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HomeMy WebLinkAboutPermit D08-120 - RAINIER INDUSTRIES - CANOPYRAINIER INDUSTRIES 18375 OLYMPIC AVE S D08 -120 Parcel No.: 7888900130 Address: 18375 OLYMPIC AV S TUKW Suite No: Tenant: Name: RAINIER INDUSTRIES LTD Address: 18375 OLYMPIC AV S , TUKWILA WA Owner: Name: AMMEX CORPORATION Address: PO BOX 88047 , TUKWILA WA 98138 Phone: 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 Contact Person: Name: YUSHIH HO Address: 18435 OLYMPIC AV S , TUKWILA WA 98188 Phone: 425 981 -1215 Contractor: Name: RAINIER INDUSTRIES LTD Address: 18435 OLYMPIC AV S , TUKWILA, WA 98188 Phone: 425- 251 -1800 Contractor License No: RAINIIL066QP DESCRIPTION OF WORK: INSTALL ONE NEW ENTRANCE CANOPY OVER THE MAIN ENTRANCE. CANOPY IS AN ARCH - SHAPED TENT STRUCTURE. Value of Construction: Type of Fire Protection: Type of Construction: doc: IBC -10/06 CitAf Tukwila $10,000.00 DEVELOPMENT PERMIT * *continued on next page ** Permit Number: D08 -120 Issue Date: 08/01/2008 Permit Expires On: 01/28/2009 Expiration Date: 12/31/2008 Fees Collected: $388.13 International Building Code Edition: 2006 Occupancy per IBC: D08 -120 Printed: 08-01 -2008 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N Permit Center Authorized Signature: Print Name: doc: IBC -10/06 City ainukwila S 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 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 I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating Signature: A , Li ■ 6, 1 ri .._•, V ' . Date: O A 3. 1 construction or the perf • ance of work. I am aut to sign and obtain this development permit. 1 - P ,. - , . Ps.+mk-t It'r‘ce Permit Number: D08 - 120 Issue Date: 08/01/2008 Permit Expires On: 01/28/2009 Date: i/o/ l y 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. D08 -120 Printed: 08-01 -2008 Parcel No.: 7888900130 Address: Suite No: Tenant: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us 18375 OLYMPIC AV S TUKW RAINIER INDUSTRIES LTD 1: ** *BUILDING DEPARTMENT CONDITIONS * ** PERMIT CONDITIONS Permit Number: Status: Applied Date: Issue Date: D08 -120 ISSUED 03/05/2008 08/01/2008 2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. 3: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to start of any construction. These documents shall be maintained and made available until final inspection approval is granted. 4: The special inspections for steel elements of buildings and structures shall be required. All welding shall be done by a Washington Association of Building Official Certified welder. 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: Truss shop drawings shall be provided with the shipment of trusses delivered to the job site. Truss shop drawings shall bear the seal and signature of a Washington State Professional Engineer. Shop drawings shall be maintained on the site and available to the building inspector for inspection purposes. 8: 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. 9: Manufacturers installation instructions shall be available on the job site at the time of inspection. 10: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206- 431 - 3670). 11: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. 12: ** *FIRE DEPARTMENT CONDITIONS * ** 13: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 14: Required fire resistive construction, including occupancy separations, area separation walls, exterior walls due to location on property, fire resistive requirements based on type of construction, draft stop partitions and roof doc: Cond -10/06 D08 -120 Printed: 08 -01 -2008 ® 0 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 coverings shall be maintained as specified in the Building Code and Fire Code and shall be properly repaired, restored or replaced when damaged, altered, breached, penetrated, removed or improperly installed. (IFC 703.1) 15: This review limited to speculative tenant space only - special fire permits may be necessary depending on detailed description of intended use. 16: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 17: These plans were reviewed by Inspector 0700. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575 -4407. doc: Cond - 10/06 * *continued on next page ** DO8 -120 Printed: 08 -01 -2008 doc: Cond -10/06 S City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us 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. ate: D08 -120 Printed: 08-01 -2008 CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://wwlv.ci.tukwila.wa.us SITE LOCATION Site Address: V 71 01-* N., N4G . S . Tenant Name: R4k 4E INDoc-TR■6 s LW Property Owners Name: t3 1-W fli . rroF'Ltc riES Mailing Address: 1 P 5 ()L`(MPIC /11/F S • Mailing Address: E -Mail Address: Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. * *Please Print ** 1 ot'(Mpfc Ave S. yush-1h Ct� Y Contact Person: E -Mail Address: Contractor Registration Number: Building Permit No. M echanical Permit No. Plumbing /Gas Permit No. Public Works Permit No. Project N o. For of tce use on King Co Assessor Tax No.: 7 3 B g o o i 3 cc 6 Suite Number: Floor: New Tenant: © Yes ❑ ..No TO Kit / City w4 State Zip CONTACTI. RSSON' wb your permit.is ready 0 be issued Day Telephone: 4 2 5 98/ 1z/5" 2 /5 9 g/ ( City wn State Zip Fax Number: 4-2 5— 2� /- c .&5 T V klnllt1 GENERAL CONTRACTOR INFORMATION ? (Contractor Information for Mechanical (pg 4) for Plumbing and Gas Piping (pg 5 Company Name: Mailing Address: City Day Telephone: Fax Number: Expiration Date: State Alit plfans must be wet stamped by CNITEC OF RECORD Company Name: Mailing Address: City Contact Person: Day Telephone: E -Mail Address: Fax Number: State st stamped by ENGINEER OF RECORD Engines Company Name: Mailing Address: City Contact Person: Day Telephone: E -Mail Address: Fax Number: Q: \Applications\Porms- Applications On Linen -2006 - Permit Application.doc Revised: 9 -2006 bh State Zip Zip Zip Page 1 of 6 BUILDING PERMIT INFORMATION ? 206- 431 -3670 Valuation of Project (contractor bid price): $ /D, 60O . ' Existing Building Valuation: $ [0 7 CO, DOO, Scope of Work (please provide detailed information): 1hSta t l One npw n ic.e c.olo p y p l/ PY -44) /(v Q y — „ d ,,p K Z/ 1a1/ . Will there be new rack storage? ❑ Yes ❑ .. No If yes, a separate permit and plan submittal will be required. Bt ovide Al ding Areas Square Footage o Se 3` Floor Floors thru las Access lSt Atta>hed Garage Deta l G aragi Au Detadiis Covered ck Uncovered Deck /3, 2 /e Addition to Existing Structure Type of Construction per Type of Occupancy per IBC 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. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑ Yes ❑ No If es? explain: FIRE PROTECTION /HAZARDOUS MATERIALS: ❑ Sprinklers ❑ Automatic Fire Alarm ❑ None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes ❑ No If es? attach list of materials and storage locations on a separate 8 -1/2? x 11? paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ On -site Septic System ? For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. Q: Applications\Forms- Applications On Line\3 -2006 - Permit Application. doc Revised: 9.2006 bh Page 2 of 6 PERMIT> AP ICATION NOTES ? Applicable to all permit his application Value of Construction ? In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review ? Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. Building and Mechanical Permit The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). Plumbing Permit The Building Official may grant one extension of time for an additional period not exceeding 180 days. The extension shall be requested in writing and justifiable cause demonstrated. Section 103.4.3 Uniform Plumbing Code (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNTRI D AGENT: Signature: \ V�� L Print Name: V. $ \r\ Mailing Address: I `f` 3 C V ); f4 C AVE Q: Wpplications\Forms- Applications On Line \3-2006 - Permit Application. doc Revised: 9 -2006 bh Tu Date: 3 ( Day Telephone:��S / P- (LA V til i t Cfr RE City State Zip Date Application Accepted: Date Application Expires: DI12Sft Staff Initials: Page 6 of 6 Receipt No.: R08 - 00626 Payee: RAINIER INDUSTRIES, LTD. ACCOUNT ITEM LIST: Description rind Ra.pint -(1R BUILDING - NONRES PLAN CHECK - 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 Parcel No.: 7888900130 Permit Number: D08 -120 Address: 18375 OLYMPIC AV $ TUI W Status: PENDING Suite No: Applied Date: 03/05/2008 Applicant: RAINIER INDUSTRIES LTD Issue Date: Initials: JEM Payment Date: 03/05/2008 11:33 AM User ID: 1165 Balance: $0.00 TRANSACTION LIST: Type Method Descriptio Amount Payment Check 51527 388.13 RECEIPT Account Code Current Pmts 000/322.100 000/345.830 000/386.904 Payment Amount: $388.13 232.50 151.13 4.50 Total: $388.13 9441 03/05 9710 TOTAL 388.13 Printari. (13- 115- 90(1R Proj ( Type of Inspection: prior to approval. N Address: 1A37 0 «Pm 1C Date Called: COMMENTS: Special Instructions: Date Wanted: c� z U – OS a.m. p.m. Requester: Phone No: e0(e -7 3 o- 2 `i"Z - ? Approved per applicable codes. Corrections required prior to approval. N COMMENTS: • i I) Rif Ak e ?ip;_ . F 1kJ, L _ -. . 