! 21/2" R MIN UJ 180' 12d 6d OR 4" MIN 1 90' 03400 (FOR REVISIONS TO STANDARD HOOKS & BENDS REF TO CURRENT ACT) SCALE: NONE SITE PLAN SCALE: 1 /8"=1'-o" STRUCTURAL FOUNDATION PLAN & DETAILS 0731057 224 S21.dwg 20 Jun 2007 — 10:50 am mandreasen HSS1x1x /8 WELDMENT FRAME R /2x 10x 1'- 2 TYP (4) PLACES (7) RIVETS PER 4/S2.3 TYP 4/S2.3 BASE PLAN u 3 / CANOPY FRAMING PLAN EH-E13- 1' -3 3 -234 �~ FND PER S2.1 N f!) t''7 2' -5" 578 SCALE: 3/4"-1'-o" SCALE: 3/4"H ' -0" 13" ALUM RIB TYP 0.063" 3003 ALUM ROOF SHEET ATTACH TO RIBS W/ #10 x 3 /4" SELF DRIWNG SELF TAPPING SCREWS (15 PER SHEET) 13" ALUM BLKG PANELS 8/52.2 2/52.3 0.063" 3003 ALUM CEILING SHEET ATTACH TO RIBS W/ #10 x 3 /4" SELF DRILLING SELF TAPPING SCREWS (15 PER SHEET) LONGITUDINAL SECTION a ° 4 423 COL PER PLAN TYP PIER PER PLAN & S2.1 TYP SCALE: 3 /4" =1' -0" i COL PER PLAN TYP PIER PER PLAN & S2.1 TYP TRANSVERSE SECTION 13" ALUM BLKG PANELS V014,500 SCALE: 3 /4 " =1' -O" Q � � CO �w a w � LLI Fz z <a O tt) ECEiv JUN 2 5 2007 SHEET TITLE: STRUCTURAL CANOPY FRAMING PLAN 0731074 224 S22.dwg 20 Jun 2007 — 1:08 pm mandreasen 1 I . n n n n n n /n I II I II II II I II I II II II I I I I II II II I II I II II I II I .. -. �' II I II H ' I I, \ II I II II `II I II II II IL II I HSS1x1x /8 WELDMENT FRAME R /2x 10x 1'- 2 TYP (4) PLACES (7) RIVETS PER 4/S2.3 TYP 4/S2.3 BASE PLAN u 3 / CANOPY FRAMING PLAN EH-E13- 1' -3 3 -234 �~ FND PER S2.1 N f!) t''7 2' -5" 578 SCALE: 3/4"-1'-o" SCALE: 3/4"H ' -0" 13" ALUM RIB TYP 0.063" 3003 ALUM ROOF SHEET ATTACH TO RIBS W/ #10 x 3 /4" SELF DRIWNG SELF TAPPING SCREWS (15 PER SHEET) 13" ALUM BLKG PANELS 8/52.2 2/52.3 0.063" 3003 ALUM CEILING SHEET ATTACH TO RIBS W/ #10 x 3 /4" SELF DRILLING SELF TAPPING SCREWS (15 PER SHEET) LONGITUDINAL SECTION a ° 4 423 COL PER PLAN TYP PIER PER PLAN & S2.1 TYP SCALE: 3 /4" =1' -0" i COL PER PLAN TYP PIER PER PLAN & S2.1 TYP TRANSVERSE SECTION 13" ALUM BLKG PANELS V014,500 SCALE: 3 /4 " =1' -O" Q � � CO �w a w � LLI Fz z <a O tt) ECEiv JUN 2 5 2007 SHEET TITLE: STRUCTURAL CANOPY FRAMING PLAN 0731074 224 S22.dwg 20 Jun 2007 — 1:08 pm mandreasen 6' -0" LIGHT MOUNT BENT FROM 0.125" 3003 ALUM 13" RIB 0.125" 3003 ALUM SECTION 1 /8 A —A CONNECTION AT WELDMENT 4 "0 HOLE SECTION A -A 1/2" R WELDMENT DRILL 35/64 "0 HOLES TAP FOR 5 /8 " -11 le -10" W/ (4) 5 /8 "93 SST CAP SCREWS HSS W/ BASES. PER PLAN SCALE: 1 CANOPY ROOF SHEET 13" BLKG 0.125" 3003 ALUM CANOPY CEILING 0.63" 3003 ALUM CEIUNG SHEET SCALE: 1 BENT RIB 0.125" 3003 ALUM (3) 13/64 "0 HOLES FOR 3/16 "0 ALUM BUND RIVETS 1 " SECTION A -A CANOPY ROOF SHEET BASE PLATE CONNECTION BENT RIB 0.125" 3003 ALUM 0 0 CANOPY CEILING 0.63" 3003 ALUM LIGHT MOUNT CONNECTION SECTION A -A e .a p : SECTION B -B 5/8" B —B SCALE: 1 SCALE: 3 /4" =1' -0" 8' -0" LIGHT MOUNT BENT FROM 0.125" 3003 ALUM ( 3 /16 " ALUM BLIND RIVETS (3) 3/10i ALUM BLIND RIVETS 6' -0" LIGHT MOUNT BENT FROM 0.125" 3003 ALUM 13" RIB 0.125" 3003 ALUM SECTION CANOPY ROOF SHEET 13" BLKG 0.125" 3003 ALUM CEILING SHEET SCALE: 1 SECTION CANOPY ROOF SHEET BENT RIB 0.125" 3003 ALUM CANOPY CEILING SHEET 8' —O" LIGHT MOUNT BENT FROM 0.125" 3003 ALUM (3) 3 /1 s "o ALUM BLIND RIVETS 3 /16 "0 SST BLIND RIVETS PER 1/52.2 WELDMENT SCALE: 1 V 0 aJ co m cc ) >- CO LL 2;D, o W a z W Q :za a L - te a' '- o to EcEIWED JUN -2 52007 PERMIT DER 0731074 224 S23.dwg 20 Jun 2007 — 11:26 am mandreasen