111 0 R o'3 l I 'c( 1--2 6 C INSPECTION RECORD Retain a copy with permit INSP ION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Ce*_ I I- 7,8-4, .00 REINSPECTION FEE RE UIRED. P for to inspection, fee must be — p d at 6300 Southcenter Blvd., uite 100 Call to schedule reinspection. eei No.: Insp o 'Date: COMMENTS: T o < f _ I r speclion , �\ K� r\AA u. AI Address: ( #3 bLL-j,-. AVL �. ;� : lJ Li A:. 1 ( : S t0 J Ae. u1 :T1" e�C(� p )/\ 0 _ 3 , n ` R "`_ay 0 � p.m. I RA J I �- o AA Mt 5 — c1Q 6.:A-(s -- 1 Prop t is : ... : G ( f u- � S A r T o < f _ I r speclion , �\ K� r\AA u. AI Address: ( #3 bLL-j,-. AVL �. Date Called: Special Instructions:tt Date Wanted: I _ 3 , n ` R "`_ay 0 � p.m. Requester: Phone No: 73O -2.124 0"1 ❑ Approved per applicable codes. INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 PERMIT NO. Corrections required prior to approval. Inspector: (Date. I z 3 d ? ri $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: :___D p1 �.1Al SW � z , ,,-,. et/ e. ? A) 7 - J i ' e-- J--i s i .Q to Cr /l -f _Ez S f° c.� . ` be t . F J - i 4.1 I '1 e. (, S (7 t..--D A c fc .4 i- / 7 I t'J L Date Wanted: S �: 4 -mss e c.� a - r ©e: i .. �v_.() , --s � '\ t a , 3f ( 'Ai 'ems(.(' r4 P i �.,�, re d 7 (-- 7) 7 1J: (,t I'. 1 A Phone No — 4 Z ()C_ ( AAC %t T v .j v . C.,,-/ A. } f -,` " ,e l} P /tJ� r 1A C.�.P AA,, r 7 r, • t A ( Ot"-t v /\ ./k ii /: t ) 7z) /J i I G� / 'AA J r e U11 ?_ k . 2AL4 -- _ a I Proj ct: Q - ., .-.:1,1 K ^1 ! 11 Type o spectio , /- �� /� ' (A l am 7 Address: 837S Ott-P 4 - . Date Called: t Special Instructions: / Date Wanted: a . m . Requester: Phone No — 4 Z CI1 --1110 $kl INSPECTION NO. ❑ Approved per applicable codes. INSPECTION RECORD Retain a copy with permit 0 4- PERMIT NO CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)433670 orrections required prior to approval. Date: ❑ $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: Project: 1,4' } k�5 . Type of Ins ection: r i i p"' rki/ - Address: ` 315 0 h y tAA et G Dicv C, Suite #: Contact Persoq�...•. I t.'1* .tn to Special Instructions: Phone No.: Need s Shift Inspection: Sprinklers: Fire Alarm: Hood & Du ct: 3 Monitor: Pre -Fire: Permits: Occupancy Type: i i INSPECTION NUMBER Word /Inspection Record Form.Doc ...??.-- per applicable codes. INSPECTION RECORD Retain, a copy with permit CITY OF TUKWILA FIRE DEPARTMENT - PERMIT NUMBERS 444 Andover Park East, Tukwila, Wa. 98188 206 -575 -4407 1/13/06 ri Corrections required prior to approval. $80.00 REINSPECTION FEE REQUIRED. You will receive an invoice from e City of Tukwila Finance Department. Call to schedule a reinspection. T.F.D. Form F.P. 113 COMMENTS: Inspector: • kati 6 Date: /2.2, /e.)5 Hrs.: I • CMOs January 26, 2009 City of Tukwila Building Department 6300 Southcenter Blvd, Suite 100 Tukwila, Washington 98188 -2544 Project: Rainier Industries Canopy Address: 18375 Olympic Avenue South, Tukwila Items inspected are: 1. Anchor bolt installation Sincerely, OTTO ROSENAU & ASSOCIATES, INC. Susan Rosenau -Moser Vice President OTTO ROSENAU & ASSOCIATES, INC. Email c: Rainier Industries, Ltd. Attention: Mr. David Taquino Geotechnical Engineering, Construction Inspection & Materials Testing 6747 M. L. King Way South, Seattle, Washington 98118 -3216 USA Tel: (206) 725 -4600 • Toll Free: (888) OTTO -4 -US • Fax: (206) 723 -2221 WBE W2F5913684 • WABO Registered Agency • Website: www.ottorosenau.com Permit Num Job Numbe er: D08 -120 : 09 -0042 We state that the work requiring special inspection was, to the best of our knowledge, in conformance with the approved plans and specifications and the applicable workmanship provision of the building code. Our knowledge is limited to our reports. All typewritten reports have been mailed to your office or are enclosed. All reports appear to be complete. This report should not be considered as a warranty for conditions and /or details of the building. F NOISII11Ia 9NiGII emeinl s 6001 9 "NVf (HA ` $INN 33NV1TdW00 3000 llaa IT DATE: January 12 2009 Structural Evaluation REQUESTED BY: PROJECT NAME: PROJECT NO.: Dear Bruce, It is our understanding that a special inspection of the post installed concrete anchors used to attach the canopy to the existing concrete walls was not performed. Since a special inspection of post installed anchors is required under IBC 2006, we recommend that additional anchors be installed in each tie -back arm anchor plate as shown in the attached details. The attached details show (2) additional Hilti Kwik Bolt TZ expansion anchors (with 3'/." minimum embedment) being installed at each anchor plate. Following the details are supporting calculations showing the new anchors compliance with the ACI 318 cracked concrete provisions adopted under IBC 2006. As shown in the structural calculations, the new anchors have sufficient capacity (independent of the existing anchors) to withstand the design loads as set forth in our original structural calculations. General Notes: Please contact us if you have any questions. Respectfully, NO7 Joseph Jorgensen Project Manager 08235 2. All post installed concrete anchors shall be installed in the presence of a certified special inspector. New Rainier Entrance Canopy 08235 RFI - ENGINEERING RESPONSE Bruce Blunt PHONE NO.: (425) 251 -1800 Rainier Industries, Ltd. FAX NO.: (425) 251 -5065 1. Post installed concrete anchors shall be Hilti Kwik Bolt TZ (ESR -1917) or approved equivalent expansion anchors. Any post installed concrete anchor used shall have a current ICC report detailing the anchors compliance with the ACI 318 cracked concrete provisions adopted under IBC 2006. r•• -.. •l . ~~ a r+ r As ..3 HECEWWED CITY OF TLJKWILA ► JAN i16 2009 PERMIT CENTER • ^/'.o.1!G3 ,0 :q1 01/12/2009 S2 111>S 111>CCIA1111. II I PSC r1.2Cli I EXPIRES: 2.• 13.0 JAN 1 2 2009 JCI Engineering and S2 Specialty Stn (ctugs are divisions of JCI Holding . 8076 West Sahara Avenue Suite BLas Vegas, FTevada 89117 Phone: 702.313.9393 Fax: 702.313.9394 1 of 9 08235 3/8" -THICK x 7' x 16" STEEL PLATE EXISTING 9116'0 HOLE FOR 1/2'0 GENERIC EXPANSION ANCHORS WITH 3 1/2 " MIN. EMBEDMENT (NOT VERIFIABLE), (3) PER SIDE TYP. 3/16" 7 " \/\ EDGE OF CONCRETE WALL 4 6" ADDITIONAL KB-TZ 1/2 x 4 -1/2 EXPANSION ANCHOR WITH 31/4" MINIMUM EMBEDMENT INTO CONCRETE, (2) PER SIDE , HILTI #304585 Front View of Tie -Back Arm Attacment - (2) Additional Anchors Scale: 3" =1' -0" Rainier Industries, Ltd 1837501yrrOcAvaS. Tldauia,WA 981 800 - 869 -7162 Toll Free 425 - 251 -1800 Phone 425 -251 -5065 Fax www.Rainier.com Original design concepts are protected under Federal Copyright Laws and are the property of Rainier Industries. Ltd. Any reproduction of this design concept without written consent is expressly forbidden. ISO 9001:2000 REGISTERED RAINIER INDUSTRIES 18375 OLYMPIC AVE. S TUKWILA, WA 98188 Revisions 2009-01-12 BRAIN ROWINSKI Sales Person ENTRANCE CANOPY Job Name TIE -BACK I ATTACHMENT Drawing Title 120018 RI Work Order Number YUSHIH HO Drawn By Checked By I Date BRAIN ROWINSKI Project Manager 1 -12 -091 YH Issue Date I By P3,30 File Name: • MASTER • PROJECT MGR • SALES • DTS • FRAME / ASSEMBLY • FABRIC • GRAPHICS • INSTALL • WOOD SHOP • SHIPPING • Sheet Number ADDITIONAL KB-TZ 1/2 x 4 -1/2 EXPANSION ANCHOR WITH 31/4" MINIMUM EMBEDMENT INTO CONCRETE, (2) PER SIDE , HILT! #304585 EXISTING 9/16'0 HOLE FOR 112 "0 GENERIC EXPANSION ANCHORS WITH 3 1/2 MIN. EMBEDMENT (NOT VERIFIABLE), (3) PER SIDE 08235 • V ifintuntinuti I L QIIlIII111111111111111111111111111111111111M1 rim Oi Q t 4 3/8" -THICK X 7' X 16" STEEL PLATE a \f\ 3" 8 4 1. 4 MIN. Div TYP. 3/8" -THIC STEEL GUSSET Section View of Tie -Back Arm Attacment - (2) Additional Anchors Scale: 3" =1' -0" Tie -Back Arm 2 1/2" 0 Steel Pipe (2.875 0.D.) Rainierbldusbies, Ltd 18375CiyrripicAve.S bait, WA 981 800 - 869 -7162 Toll Free 425 -251 -1800 Phone 425 -251 -5065 Fax www.Rainier.com Original design concepts are protected under Federal Copyright Laws and are the property of Rainier Industries, Ltd. My reproduction of this design concept without written consent is expressly forbidden. ISO 9001:2000 REGISTERED RAINIER INDUSTRIES 18375 OLYMPIC AVE. S TUKWILA WA98188 Revisions 2009 -01-12 BRAIN ROWINSKI Sales Person ENTRANCE CANOPY Job Name TIE -BACK / ATTACHMENT Drawing Tide 120018 RI Work Order Number YUSHIH HO Drawn By Checked By / Date BRAIN ROWINSKI Project Manager 1 -12 -091 YH Issue Date / By P3f31 File Name: • MASTER • PROJECT MGR • SALES • DTS • FRAME f ASSEMBLY • FABRIC • GRAPHICS • INSTALL • WOOD SHOP • SHIPPING • Sheet Number I . �� Company: S Specialty Structures Sheet 1 of 6 I User application PROFIS Anchor 1.11.20 Specifier: Joe Jorgensen Project: Rainier Entrance Canopy Address: 8076 W. Sahara, Ste. B Contract No.: 08235 Phone /Fax: (702) 313 -9393 / (702) 313 -9394 Responsible: Bruce Blunt http: //www.us.hilti.com / E -Mail: jorgensen@s2rei.com Location /Date: Tukwila, WA / 1/7/2009 Specifier's comments: Anchor type and size: Kwik Bolt - Tensile Zone (304 SS) -112 (3 114) Effective embedment depth: h 3.25 in. Material: AISI 316 Proof: design method: ACI 318 / AC 193 Stand -off installation: e = 0.00 in. (no stand -off) ; t = 0.37 in. Anchor plate: CUSTOM ; f = 36.000 ksi ; I, x l x t = 7.00 x 16.00 x 0.37 in. Base material: cracked concrete 2500, f = 2500 psi; h = 16.00 in. Reinforcement: condition B ; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Anchor Geometry [in.] plan view n y section A z x t =0.37 h„,=3.25 > o a. °o c x m > o 1 ?. I, = 7.00 V , co section B A z y h = 16.00 74.75 .5 6.00 section A ■ 4 I, = 16.00 Governing loads [lb, in.- b] Loading Governing loads [Ib, in.-lb] N = 1578 V,. = 908 M 0 N 1578 M 0 Ni 433 V, 908 M 0 -. M, 0 x M, 0 — Eccentricity (structural section) [in.] V, =433 e =0.00; e =2.00 M,= 0 Seismic loads (cracked concrete assumed; categories C, D, E, or F): yes Input data and results must be checked for agreement with the existing conditions and for plausibility) PROFIS Anchor ( c ) 2003 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 08235 01/12/2009 4 of 9 1 ' �� User application PROFIS Anchor 1.11.20 Company: S Specialty Structures Sheet 2 of 6 Specifier: Joe Jorgensen Project: Rainier Entrance Canopy Address: 8076 W. Sahara, Ste. B Contract No.: 08235 Phone /Fax: (702) 313 -9393 / (702) 313 -9394 Responsible: Bruce Blunt http: //www.us.hitti.com/ E -Mail: jjorgensen@s2rei.com Location /Date: Tukwila, WA / 1/7/2009 Load case (governing): Anchor reactions [lb) Tension force: ( +Tension - Pressure) Compression Anchor Tension force Shear force Tension t 2 1 2 956 956 418 591 max. concrete compressive strain [ %o]: 0.03 max. concrete compressive stress [ksi]: 0.118 resulting tension force [lb]: 1912 resulting compression force [lb]: 334 Tension load Design values [lb] Proof Load N. Strength 4N„ Utilization aN [%] = N./4N„ Status Steel failure 956 6499 15 OK Concrete cone failure 1912 3548 54 OK Steel failure Nu[lb] 4) y)selamK O Nh . Ilb] N, 11554 0.750 0.750 6499 956 Concrete cone failure A A [in c[in.] c 138.94 95.06 6.00 6.00 4 Vec2.N wed,N Tcp.N ka 1.000 1.000 1.000 1.000 17 N b[Ib] 4> $seiamk dN„,o[Ib] N,,a[Ib) 4980 0.650 0.750 3548 1912 Shear load Design values [lb] Proof Load V. Strength 4tV„ Utilization D [%] = V./4 Status Steel failure 591 3354 18 OK Pryout failure 591 3821 15 OK Concrete edge failure in direction x+ 1094 2149 51 OK Steel failure Vsa[Ib) m 4)selem. 4)V." [lb] Vha[Ib] 6880 0.650 0.750 3354 591 Input data antltfSORS must be checked for agreement with the existing conditions and for plausibility) 5 of 9 PROFIS Anchor ( c ) 2003 Hilti AG, FL -9494 Schaan Hitti is a registered Trademark of Hilti AG, Schaan 01/12/2009 I� Company: S Specialty Structures Sheet 3 of 6 i User application PROFIS Anchor 1.11.20 Specifier: Joe Jorgensen Project: Rainier Entrance Canopy Address: 8076 W. Sahara, Ste. B Contract No.: 08235 Phone /Fax: (702) 313 -9393 / (702) 313 -9394 Responsible: Bruce Blunt http: / /www.us.hilti.com/ E -Mail: jjorgensen@s2rei.com Location /Date: Tukwila, WA / 1/7/2009 Pryout failure A A c[in.] k 138.94 95.06 6.00 2.000 Wect,N Wec2.N Wed,N Wcp,N kcr 1.000 1.000 1.000 1.000 17 N5[lb] 0 Oselsmic qtV V 4980 0.700 0.750 3821 591 Concrete edge failure in direction x+ I[in.] d c,[in.] A Av0C[in 1.00 0.50 6.00 162.00 162.00 Wed.v Way Wec.v Wc,v 1.000 1.000 0.980 1.000 Vb[lb] 0 Wseismk A^ w Vcb g [lb] Vua[lb] 4178 0.700 0.750 2149 1094 Combined tension and shear loads p = Na /oN5 13 = V /oV Utilization D [%] Status 0.539 0.509 5/3 68 OK pp 13`,;, i3„= +frV < = or [3NV =([3N +13v) < = Allowable Stress Design (Refer. ICC -ESR) anchor group relevant (tension) anchor group relevant (shear) Reference for load Tension [lb] Shear [lb] including seismic excluding seismic including seismic excluding seismic ACI318 Section D.4.4 3226 - 1954 - ACI318 Section D.4.5 2957 - 1791 - R allow.ASO = R d / a M a l l .ASO + VN allow.ASO <= 1 .2 Proof of the transmission of the anchor loads to the supports Transmission of the anchor loads into the concrete Checking the transfer of loads into the base material is required in accordance with ACI 318! Shear resistance of base material Shear resistance of the base material must be checked according to relevant approval or standard! Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c) 2003 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 01/12/2009 6 of 9 �I L 1 User application PROFIS Anchor 1.11.20 Company: S Specialty Structures Sheet 4 of 6 Specifier: Joe Jorgensen Project: Rainier Entrance Canopy Address: 8076 W. Sahara, Ste. B Contract No.: 08235 Phone /Fax: (702) 313 -9393 / (702) 313 -9394 Responsible: Bruce Blunt http: //www.us.hilti.com / E -Mail: jjorgensen@s2rei.com Location /Date: Tukwila, WA / 1/7/2009 Warnings Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member. Condition B applies where such supplementary reinforcement is not provided, or where pullout or pryout strength governs. IBC 1908.1.16, requires that the governing design strength of an anchor or group of anchors be limited by ductile steel failure, if this is NOT the case, ACI 318 -D Section D.3.3.5 requires that the attachment that the anchor is connecting to the structure shall be designed so that the attachment will undergo ductile yielding at a load level corresponding to anchor forces no greater than the design strength of anchors specified in ACI 318 -D section D.3.3.3, or the minimum design strength of the anchors shall be at least 2.5 times the factored forces transmitted by the attachment. Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003 Hilb AG, FL-9494 Schaan KW is a registered Trademark of Hdti AG, Schaan 01/12/2009 7 of 9 i ��, User application PROFIS Anchor 1.11.20 Company: S Specialty Structures Sheet 5 of 6 Specifier: Joe Jorgensen Project: Rainier Entrance Canopy Address: 8076 W. Sahara, Ste. B Contract No.: 08235 Phone /Fax: (702) 313 -9393 / (702) 313 -9394 Responsible: Bruce Blunt http: / /www.us.hilti.com/ E -Mail: jorgensen@s2rei.com Location /Date: Tukwila, WA / 1/7/2009 Anchorplate, steel: CUSTOM Section type: Pipe section Hole diameter d, = 0.56 in. Recommended plate thickness: f 36.000 ksi - PIPE2- 1 /2STD (2.88 not calculated x 2.88 x 0.20) A y o� 0 0 0 to 0 0 0 w x \ o o 0 0 N 0 0 O O O O to 1.250 1.250 3.500 3.500 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 01/12/2009 8 of 9 � Company: S Specialty Structures Sheet 6 of 6 ��' User application PROFIS Anchor 1.11.20 Specifier: Joe Jorgensen Project: Rainier Entrance Canopy Address: 8076 W. Sahara, Ste. B Contract No.: 08235 Phone /Fax: (702) 313 -9393 / (702) 313 -9394 Responsible: Bruce Blunt http: / /www.us.hilti.com/ E -Mail: jorgensen@s2rei.com Location /Date: Tukwila, WA / 1/7/2009 Coordinates Anchor [in.] Anchor x y Anchor x y Anchorplate [in.] x y x y 1 -2.25 3.00 2 2.25 3.00 -3.50 8.00 3.50 -8.00 3.50 8.00 -3.50 -8.00 Input data and results must be checked for agreement with the existing conditions and for plausibility) PROFIS Anchor (e ) 2003 HAS AG, FL -9494 Schaan Hdtii is a registered Trademark of Hilt AG, Schaan 08235 01/12/2009 9 of 9 REV DATE BY DESCRIPTION A A A A A FILE COPY Pt rmil No. STRUCTUIL C , LCULATIONS PROJECT NAME: Rainier Entrance PROJECT NO: 08235 CLIENT: YuShih Ho COMPANY: Rainier Industries, Ltd. 18435 Olympic Ave. S. Tukwila, WA 98188 DATE: July 16 2008 S' License and Non - Disclosure and Reproduction IMPORTANT NOTICE TO BUILDING AND SAFETY PERSONNEL - The enclosed calculations and hard copy prints ( "Enclosed ") are copyright protected by S' Specialty Structures ("S'"). It is understood that while the Enclosed may be required for verification of structural design and approval, it is not necessary for the manufacture or construction of the structure or its components. It is the express wish of S' that these proprietary calculations not be returned or redistributed to anyone other than the copyrighted owner as referenced in the ownership paragraph below and that any unnecessary submitted copies be returned or destroyed. Ownership: This document and the Enclosed are copyrighted by S' Specialty Structures ("S'") 8076 W. Sahara Ave, Las Vegas, NV 89117. All rights reserved. This is not a sale or transference; all right, title and interest in the Document (in both electronic file and hard copy) belong to S' Specialty Structures. R CITY vFF 7UK1 ^f JUL 2 3 ?it PERMIT CENTEF CORRECTION LTR# Mew lip 1 .- LKSU U LrY !TR rw a IeLvle /VtD FOR CODE COMPLIANCE APPROVED JUL 2 9 2008 Ity Of Tukwila BUILDING DIVISION 1 of 08235 29 JCI Engineering and S Specialty Structures are divisions of JCI Holding 8076 West Sahara Avenue Suite B Las Vegas, Nevada 89117 Phone: 702.313.9393 Fax: 702.313.9394 1.2 GRAVITY DESIGN: ROOF LOADING Dead load Live load Snow load 1.3 LATERAL DESIGN: WIND LOADING 3.1 Y$. S,TRUCgTURAIf.`S , !EEL: troll // Shape ` A/5 a 9 , r .. . 'l Basis for Design 1.1 BUILDING CODE: 2006 International Building Code 3.2 INSPECTION: As required by the governing municipality. h .1�7" ill Structure self weight + 0.25 psf 5 psf (non - reducible) 25 psf (minimum design snow load) Basic wind speed 85 mph Importance factor 1.0 for wind Wind exposure category C Design wind pressures Roof 10 psf/26.38 psf Wall 15.73 psf/21.05 psf 07/17/2008 SEISMIC LOADING Due to the relatively small total weight of the structure, wind loads will govern the lateral design of the structure. 2.1 L �If�ID J IDESIGN: Extrud y d�6 Q1 -T6, minimum yield stress equal to 35 ksi. A 11 weld's" al be type ER4043. a ° Standard F (u.n.o.) St ro led sections ASTM A992 50 ksi rIda. plates and other shapes ASTM A36 36 ksi Tubes dzpipe ASTM A500 46/42 ksi Cold�fo�m edsteel tubes, studs, etc. ASTM A653 50 ksi High strength bolts . ASTM A325X All other types of bolts and rods , ASTM A307 Welds E -70XX series 2 of 29 Design Summary 07/17/2008 The analysis and design of the canopy included herein was performed with the use of a 3D frame analysis and computer design program — SAP2000. It is a structural analysis program developed by Computers and Structures, Inc. Detailed information about the software can be found at the Computers and Structures, Inc. website. Canopy anchorage and connections were checked by hand calculation. Since the existing building to which the canopy will be attached is outside the scope of work, the existing building is deemed sufficient to resist the resultant loads from the awning. 1. FRAME GEOMETRY The geometry for the frame was based on a centerline interpretation of the canopy. The centerline computer model was developed from client shop drawings and compiled to create a simplified model for analysis. 2. EXTERNALLY APPLIED LOADS Loads for this structure have been conservatively determined by referencing the current IBC 2006 and ASCE 7 -05 Standards and Provisions. Design dead load was based on the structure's self weight. An additional dead load of 0.25 psf was included in calculations to account for misc. weight. Live load was determined to be 5 psf per IBC 2006 Table 1607.1, but was ignored in analysis due to the greater magnitude of the design snow load. Snow load was taken to be the required minimum design snow load of 25 psf. Seismic load will not be an issue for the canopy due to the small dead load of the aluminum frames and canvas coverings. Therefore, wind load will control the structure's lateral design. Wind load was calculated based on Method 1 Component and Cladding Wind Loads. See derivation on the following page for wind design pressures. 3. ANALYSIS FOR MEMBER FORCES The canopy will be constructed of 1 x l x0.11, 3/4x3/4x0. l 1 and 2x 1x0.125 aluminum tubes and staple extrusions. Refer to shop drawings for detailed member sizes and location. From computer structural analysis, all framing members were designed based on the calculated design loads. Aluminum Design AA -ASD 2000 design specifications were used to check the structural capacities of the aluminum tubes based on a 35 ksi yield stress. Steel Design AISC -ASD 01 design specifications were used to check the structural capacities of the P3.5 steel pipe support braces based on a 35 ksi yield stress. The demand/capacity ratio of each framing member was calculated and found to be less than 1.0 for all members. All connections were checked by hand calculation based on worst case structural analysis output reactions. 08235 3 of 29 Design Parameters The awning roof is actually curved, but can be simplified as a series of straight line segments. The slope of each line segment varies between 0° and 27 °. For a conservative design, approximate slope as if roof is pitched from eave to crown instead of curved. h = 3.5 ft Slope = atan -h h A, = L h + B Design Live Load LL = 5 psf Design Snow Load Ground snow Toad Pf = 0.7 C C, 1 Pg B = 14.25 ft Slope = 13.8 deg A, = 132.1 ft (Non- reducible per ASCE 7 -05 Table 4 -1) p = 25 psf Pf = 21 psf Design Loads L = 9 ft (Roof Dimensions) F = 12 h F = 2.9 (Slope in inches of rise per foot) B 1 =1.0 Ps = Cs Pf Snow = max(25 psf , C p Snow = 25 psf Use the minimum design snow Toad of 25 psf. (Effective area) C = 1.0 C, = 1.2 C 1.0 Ps = 21 psf Design Wind Loads Wind 85 mph, exposure C, with mean roof height less than 15 ft. For a conservative design, wind load is based on ASCE 7 -05 Design Method 1 "Components and Cladding" - roof zone 2 and wall zone 5. For a conservative design use an effective area of 10 ft and a roof slope less than 7 °. Roof Wind Loads ASCE 7 -05 Figure 6 -3 X = 1.21 p = 21.8 psf p pos = 5.3psf ASCE 7 -05 Table 6 -1 1 = 1.0 Design wind uplift load WindNeg = max(X I p„ psf) WindNeg = 26.38psf Downward wind load WindPos = max(X 1 p psf) WindPos = l0psf Wall Wind Loads ASCE 7 -05 Figure 6 -3 X = 1.21 p „ = 17.4 psf ppos = 13psf ASCE 7 -05 Table 6 -1 1 = 1.0 Design wind uplift load WindNeg = max(X 1 p psf) WindNeg = 21.05psf Downward wind Toad WindPos = max(X 1 p psf) WindPos = 15.73psf Design Dead Loads Framing self weight will be automatically included in computer calculations. A uniform dead load of 0.25 psf will be used in calculations to account for the weight of the canvas covering, fasteners, etc. DL = 0.25 psf (Misc. Dead Load) 07/17/2008 08235 4 of 29 Computer Design and Analysis Results Project Information Item Data Company Name S Specialty Structures Client Name Rainier Industries, Ltd. Project Name Rainier Entrance Canopy Project Number 08235 Model Name Rainier Entrance Canopy Model Description 3D Canopy Revision Number 01 Engineer Joe Jorgensen Issue Code IBC 2006 Design Code IBC 2006 /ASCE 7 -05 AISC -ASD 01 /AA -ASD 2000 07/17/2008 08235 5 of 29 SAP2000 Rainier Entrance Canopy - 3 -D View SAP2000 Rainier Entrance Canopy - Frame Sections SAP2000 Rainier Entrance Canopy - Frame Labels SAP2000 Rainier Entrance Canopy - Joint Labels SAP2000 Rainier Entrance Canopy - Area Labels Material Properties - Aluminum Data Material Aluminum Alloy Fe, F SS Hys Type Type ksi ksi ksi ksi 6061T6 Wrought 6061 -T6 35 35 38 24 Kinematic Material Properties Material F„ F. Eff F„ ksi ksi ksi A36 36 58 54 A53GrB 35 60 38.5 Frame Section Properties Section Name 1X1 2X1 3/4X3/4 C10 P2.5 Material 6061T6 6061T6 6061T6 6061T6 A53GrB Section 133 Name in` 1X1 0.05249 2X1 0.33 3/4X3/4 0.01979 C10 46.98 P2.5 1.53 Section A Mod Name Unitless 1X1 1 2X1 1 3/4X3/4 1 C10 1 P2.5 1 Shape Box/Tube Box/Tube Box/Tube Channel Pipe Area Section Properties Section A -Plate Canvas S -Plate Load Case Definitions Case• , DEAD SNOW WIND UPLIFT WIND WIND -T WIND UNBALANCE WIND - Steel Data Eff F. SS Curve Opt SS Hys Type ksi 63.8 Simple Kinematic 66 Simple Kinematic t3 in 1 2 0.75 10 2.875 Ise AS2 AS3 S33 in in in In 0.05249 0.22 0.22 0.1 0.11 0.5 0.25 0.33 0.01979 0.17 0.17 0.05278 1.84 2.4 1.25 9.4 1.53 0.86 0.86 1.06 Dealgn SiIfWt Mult F , . �Type:, llnitless DEAD 1 SNOW 0 WIND 0 0 0 0 is 4 in in 1 0.11 1 0.125 0.75 0.11 2.6 0.24 tw in 0.11 0.125 0.11 0.24 0.203 S 2 in 0.1 0.21 0.05278 0.89 1.06 S Hard Unitless 0.02 0.02 Area TorsConst in in' 0.39 0.07755 0.69 0.24 0.28 0.02884 3.53 0.06574 1.7 3.06 in in 0.13 0.13 0.43 0.25 0.06825 0.06825 11.53 1.58 1.45 1.45 S Max Unitless 0.14 0.14 A2 Mod As Mod J Mod • 12 Mod 1 Mod M Mod W Mod Unitless ._. Unitless _,Unitless_ Unitless Unitless Unitless Unitless 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Section Matefalr . ' Area ' ..; ' Type'-. ': ; Thl -; Thick Total Wt Total Mass TyPe t ..• t ... , ,1= =r.:;; '. '.' .in Ib Ib /ft A -Plate 6061T6 Shell Shell -Thin 0.25 0.25 34.2 1.06 Canvas Canvas Shell Shell -Thin 0.01 0.01 n/a n/a S -Plate A36 Shell Shell -Thin 0.375 0.375 23.82 0.74 S Rup Unitless 0.2 0.2 Total Wt Total Mass Ib lb -s /ft 118.84 3.7 247.03 7.68 31.97 0.99 16.62 0.52 86.71 2.7 R3, R22 in in 0.3661 0.3661 0.6946 0.3911 0.2651 0.2651 3.6468 0.7213 0.9474 0.9474 Fri ;MiSdk. .FuMod.;? Fit Mod iiiNioi1* Mod .. M12 Mod . V„ Mod V2 Mod M Mod Unitless '„ Unitless Unities P�1. Unitle Unitless, Unitless a Unitless : Unitless" Unitless 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 W Mod Unitless 1 1 1 07/1 7/2008 08235 11 of 29 Combination Definitions 07/17/2008 Combo Combo AutoDeslgn Case Case Scale Factor Steel Design Alum,Design Cold Design Name Type Yes /No 'Type Name Unitless Yes/No Yes /No Yes/No C - Linear Add No Linear Static DEAD 1 Yes Yes No C -2 Linear Add No Linear Static DEAD 1 Yes Yes No C -2 Linear Static SNOW 1 C -3 Linear Add No Linear Static DEAD 1 Yes Yes No C -3 Linear Static WIND 1 C-4 Linear Add No Linear Static DEAD 1 Yes Yes No C-4 Linear Static WIND -T 1 C -5 Linear Add No Linear Static DEAD 0.6 Yes Yes No C -5 Linear Static UPLIFT 1 C -6 Linear Add No Linear Static DEAD 0.6 Yes Yes No C -6 Linear Static UNBALANCE 1 C -7 Linear Add No Linear Static DEAD 1 Yes Yes No C -7 Linear Static WIND 0.75 C -7 Linear Static SNOW 0.75 C -8 Linear Add No Linear Static DEAD 1 Yes Yes No C -8 Linear Static WIND -T 0.75 C -8 Linear Static SNOW 0.75 C -9 Linear Add No Linear Static DEAD 1 Yes Yes No C -9 Linear Static WIND 1 C -9 Linear Static UNBALANCE 1 C -10 Linear Add No Linear Static DEAD 0.6 Yes Yes No C -10 Linear Static WIND 1 C -10 Linear Static UNBALANCE 1 C -11 Linear Add No Linear Static DEAD 1 Yes Yes No C -11 Linear Static SNOW 0.75 C -11 Linear Static WIND 0.75 C -11 Linear Static UNBALANCE 0.75 C -12 Linear Add No Linear Static DEAD 0.6 Yes Yes No C -12 Linear Static SNOW 0.75 C -12 Linear Static WIND 0.75 C -12 Linear Static UNBALANCE 0.75 Area Loads - Uniform Area toad - Coordinate' ,DO :Load Area Load Coordinate Sir Load Case System -psf Case System psf 1 DEAD GLOBAL Gravity 0.25 12 WIND -T Local 3 15.73 1 WIND Local 3 15.73 12 UPLIFT Local 3 -21.05 1 UPLIFT Local 3 -21.05 13 DEAD GLOBAL Gravity 0.25 2 DEAD GLOBAL Gravity 0.25 13 WIND -T Local 3 15.73 2 WIND Local 3 15.73 13 UPLIFT Local 3 -21.05 2 UPLIFT Local 3 -21.05 14 DEAD GLOBAL Gravity 0.25 3 DEAD GLOBAL Gravity 0.25 14 WIND -T Local 3 15.73 3 WIND Local 3 15.73 14 UPLIFT Local 3 -21.05 3 UPLIFT Local 3 -21.05 15 DEAD GLOBAL Gravity 0.25 4 DEAD GLOBAL Gravity 0.25 15 WIND -T Local 3 15.73 4 WIND Local 3 15.73 15 UPLIFT Local 3 -21.05 4 UPLIFT Local 3 -21.05 16 DEAD GLOBAL Gravity 0.25 5 DEAD GLOBAL Gravity 0.25 16 WIND -T Local 3 15.73 5 WIND -T Local 3 15.73 16 UPLIFT Local 3 -21.05 5 UPLIFT Local 3 -21.05 17 DEAD GLOBAL Gravity 0.25 6 DEAD GLOBAL Gravity 0.25 17 WIND -T Local 3 15.73 6 WIND -T Local 3 15.73 17 UPLIFT Local 3 -21.05 6 UPLIFT Local 3 -21.05 18 DEAD GLOBAL Gravity 0.25 7 DEAD GLOBAL Gravity 0.25 18 WIND -T Local 3 15.73 7 WIND -T Local 3 15.73 18 UPLIFT Local 3 -21.05 7 UPLIFT Local 3 -21.05 19 DEAD GLOBAL Gravity 0.25 8 DEAD GLOBAL Gravity 0.25 19 UPLIFT Local 3 -21.05 8 WIND -T Local 3 15.73 19 UNBALANCE Local 3 -21.05 8 UPLIFT Local 3 -21.05 20 DEAD GLOBAL Gravity 0.25 9 DEAD GLOBAL Gravity 0.25 20 UPLIFT Local 3 -21.05 9 WIND -T Local 3 15.73 20 UNBALANCE Local 3 -21.05 9 UPLIFT Local 3 -21.05 21 DEAD GLOBAL Gravity 0.25 10 DEAD GLOBAL Gravity 0.25 21 UPLIFT Local 3 -21.05 10 WIND -T Local 3 15.73 21 UNBALANCE Local 3 -21.05 10 UPLIFT Local 3 -21.05 22 DEAD GLOBAL Gravity 0.25 11 DEAD GLOBAL Gravity 0.25 22 UPLIFT Local 3 -21.05 11 WIND -T Local 3 15.73 22 UNBALANCE Local 3 -21.05 11 UPLIFT Local 3 -21.05 23 DEAD GLOBAL Gravity 0.25 12 DEAD GLOBAL Gravity 0.25 23 SNOW GLOBAL Z Proj -25 08235 12 of 29 07/17/2008 Area Load Coordinate Dir Load Area Load Coordinate Dir Load Case System psf Case System psf 23 UPLIFT Local 3 -26.38 37 WIND -T Local 3 10 23 WIND Local 3 10 38 DEAD GLOBAL Gravity 0.25 23 WIND -T Local 3 10 38 SNOW GLOBAL Z Proj -25 24 DEAD GLOBAL Gravity 0.25 38 UPLIFT Local 3 -26.38 24 SNOW GLOBAL Z Proj -25 38 WIND Local 3 10 24 UPLIFT Local 3 -26.38 38 WIND -T Local 3 10 24 WIND Local 3 10 39 DEAD GLOBAL Gravity 0.25 24 WIND -T Local 3 10 39 SNOW GLOBAL Z Proj -25 25 DEAD GLOBAL Gravity 0.25 39 UPLIFT Local 3 -26.38 25 SNOW GLOBAL Z Proj -25 39 WIND Local 3 10 25 UPLIFT Local 3 -26.38 39 WIND -T Local 3 10 25 WIND Local 3 10 40 DEAD GLOBAL Gravity 0.25 25 WIND -T Local 3 10 40 SNOW GLOBAL Z Proj -25 26 DEAD GLOBAL Gravity 0.25 40 UPLIFT Local 3 -26.38 26 SNOW GLOBAL Z Proj -25 40 WIND Local 3 10 26 UPLIFT Local 3 -26.38 40 WIND -T Local 3 10 26 WIND Local 3 10 41 DEAD GLOBAL Gravity 0.25 26 WIND -T Local 3 10 41 SNOW GLOBAL Z Proj -25 27 DEAD GLOBAL Gravity 0.25 41 UPLIFT Local 3 -26.38 27 SNOW GLOBAL Z Proj -25 41 WIND Local 3 10 27 UPLIFT Local 3 -26.38 41 WIND -T Local 3 10 27 WIND Local 3 10 42 DEAD GLOBAL Gravity 0.25 27 WIND -T Local 3 10 42 SNOW GLOBAL Z Proj -25 28 DEAD GLOBAL Gravity 0.25 42 UPLIFT Local 3 -26.38 28 SNOW GLOBAL Z Proj -25 42 WIND Local 3 10 28 UPLIFT Local 3 -26.38 42 WIND -T Local 3 10 28 WIND Local 3 10 43 DEAD GLOBAL Gravity 0.25 28 WIND -T Local 3 10 43 SNOW GLOBAL Z Proj -25 29 DEAD GLOBAL Gravity 0.25 43 UPLIFT Local 3 -26.38 29 SNOW GLOBAL Z Proj -25 43 WIND Local 3 10 29 UPLIFT Local 3 -26.38 43 WIND -T Local 3 10 29 WIND Local 3 10 44 DEAD GLOBAL Gravity 0.25 29 WIND -T Local 3 10 44 SNOW GLOBAL Z Proj -25 30 DEAD GLOBAL Gravity 0.25 44 UPLIFT Local 3 -26.38 30 SNOW GLOBAL Z Proj -25 44 WIND Local 3 10 30 UPLIFT Local 3 -26.38 44 WIND -T Local 3 10 30 WIND Local 3 10 45 DEAD GLOBAL Gravity 0.25 30 WIND -T Local 3 10 45 SNOW GLOBAL Z Proj -25 31 DEAD GLOBAL Gravity 0.25 45 UPLIFT Local 3 -26.38 31 SNOW GLOBAL Z Proj -25 45 WIND Local 3 10 31 UPLIFT Local 3 -26.38 45 WIND -T Local 3 10 31 WIND Local 3 10 46 DEAD GLOBAL Gravity 0.25 31 WIND -T Local 3 10 46 SNOW GLOBAL Z Proj -25 32 DEAD GLOBAL Gravity 0.25 46 UPLIFT Local 3 -26.38 32 SNOW GLOBAL Z Proj -25 46 WIND Local 3 10 32 UPLIFT Local 3 -26.38 46 WIND -T Local 3 10 32 WIND Local 3 10 47 DEAD GLOBAL Gravity 0.25 32 WIND -T Local 3 10 47 SNOW GLOBAL Z Proj -25 33 DEAD GLOBAL Gravity 0.25 47 UPLIFT Local 3 -26.38 33 SNOW GLOBAL Z Proj -25 47 WIND Local 3 10 33 UPLIFT Local 3 -26.38 47 WIND -T Local 3 10 33 WIND Local 3 10 48 DEAD GLOBAL Gravity 0.25 33 WIND -T Local 3 10 48 SNOW GLOBAL Z Proj -25 34 DEAD GLOBAL Gravity 0.25 48 UPLIFT Local 3 -26.38 34 SNOW GLOBAL Z Proj -25 48 WIND Local 3 10 34 UPLIFT Local 3 -26.38 48 WIND -T Local 3 10 34 WIND Local 3 10 49 DEAD GLOBAL Gravity 0.25 34 WIND -T Local 3 10 49 SNOW GLOBAL Z Proj -25 35 DEAD GLOBAL Gravity 0.25 49 UPLIFT Local 3 -26.38 35 SNOW GLOBAL Z Proj -25 49 WIND Local 3 10 35 UPLIFT Local 3 -26.38 49 WIND -T Local 3 10 35 WIND Local 3 10 50 DEAD GLOBAL Gravity 0.25 35 WIND -T Local 3 10 50 SNOW GLOBAL Z Proj -25 36 DEAD GLOBAL Gravity 0.25 50 UPLIFT Local 3 -26.38 36 SNOW GLOBAL Z Proj -25 50 WIND Local 3 10 36 UPLIFT Local 3 -26.38 50 WIND -T Local 3 10 36 WIND Local 3 10 51 DEAD GLOBAL Gravity 0.25 36 WIND -T Local 3 10 51 SNOW GLOBAL Z Proj -25 37 DEAD GLOBAL Gravity 0.25 51 UPLIFT Local 3 -26.38 37 SNOW GLOBAL Z Proj -25 51 UNBALANCE Local 3 -26.38 37 UPLIFT Local 3 -26.38 51 WIND -T Local 3 10 37 WIND Local 3 10 52 DEAD GLOBAL Gravity 0.25 08235 13 of 29 07/17/2008 Area Load Coordinate Dir -Load Area Load Coordinate Dir Load Case System psf Case System psf 52 SNOW GLOBAL Z Proj -25 65 WIND -T Local 3 10 52 UPLIFT Local 3 -26.38 66 DEAD GLOBAL Gravity 0.25 52 UNBALANCE Local 3 -26.38 66 SNOW GLOBAL Z Proj -25 52 WIND -T Local 3 10 66 UPLIFT Local 3 -26.38 53 DEAD GLOBAL Gravity 0.25 66 UNBALANCE Local 3 -26.38 53 SNOW GLOBAL Z Proj -25 66 WIND -T Local 3 10 53 UPLIFT Local 3 -26.38 67 DEAD GLOBAL Gravity 0.25 53 UNBALANCE Local 3 -26.38 67 SNOW GLOBAL Z Proj -25 53 W1ND-T Local 3 10 67 UPLIFT Local 3 -26.38 54 DEAD GLOBAL Gravity 0.25 67 UNBALANCE Local 3 -26.38 54 SNOW GLOBAL Z Proj -25 67 WIND -T Local 3 10 54 UPLIFT Local 3 -26.38 68 DEAD GLOBAL Gravity 0.25 54 UNBALANCE Local 3 -26.38 68 SNOW GLOBAL Z Proj -25 54 WIND -T Local 3 10 68 UPLIFT Local 3 -26.38 55 DEAD GLOBAL Gravity 0.25 68 UNBALANCE Local 3 -26.38 55 SNOW GLOBAL Z Proj -25 68 WIND -T Local 3 10 55 UPLIFT Local 3 -26.38 69 DEAD GLOBAL Gravity 0.25 55 UNBALANCE Local 3 -26.38 69 SNOW GLOBAL Z Proj -25 55 WIND -T Local 3 10 69 UPLIFT Local 3 -26.38 56 DEAD GLOBAL Gravity 0.25 69 UNBALANCE Local 3 -26.38 56 SNOW GLOBAL Z Proj -25 69 WIND -T Local 3 10 56 UPLIFT Local 3 -26.38 70 DEAD GLOBAL Gravity 0.25 56 UNBALANCE Local 3 -26.38 70 SNOW GLOBAL Z Proj -25 56 WIND -T Local 3 10 70 UPLIFT Local 3 -26.38 57 DEAD GLOBAL Gravity 0.25 70 UNBALANCE Local 3 -26.38 57 SNOW GLOBAL Z Proj -25 70 WIND -T Local 3 10 57 UPLIFT Local 3 -26.38 71 DEAD GLOBAL Gravity 0.25 57 UNBALANCE Local 3 -26.38 71 SNOW GLOBAL Z Proj -25 57 WIND -T Local 3 10 71 UPLIFT Local 3 -26.38 58 DEAD GLOBAL Gravity 0.25 71 UNBALANCE Local 3 -26.38 58 SNOW GLOBAL Z Proj -25 71 W1ND-T Local 3 10 58 UPLIFT Local 3 -26.38 72 DEAD GLOBAL Gravity 0.25 58 UNBALANCE Local 3 -26.38 72 SNOW GLOBAL Z Proj -25 58 WIND -T Local 3 10 72 UPLIFT Local 3 -26.38 59 DEAD GLOBAL Gravity 0.25 72 UNBALANCE Local 3 -26.38 59 SNOW GLOBAL Z Proj -25 72 WIND -T Local 3 10 59 UPLIFT Local 3 -26.38 73 DEAD GLOBAL Gravity 0.25 59 UNBALANCE Local 3 -26.38 73 SNOW GLOBAL Z Proj -25 59 WIND -T Local 3 10 73 UPLIFT Local 3 -26.38 60 DEAD GLOBAL Gravity 0.25 73 UNBALANCE Local 3 -26.38 60 SNOW GLOBAL Z Proj -25 73 WIND -T Local 3 10 60 UPLIFT Local 3 -26.38 74 DEAD GLOBAL Gravity 0.25 60 UNBALANCE Local 3 -26.38 74 SNOW GLOBAL Z Proj -25 60 WIND -T Local 3 10 74 UPLIFT Local 3 -26.38 61 DEAD GLOBAL Gravity 0.25 74 UNBALANCE Local 3 -26.38 61 SNOW GLOBAL Z Proj -25 74 WIND -T Local 3 10 61 UPLIFT Local 3 -26.38 75 DEAD GLOBAL Gravity 0.25 61 UNBALANCE Local 3 -26.38 75 SNOW GLOBAL Z Proj -25 61 W1ND-T Local 3 10 75 UPLIFT Local 3 -26.38 62 DEAD GLOBAL Gravity 0.25 75 UNBALANCE Local 3 -26.38 62 SNOW GLOBAL Z Proj -25 75 WIND -T Local 3 10 62 UPLIFT Local 3 -26.38 76 DEAD GLOBAL Gravity 0.25 62 UNBALANCE Local 3 -26.38 76 SNOW GLOBAL Z Proj -25 62 WIND -T Local 3 10 76 UPLIFT Local 3 -26.38 63 DEAD GLOBAL Gravity 0.25 76 UNBALANCE Local 3 -26.38 63 SNOW GLOBAL Z Proj -25 76 W1ND-T Local 3 10 63 UPLIFT Local 3 -26.38 77 DEAD GLOBAL Gravity 0.25 63 UNBALANCE Local 3 -26.38 77 SNOW GLOBAL Z Proj -25 63 WIND -T Local 3 10 77 UPLIFT Local 3 -26.38 64 DEAD GLOBAL Gravity 0.25 77 UNBALANCE Local 3 -26.38 64 SNOW GLOBAL Z Proj -25 77 WIND -T Local 3 10 64 UPLIFT Local 3 -26.38 78 DEAD GLOBAL Gravity 0.25 64 UNBALANCE Local 3 -26.38 78 SNOW GLOBAL Z Proj -25 64 WIND -T Local 3 10 78 UPLIFT Local 3 -26.38 65 DEAD GLOBAL Gravity 0.25 78 UNBALANCE Local 3 -26.38 65 SNOW GLOBAL Z Proj -25 78 WIND -T Local 3 10 65 UPLIFT Local 3 -26.38 65 UNBALANCE Local 3 -26.38 08235 14 of 29 Preferences - Aluminum Design - AA -ASD 2000 TH Frame S Ratio Limit Max Iter Lat Fact Use Lat Fact Design Type Unitless Unitless Unitless Yes /No Envelopes Moment Frame 1 1 1.333333 Yes Aluminum Design - Summary Data - AA -ASD 2000 Frame Design Design Status Ratio Ratio Combo Location Error Warning Section Type Unitless Type in Message Message 1 1X1 Beam OK 0.714445 PMM C -2 78 None None 2 1X1 Beam OK 0.714814 PMM C -2 78 None None 3 2X1 Brace OK 0.29392 PMM C -2 0 None None 4 2X1 Brace OK 0.29415 PMM C -2 14.774 None None 5 2X1 Brace OK 0.407593 PMM C -2 0 None None 6 2X1 Brace OK 0.407998 PMM C -2 14.303 None None 7 2X1 Brace OK 0.107699 PMM C -2 14.303 None None 8 2X1 Brace OK 0.108097 PMM C -2 0 None None 9 2X1 Brace OK 0.07326 PMM C -2 0 None None 10 2X1 Brace OK 0.073793 PMM C -2 14.303 None None 11 2X1 Brace OK 0.185129 PMM C -2 6.996 None None 12 2X1 Brace OK 0.18464 PMM C -2 7.307 None None 13 1X1 Brace OK 0.058459 PMM C -2 13.443 None None 14 1X1 Brace OK 0.05839 PMM C -2 13.443 None None 15 1X1 Brace OK 0.188324 PMM C -2 12 None None 16 1X1 Brace OK 0.188544 PMM C -2 12 None None 17 1X1 Brace OK 0.096881 PMM C -2 12 None None 18 1X1 Brace OK 0.096632 PMM C -2 12 None None 19 1X1 Brace OK 0.058018 PMM C -2 0 None None 20 1X1 Brace OK 0.057983 PMM C -2 0 None None 21 1X1 Brace OK 0.210592 PMM C -2 12 None None 22 1X1 Brace OK 0.210001 PMM C -2 12 None None 23 1X1 Beam OK 0.871045 PMM C -2 9.702 None None 24 1X1 Beam OK 0.870949 PMM C -2 9.702 None None 25 2X1 Brace OK 0.117075 PMM C -2 14.696 None None 26 2X1 Brace OK 0.116993 PMM C -2 0 None None 27 2X1 Brace OK 0.139309 PMM C -2 0 None None 28 2X1 Brace OK 0.139049 PMM C -2 14.303 None None 29 2X1 Brace OK 0.075246 PMM C -2 14.303 None None 30 2X1 Brace OK 0.075154 PMM C -2 0 None None 31 2X1 Brace OK 0.114272 PMM C -2 0 None None 32 2X1 Brace OK 0.11356 PMM C -2 14.303 None None 33 2X1 Brace OK 0.08112 PMM C -2 14.303 None None 34 2X1 Brace OK 0.081014 PMM C -2 0 None None 35 2X1 Beam OK 0.090815 PMM C -2 0 None None 36 2X1 Beam OK 0.090797 PMM C -2 0 None None 37 1X1 Brace OK 0.396816 PMM C -2 13.5 None None 38 1X1 Brace OK 0.396578 PMM C -2 13.5 None None 39 1X1 Brace OK 0.277105 PMM C -2 12 None None 40 1X1 Brace OK 0.276773 PMM C -2 12 None None 41 1X1 Brace OK 0.110367 PMM C -2 0 None None 42 1X1 Brace OK 0.108087 PMM C -2 0 None None 43 3/4X3/4 Brace OK 0.058754 PMM C -2 0 None None 44 3/4X3/4 Brace OK 0.049083 PMM C -2 0 None None 45 1X1 Brace OK 0.093194 PMM C -2 0 None None 46 1X1 Brace OK 0.098468 PMM C -2 0 None None 47 3/4X3/4 Brace OK 0.205706 PMM C -2 0 None None 48 3/4X3/4 Brace OK 0.21447 PMM C -2 0 None None 49 1X1 Brace OK 0.175062 PMM C -2 5.512 None None 50 1X1 Brace OK 0.177823 PMM C -2 4.482 None None 51 1X1 Beam OK 0.514794 PMM C -2 13.08 None None 52 1X1 Beam OK 0.612802 PMM C -2 13.08 None None 53 2X1 Brace OK 0.034404 PMM C -2 0 None None 54 2X1 Brace OK 0.034274 PMM C -2 15.273 None None 55 2X1 Brace OK 0.207249 PMM C -2 0 None None 56 2X1 Brace OK 0.207409 PMM C -2 14.785 None None 57 2X1 Brace OK 0.074443 PMM C -2 0 None None 58 2X1 Brace OK 0.07386 PMM C -2 14.785 None None 59 2X1 Brace OK 0.014658 PMM C -2 0 None None 60 2X1 Brace OK 0.013031 PMM C -2 14.785 None None 61 2X1 Brace OK 0.088012 PMM C -2 14.785 None None 62 2X1 Brace OK 0.087662 PMM C -2 0 None None 63 2X1 Brace OK 0.111687 PMM C -2 0 None None 64 2X1 Brace OK 0.111693 PMM C -2 29.179 None None 07/17/2008 08235 15 of 29 Frame Design Design Status Ratio Ratio Combo Location Error Warning Section Type Unitiess Type in Message !Message 65 2X1 Brace OK 0.17596 PMM C -2 0 None None 66 2X1 Brace OK 0.175972 PMM C -2 28.6 None None 67 2X1 Brace OK 0.088064 PMM C -2 0 None None 68 2X1 Brace OK 0.088056 PMM C -2 28.6 None None 69 1X1 Beam OK 0.289866 PMM C -2 87.886 None None 70 1X1 Beam OK 0.28988 PMM C -2 87.886 None None 71 2X1 Brace OK 0.078247 PMM C -2 0 None None 72 2X1 Brace OK 0.0783 PMM C -2 28.6 None None 73 2X1 Brace OK 0.155718 PMM C -2 0 None None 74 2X1 Brace OK 0.155754 PMM C -2 28.6 None None 75 1X1 Brace OK 0.377392 PMM C -2 13.552 None None 76 1X1 Brace OK 0.37748 PMM C -2 13.552 None None 77 1X1 Brace OK 0.232242 PMM C -2 12 None None 78 1X1 Brace OK 0.23226 PMM C -2 12 None None 79 1X1 Brace OK 0.109818 PMM C -2 12 None None 80 1X1 Brace OK 0.110493 PMM C -2 12 None None 81 3/4X3/4 Brace OK 0.104629 PMM C -2 0 None None 82 3/4X3/4 Brace OK 0.105056 PMM C -2 0 None None 83 1X1 Brace OK 0.135716 PMM C -2 12 None None 84 1X1 Brace OK 0.133436 PMM C -2 12 None None 85 3/4X3/4 Brace OK 0.095383 PMM C -11 26.833 None None 86 3/4X3/4 Brace OK 0.086451 PMM C -2 26.833 None None 87 1X1 Brace OK 0.056593 PMM C -2 12 None None 88 1X1 Brace OK 0.056456 PMM C -2 12 None None 89 2X1 Brace OK 0.085182 PMM C -2 0 None None 90 2X1 Brace OK 0.08508 PMM C -2 15.192 None None 91 2X1 Brace OK 0.026652 PMM C -2 14.785 None None 92 2X1 Brace OK 0.027284 PMM C -2 0 None None 93 C10 Beam OK 0.51015 PMM C -2 0 None None 94 C10 Beam OK 0.510465 PMM C -2 0 None None 95 C10 Beam OK 0.467887 PMM C -2 16.5 None None 96 C10 Beam OK 0.468374 PMM C -2 16.5 None None 97 2X1 Brace OK 0.010301 PMM C -2 14.785 None None 98 2X1 Brace OK 0.009227 PMM C -2 0 None None 99 2X1 Brace OK 0.056064 PMM C -2 14.785 None None 100 2X1 Brace OK 0.054877 PMM C -2 0 None None 101 2X1 Brace OK 0.075866 PMM C -2 0 None None 102 2X1 Brace OK 0.073262 PMM C -2 14.785 None None 103 3/4X3/4 Brace OK 0.686743 PMM C -5 31.457 None None 104 314X3/4 Brace OK 0.686939 PMM C -5 0 None None 105 3)4X3/4 Brace OK 0.455344 PMM C -5 0 None None 106 3/4X3/4 Brace OK 0.483548 PMM C -6 31.457 None None 107 3/4X3/4 Brace OK 0.107942 PMM C -9 31.457 None None 108 3/4X3/4 Brace OK 0.472101 PMM C -10 31.457 None None 109 1X1 Beam OK 0.286982 PMM C -2 91.377 None None 110 1X1 Beam OK 0.287039 PMM C -2 91.377 None None 111 2X1 Brace OK 0.229721 PMM C -2 28.952 None None 112 2X1 Brace OK 0.229669 PMM C -2 0 None None 113 2X1 Brace OK 0.321548 PMM C -2 28.6 None None 114 2X1 Brace OK 0.321552 PMM C -2 0 None None 115 2X1 Brace OK 0.213964 PMM C -2 28.6 None None 116 2X1 Brace OK 0.213913 PMM C -2 0 None None 117 2X1 Brace OK 0.072913 PMM C -2 28.6 None None 118 2X1 Brace OK 0.072954 PMM C -2 0 None None 119 2X1 Brace OK 0.09293 PMM C -2 28.6 None None 120 2X1 Brace OK 0.121188 PMM C -11 0 None None 121 1X1 Brace OK 0.068148 PMM C -2 0 None None 122 1X1 Brace OK 0.068205 PMM C -2 0 None None 123 1X1 Brace OK 0.152655 PMM C -2 12 None None 124 1X1 Brace OK 0.152697 PMM C -2 12 None None 125 1X1 Brace OK 0.119651 PMM C -2 12 None None 126 1X1 Brace OK 0.119602 PMM C -2 12 None None 127 1X1 Brace OK 0.142306 PMM C -2 0 None None 128 1X1 Brace OK 0.142223 PMM C -2 0 None None 129 1X1 Brace OK 0.064945 PMM C -11 12 None None 130 1X1 Brace OK 0.082751 PMM C -10 12 None None 131 2X1 Brace OK 0.19496 PMM C -2 30.164 None None 132 2X1 Brace OK 0.194893 PMM C -2 0 None None 133 2X1 Brace OK 0.167356 PMM C -2 29.565 None None 134 2X1 Brace OK 0.167304 PMM C -2 0 None None 135 2X1 Brace OK 0.152637 PMM C -2 29.565 None None 136 2X1 Brace OK 0.152606 PMM C -2 0 None None 08235 07/17/2008 16 of 29 Frame Design Design Status Ratio Ratio Combo Location Error Warning Section Type Unitless Type in Message Message 137 2X1 Brace OK 0.107664 PMM C -2 29.565 None None 138 2X1 Brace OK 0.107586 PMM C -2 0 None None 139 2X1 Brace OK 0.120892 PMM C -2 29.565 None None 140 2X1 Brace OK 0.120589 PMM C -2 0 None None 141 1X1 Beam OK 0.099885 PMM C -2 95.368 None None 142 1X1 Beam OK 0.099854 PMM C -2 95.368 None None 143 3/4X3/4 Brace OK 0.887024 PMM C -2 0 None None 144 3/4X3/4 Brace OK 0.887118 PMM C -2 31.457 None None 145 3/4X3/4 Brace OK 0.677523 PMM C -2 0 None None 146 3/4X3/4 Brace OK 0.677839 PMM C -2 31.457 None None 147 3/4X3/4 Brace OK 0.283145 PMM C -11 15.728 None None 148 3/4X3/4 Brace OK 0.256105 PMM C -2 0 None None 149 2X1 Brace OK 0.342082 PMM C -2 28.78 None None 150 2X1 Brace OK 0.342014 PMM C -2 0 None None 151 2X1 Brace OK 0.292084 PMM C -2 0 None None 152 2X1 Brace OK 0.292076 PMM C -2 28.6 None None 153 2X1 Brace OK 0.177158 PMM C -2 0 None None 154 2X1 Brace OK 0.177115 PMM C -2 28.6 None None 155 2X1 Brace OK 0.054605 PMM C -2 28.6 None None 156 2X1 Brace OK 0.054592 PMM C -2 0 None None 157 2X1 Brace OK 0.087841 PMM C -2 0 None None 158 2X1 Brace OK 0.105955 PMM C -11 28.6 None None 159 1X1 Beam OK 0.112748 PMM C -2 72 None None 160 1X1 Beam OK 0.112709 PMM C -2 72 None None 161 1X1 Brace OK 0.050741 PMM C -2 13.717 None None 162 1X1 Brace OK 0.050724 PMM C -2 13.717 None None 163 1X1 Brace OK 0.109396 PMM C -2 0 None None 164 1X1 Brace OK 0.109376 PMM C -2 0 None None 165 1X1 Brace OK 0.094783 PMM C -2 12 None None 166 1X1 Brace OK 0.094855 PMM C -2 12 None None 167 1X1 Brace OK 0.12465 PMM C -2 12 None None 168 1X1 Brace OK 0.124791 PMM C -2 12 None None 169 1X1 Brace OK 0.072469 PMM C -11 12 None None 170 1X1 Brace OK 0.074586 PMM C -10 12 None None 171 2X1 Brace OK 0.420236 PMM C -2 28.665 None None 172 2X1 Brace OK 0.420211 PMM C -2 0 None None 173 2X1 Brace OK 0.387139 PMM C -2 28.6 None None 174 2X1 Brace OK 0.387147 PMM C -2 0 None None 175 2X1 Brace OK 0.256792 PMM C -2 28.6 None None 176 2X1 Brace OK 0.256781 PMM C -2 0 None None 177 2X1 Brace OK 0.049067 PMM C -2 28.6 None None 178 2X1 Brace OK 0.049094 PMM C -2 0 None None 179 2X1 Brace OK 0.051483 PMM C -10 28.6 None None 180 2X1 Brace OK 0.068315 PMM C -9 0 None None 181 2X1 Brace OK 0.284341 PMM C -2 29.929 None None 182 2X1 Brace OK 0.284398 PMM C -2 0 None None 183 2X1 Brace OK 0.178113 PMM C -2 0 None None 184 2X1 Brace OK 0.177984 PMM C -2 29.565 None None 185 2X1 Brace OK 0.141734 PMM C -2 0 None None 186 2X1 Brace OK 0.141639 PMM C -2 29.565 None None 187 2X1 Brace OK 0.141264 PMM C -2 0 None None 188 2X1 Brace OK 0.14131 PMM C -2 29.565 None None 189 2X1 Brace OK 0.056831 PMM C -2 0 None None 190 2X1 Brace OK 0.064122 PMM C -11 29.565 None None 191 3/4X3/4 Brace OK 0.298156 PMM C -5 0 None None 192 3/4X3/4 Brace OK 0.298247 PMM C -5 31.457 None None 193 3/4X3/4 Brace OK 0.222835 PMM C -5 0 None None 194 3/4X3/4 Brace OK 0.2229 PMM C -5 31.457 None None 195 3/4X3/4 Brace OK 0.133183 PMM C -5 0 None None 196 3/4X3/4 Brace OK 0.133106 PMM C -5 31.457 None None 197 1X1 Beam OK 0.075931 PMM C -5 0 None None 198 1X1 Beam OK 0.087828 PMM C -2 100.516 None None 199 2X1 Brace OK 0.470581 PMM C -2 28.607 None None 200 2X1 Brace OK 0.470558 PMM C -2 0 None None 201 2X1 Brace OK 0.367827 PMM C -2 0 None None 202 2X1 Brace OK 0.367821 PMM C -2 28.6 None None 203 2X1 Brace OK 0.244376 PMM C -2 0 None None 204 2X1 Brace OK 0.244366 PMM C -2 28.6 None None 205 2X1 Brace OK 0.049303 PMM C -2 28.6 None None 206 2X1 Brace OK 0.049312 PMM C -2 0 None None 207 2X1 Brace OK 0.051986 PMM C -10 0 None None 208 2X1 Brace OK 0.070133 PMM C -9 28.6 None None 08235 07/17/2008 17 of 29 Frame Design iDesign Status Ratio Ratio Combo Location Error Warning Section lYPe Unitless Type in Message IMessage 209 1X1 Brace OK 0.06565 PMM C -5 0 None None 210 1X1 Brace OK 0.06564 PMM C -5 0 None None 211 1X1 Brace OK 0.069011 PMM C -2 0 None None 212 1X1 Brace OK 0.06901 PMM C -2 0 None None 213 1X1 Beam OK 0.062142 PMM C -5 102.012 None None 214 1X1 Beam OK 0.065694 PMM C -10 24 None None 215 1X1 Brace OK 0.063215 PMM C -2 12 None None 216 1X1 Brace OK 0.06325 PMM C -2 12 None None 217 1X1 Brace OK 0.102679 PMM C -2 12 None None 218 1X1 Brace OK 0.102754 PMM C -2 12 None None 219 1X1 Brace OK 0.048629 PMM C -2 12 None None 220 1X1 Brace OK 0.048639 PMM C -2 12 None None 221 3/4X3/4 Brace OK 0.227222 PMM C -2 15.728 None None 222 314X3/4 Brace OK 0.227266 PMM C -2 15.728 None None 223 3/4X3/4 Brace OK 0.238896 PMM C -2 15.728 None None 224 3/4X3/4 Brace OK 0.246568 PMM C -11 31.457 None None 225 3/4X3/4 Brace OK 0.18383 PMM C -2 0 None None 226 3/4X3/4 Brace OK 0.242009 PMM C -11 0 None None 227 2X1 Brace OK 0.339706 PMM C -2 29.751 None None 228 2X1 Brace OK 0.339631 PMM C -2 0 None None 229 2X1 Brace OK 0.287729 PMM C -2 29.565 None None 230 2X1 Brace OK 0.28764 PMM C -2 0 None None 231 2X1 Brace OK 0.21977 PMM C -2 0 None None 232 2X1 Brace OK 0.219779 PMM C -2 29.565 None None 233 2X1 Brace OK 0.148844 PMM C -2 0 None None 234 2X1 Brace OK 0.14881 PMM C -2 29.565 None None 235 2X1 Brace OK 0.069601 PMM C -2 29.565 None None 236 2X1 Brace OK 0.069515 PMM C -2 0 None None 237 1X1 Brace OK 0.076696 PMM C -2 13.802 None None 238 1X1 Brace OK 0.07669 PMM C -2 13.802 None None 239 1X1 Column OK 0.09371 PMM C -2 0 None None 240 1X1 Column OK 0.093698 PMM C -2 0 None None 241 1X1 Column OK 0.077914 PMM C -2 12 None None 242 1X1 Column OK 0.077916 PMM C -2 12 None None 243 1X1 Column OK 0.108079 PMM C -2 12 None None 244 1X1 Column OK 0.108198 PMM C -2 12 None None 245 1X1 Column OK 0.067848 PMM C -11 12 None None 246 1X1 Column OK 0.079418 PMM C -10 12 None None 247 3!4X3/4 Brace OK 0.363112 PMM C -10 31.457 None None 248 3/4X3/4 Brace OK 0.08098 PMM C -9 31.457 None None 249 3/4X3/4 Brace OK 0.391562 PMM C -10 31.457 None None 250 3/4X3/4 Brace OK 0.091152 PMM C -9 31.457 None None 251 3/4X3/4 Brace OK 0.378337 PMM C -10 0 None None 252 314X3/4 Brace OK 0.09285 PMM C -9 31.457 None None 253 1X1 Brace OK 0.064365 PMM C -5 0 None None 254 1X1 Column OK 0.047763 PMM C -11 0 None None 255 1X1 Column OK 0.053194 PMM C -11 12 None None 256 1X1 Column OK 0.12317 PMM C -9 12 None None 257 1X1 Column OK 0.058585 PMM C -11 12 None None 258 1X1 Beam OK 0.084368 PMM C -5 105.338 None None 259 1X1 Beam OK 0.084329 PMM C -5 105.338 None None 260 2X1 Brace OK 0.392378 PMM C -2 29.632 None None 261 2X1 Brace OK 0.382804 PMM C -2 0 None None 262 2X1 Brace OK 0.326457 PMM C -2 0 None None 263 2X1 Brace OK 0.326389 PMM C -2 29.565 None None 264 2X1 Brace OK 0.243169 PMM C -2 0 None None 265 2X1 Brace OK 0.243098 PMM C -2 29.565 None None 266 2X1 Brace OK 0.155904 PMM C -2 0 None None 267 2X1 Brace OK 0.155957 PMM C -2 29.565 None None 268 2X1 Brace OK 0.028837 PMM C -2 29.565 None None 269 2X1 Brace OK 0.028917 PMM C -2 0 None None 270 1X1 Beam OK 0.089833 PMM C -5 107.334 None None 271 1X1 Beam OK 0.08986 PMM C -5 107.334 None None 274 2X1 Brace OK 0.393616 PMM C -2 29.572 None None 275 2X1 Brace OK 0.39356 PMM C -2 0 None None 276 2X1 Brace OK 0.359951 PMM C -2 29.565 None None 277 2X1 Brace OK 0.35989 PMM C -2 0 None None 278 2X1 Brace OK 0.268489 PMM C -2 29.565 None None 279 2X1 Brace OK 0.268539 PMM C -2 0 None None 280 2X1 Brace OK 0.150784 PMM C -2 0 None None 281 2X1 Brace OK 0.150753 PMM C -2 29.565 None None 282 2X1 Brace OK 0.041387 PMM C -2 0 None None 08235 07/17/2008 18of29 Frame Design Design Status Ratio Ratio Combo Location Error Warning Section Type Unitless Type in Message Message 283 2X1 Brace OK 0.043033 PMM C -11 0 None None 284 1X1 Beam OK 0.091093 PMM C -5 108 None None Preferences - Steel Design - AISC -ASD 01 07/17/2008 TH Frame Pat LLF S Ratio Limit Max Iter Check Defl DL Rat S DL & LL Rat LL Rat Total Rat Net Rat Design Type Unitless Unitless Unitless Yes /No Unitless Unitless Unitless Unitless Unitless Envelopes OMF 0.75 0.95 1 No 120 120 360 240 240 Steel Design - Summary Data - AISC -ASD 01 Frame Design Design Status Ratio Ratio Combo Location Error Warning Section Type Unitless Type in Message Message 272 P2.5 Brace OK 0.180756 PMM C -2 89.724 None None 273 P2.5 Brace OK 0.180934 PMM C -2 89.724 None None Joint Reactions Joint Output Case F, F F, M, M M, Case Type lb Ib Ib Ib -ft Ib -ft lb-ft J1 C -1 Combination 5.09 -46.86 13.17 0 0 0 J1 C -2 Combination 77.56 - 528.63 124.52 0 0 0 J1 C -3 Combination 34.56 - 192.58 24.16 0 0 0 J1 C-4 Combination 25.65 - 223.52 72.57 0 0 0 J1 C -5 Combination -55.01 452.61 - 121.58 0 0 0 J1 C -6 Combination 17.53 83.78 -63.08 0 0 0 J1 C -7 Combination 81.54 - 517.47 104.92 0 0 0 J1 C -8 Combination 74.86 - 540.68 141.23 0 0 0 J1 C -9 Combination 49.04 -80.68 -46.82 0 0 0 J1 C -10 Combination 47 -61.94 -52.08 0 0 0 J1 C -11 Combination 92.4 - 433.55 51.69 0 0 0 J1 C -12 Combination 90.36 - 414.81 46.42 0 0 0 J2 C -1 Combination -6.16 -46.73 13.57 0 0 0 J2 C -2 Combination -91.88 - 526.76 130.16 0 0 0 J2 C -3 Combination -2.98 -88.75 42.76 0 0 0 J2 C-4 Combination -32.97 -222.7 75.62 0 0 0 J2 C -5 Combination 68.85 450.92 - 127.26 0 0 0 J2 C -6 Combination 85.14 364.03 -30.23 0 0 0 J2 C -7 Combination -68.07 - 438.27 122.91 0 0 0 J2 C -8 Combination -90.56 - 538.73 147.55 0 0 0 J2 C -9 Combination 85.85 303.32 4.4 0 0 0 J2 C -10 Combination 88.32 322.02 -1.03 0 0 0 J2 C -11 Combination -1.44 - 144.21 94.13 0 0 0 J2 C -12 Combination 1.02 - 125.52 88.71 0 0 0 J3 C -1 Combination 22.36 -21.59 22.07 0 0 0 J3 C -2 Combination 259.25 - 164.59 253.21 0 0 0 J3 C -3 Combination 116.09 -105.1 58.88 0 0 0 J3 C-4 Combination 118.05 - 108.35 133.41 0 0 0 J3 C -5 Combination -232.5 183.65 - 245.84 0 0 0 J3 C -6 Combination 20.36 -71.49 -110.3 0 0 0 J3 C -7 Combination 270.32 - 191.47 223.03 0 0 0 J3 C -8 Combination 271.79 - 193.91 278.93 0 0 0 J3 C -9 Combination 123.04 - 163.63 -64.67 0 0 0 J3 C -10 Combination 114.09 -155 -73.49 0 0 0 J3 C -11 Combination 275.53 - 235.37 130.37 0 0 0 J3 C -12 Combination 266.59 - 226.73 121.55 0 0 0 J4 C -1 Combination -24.84 -19.86 20.33 0 0 0 J4 C -2 Combination - 292.68 - 145.94 232.59 0 0 0 J4 C -3 Combination -29.15 2.81 66.77 0 0 0 J4 C-4 Combination - 135.48 -98.59 122.68 0 0 0 J4 C -5 Combination 265.09 165.26 - 225.73 0 0 0 J4 C -6 Combination 247.35 198.03 -79.98 0 0 0 J4 C -7 Combination - 228.95 -97.42 214.35 0 0 0 J4 C -8 Combination -308.7 - 173.47 256.28 0 0 0 J4 C -9 Combination 233.1 212.76 -25.41 0 0 0 J4 C -10 Combination 243.04 220.7 -33.54 0 0 0 J4 C -11 Combination -32.26 60.04 145.22 0 0 0 J4 C -12 Combination -22.33 67.99 137.09 0 0 0 J5 C -1 Combination 17.23 -89.18 18.07 0 0 0 J5 C -2 Combination 246.66 - 1214.87 204.25 0 0 0 08235 19 of 29 Joint Output Case F„ F, F, M. M. M. Case Type lb lb lb lb-ft lb-ft lb-ft J5 C -3 Combination 38.68 - 329.05 14.82 0 0 0 J5 C -4 Combination 120.24 - 470.01 123.18 0 0 0 J5 C -5 Combination - 227.98 1006.77 - 212.74 0 0 0 J5 C -6 Combination - 134.68 434.86 - 161.85 0 0 0 J5 C -7 Combination 205.39 - 1113.35 155.27 0 0 0 J5 C -8 Combination 266.57 - 1219.06 236.53 0 0 0 J5 C -9 Combination - 106.34 159.31 - 157.87 0 0 0 J5 C -10 Combination - 113.23 194.99 -165.1 0 0 0 J5 C -11 Combination 96.63 - 747.07 25.75 0 0 0 J5 C -12 Combination 89.74 -711.4 18.52 0 0 0 J6 C -1 Combination -19.17 -88.39 20.08 0 0 0 J6 C -2 Combination -273 - 1204.26 230.61 0 0 0 J6 C -3 Combination -81.21 - 270.86 92.34 0 0 0 J6 C-4 Combination - 133.97 - 465.17 137.02 0 0 0 J6 C -5 Combination 253.65 997.06 - 238.64 0 0 0 J6 C -6 Combination 65.72 591.23 -2.14 0 0 0 J6 C -7 Combination - 256.08 - 1062.15 232.17 0 0 0 J6 C -8 Combination - 295.65 - 1207.88 265.68 0 0 0 J6 C -9 Combination -3.99 373.4 78.16 0 0 0 J6 C -10 Combination 3.68 408.76 70.12 0 0 0 J6 C -11 Combination - 198.16 - 578.95 221.54 0 0 0 J6 C -12 Combination - 190.49 -543.6 213.5 0 0 0 J7 C -1 Combination 49.6 -22.63 21.27 0 0 0 J7 C -2 Combination 712.73 - 293.41 305.04 0 0 0 J7 C -3 Combination 68.07 -80.28 -1.08 0 0 0 J7 C-4 Combination 371.73 - 138.21 168.49 0 0 0 J7 C -5 Combination -696.8 274.27 - 309.99 0 0 0 J7 C -6 Combination - 510.21 104.04 - 294.52 0 0 0 J7 C -7 Combination 560.8 - 268.95 217.33 0 0 0 J7 C -8 Combination 788.55 -312.4 344.51 0 0 0 J7 C -9 Combination -471.9 37.34 - 308.37 0 0 0 J7 C -10 Combination - 491.74 46.39 - 316.88 0 0 0 J7 C -11 Combination 155.82 - 180.73 -13.13 0 0 0 J7 C -12 Combination 135.98 - 171.68 -21.64 0 0 0 J8 C -1 Combination -41.79 -25.63 20.77 0 0 0 J8 C -2 Combination - 606.36 - 329.27 297.12 0 0 0 J8 C -3 Combination - 228.07 -74.72 136.14 0 0 0 J8 C-4 Combination - 316.85 - 155.76 164.02 0 0 0 J8 C -5 Combination 593.69 308.39 -301.7 0 0 0 J8 C -6 Combination 21.85 165.26 51.85 0 0 0 J8 C -7 Combination - 604.92 - 290.18 314.56 0 0 0 J8 C -8 Combination - 671.51 - 350.96 335.47 0 0 0 J8 C -9 Combination - 181.15 105.92 175.52 0 0 0 J8 C -10 Combination - 164.43 116.17 167.21 0 0 0 J8 C -11 Combination - 569.73 -154.7 344.1 0 0 0 J8 C -12 Combination - 553.01 - 144.45 335.79 0 0 0 J9 C -1 Combination 69.17 -2.3 32.43 0 0 0 J9 C -2 Combination 984.88 37.25 252.16 0 0 0 J9 C -3 Combination 89.22 -19.79 273.85 0 0 0 J9 C-4 Combination 503.38 -26.3 121.58 0 0 0 J9 C -5 Combination - 956.24 16.79 - 235.83 0 0 0 J9 C -6 Combination - 735.97 -78.05 373.76 0 0 0 J9 C -7 Combination 770.99 14.25 378.3 0 0 0 J9 C -8 Combination 1081.61 9.36 264.09 0 0 0 J9 C -9 Combination - 688.25 -96.46 628.16 0 0 0 J9 C -10 Combination - 715.92 -95.54 615.19 0 0 0 J9 C -11 Combination 187.89 -43.25 644.03 0 0 0 J9 C -12 Combination 160.22 -42.33 631.06 0 0 0 J10 C -1 Combination -71.49 -2.14 32.06 0 0 0 J10 C -2 Combination - 1017.16 39.77 246.51 0 0 0 J10 C -3 Combination - 379.45 26.67 -106.1 0 0 0 J10 C-4 Combination - 519.77 -25.25 118.77 0 0 0 J10 C -5 Combination 987.24 14.56 - 230.53 0 0 0 J10 C -6 Combination 57.88 45.87 - 610.31 0 0 0 J10 C -7 Combination - 1011.71 50.9 89.28 0 0 0 J10 C -8 Combination - 1116.95 11.96 257.93 0 0 0 J10 C -9 Combination - 278.68 73.83 - 735.64 0 0 0 J10 C -10 Combination - 250.08 74.69 - 748.47 0 0 0 J10 C -11 Combination - 936.13 86.27 - 382.88 0 0 0 J10 C -12 Combination - 907.54 87.13 -395.7 0 0 0 J11 C -1 Combination 39.93 20.3 61.58 0 0 0 J11 C -2 Combination 432.15 247.23 645.52 0 0 0 07/17/2008 08235 20 of 29 Joint Output Case F, Fy F M„ M M Case Type Ib Ib Ib Ib -ft Ib -ft Ib -ft J11 C -3 Combination 159.95 97.01 239.31 0 0 0 J11 C -4 Combination 150.16 83.87 225.63 0 0 0 J11 C -5 Combination - 320.24 - 187.69 - 475.24 0 0 0 J11 C -6 Combination -61.49 -20.13 -92.37 0 0 0 J11 C -7 Combination 424.11 248.03 632.84 0 0 0 J11 C -8 Combination 416.77 238.18 622.58 0 0 0 J11 C -9 Combination 74.5 64.7 110 0 0 0 J11 C -10 Combination 58.53 56.58 85.36 0 0 0 J11 C -11 Combination 360.02 223.8 535.85 0 0 0 J11 C -12 Combination 344.05 215.67 511.22 0 0 0 J12 C -1 Combination -38.83 26.87 59.28 0 0 0 J12 C -2 Combination - 406.37 341.24 592.36 0 0 0 J12 C -3 Combination - 154.52 115.64 228.09 0 0 0 J12 C-4 Combination -142.3 113.56 209.42 0 0 0 J12 C -5 Combination 300.14 - 256.48 - 433.81 0 0 0 J12 C -6 Combination 49.62 -69.9 -67.95 0 0 0 J12 C -7 Combination - 401.26 329.22 585.7 0 0 0 J12 C -8 Combination - 392.09 327.66 571.69 0 0 0 J12 C -9 Combination -81.6 29.63 124.58 0 0 0 J12 C -10 Combination -66.07 18.88 100.86 0 0 0 J12 C -11 Combination - 346.57 264.71 508.06 0 0 0 J12 C -12 Combination - 331.04 253.96 484.35 0 0 0 J13 C -1 Combination 38.87 26.9 59.34 0 0 0 J13 C -2 Combination 406.83 341.55 593.04 0 0 0 J13 C -3 Combination 65.67 58.77 97.36 0 0 0 J13 C-4 Combination 142.54 113.72 209.76 0 0 0 J13 C -5 Combination - 300.59 - 256.79 - 434.47 0 0 0 J13 C -6 Combination - 286.24 - 221.59 - 416.03 0 0 0 J13 C -7 Combination 334.95 286.79 488.13 0 0 0 J13 C -8 Combination 392.6 328 572.43 0 0 0 J13 C -9 Combination - 243.89 - 178.96 - 354.27 0 0 0 J13 C -10 Combination - 259.44 - 189.72 - 378.01 0 0 0 J13 C -11 Combination 102.78 108.49 149.41 0 0 0 J13 C -12 Combination 87.23 97.73 125.67 0 0 0 J14 C -1 Combination -39.97 20.33 61.63 0 0 0 J14 C -2 Combination - 432.61 247.58 646.19 0 0 0 J14 C -3 Combination -71.49 32.09 109.36 0 0 0 J14 C-4 Combination - 150.39 84.05 225.97 0 0 0 J14 C -5 Combination 320.68 - 188.03 - 475.88 0 0 0 J14 C -6 Combination 297.3 - 192.91 - 438.86 0 0 0 J14 C -7 Combination - 358.09 199.59 535.85 0 0 0 J14 C -8 Combination - 417.26 238.56 623.31 0 0 0 J14 C -9 Combination 249.79 - 173.02 - 366.48 0 0 0 J14 C -10 Combination 265.78 - 181.15 - 391.13 0 0 0 J14 C -11 Combination - 117.13 45.76 178.97 0 0 0 J14 C -12 Combination - 101.14 37.62 154.31 0 0 0 J15 C -1 Combination -1.19 135.38 88.37 0 0 0 J15 C -2 Combination -25.86 1575.71 906.35 0 0 0 J15 C -3 Combination -5.58 581.01 342.14 0 0 0 J15 C-4 Combination -7.97 540.34 318.45 0 0 0 J15 C -5 Combination 20.11 - 1183.96 - 665.76 0 0 0 J15 C -6 Combination 11.67 -221.7 - 117.48 0 0 0 J15 C -7 Combination -22.99 1549.85 892.18 0 0 0 J15 C -8 Combination -24.78 1519.34 874.42 0 0 0 J15 C -9 Combination 6.8 278.08 171.64 0 0 0 J15 C -10 Combination 7.28 223.93 136.29 0 0 0 J15 C -11 Combination -13.7 1322.65 764.31 0 0 0 J15 C -12 Combination -13.22 1268.5 728.96 0 0 0 J16 C -1 Combination 1.19 135.53 88.46 0 0 0 J16 C -2 Combination 25.85 1577.39 907.34 0 0 0 J16 C -3 Combination 5.84 247.12 151.25 0 0 0 J16 C-4 Combination 7.96 541.18 318.95 0 0 0 J16 C -5 Combination -20.1 - 1185.57 - 666.71 0 0 0 J16 C -6 Combination -11.2 - 1111.34 -626.1 0 0 0 J16 C -7 Combination 23.17 1300.62 749.72 0 0 0 J16 C -8 Combination 24.77 1521.16 875.49 0 0 0 J16 C -9 Combination -6.07 - 945.53 - 527.93 0 0 0 J16 C -10 Combination -6.54 - 999.74 - 563.31 0 0 0 J16 C -11 Combination 14.24 406.13 240.33 0 0 0 J16 C -12 Combination 13.77 351.92 204.95 0 0 0 07/17/2008 08235 21 of 29 SAP2000 Rainier Entrance Canopy - Aluminum P-M Interaction Ratios (AA-ASD 2000) SAP2000 0.00 0.50 Rainier Entrance Canopy - Steel P -M Interaction Ratios (AISC -ASD 01) 0.70 0.90 1.00 Connection Check Attachment of Steel Pipe to Existing Concrete Pilaster (Details C/2 8 D/3.11 Review computer design for maximum design forces at connection. Per shop drawings, the steel support pipes will be welded all- around to a 3/8" thick steel plate. The steel plate will be attached to the existing concrete pilaster with (3) ' /z' dia. Hilti KB TZ expansion anchors with 2" minimum embedment into the concrete. Assume max tension and shear occur simultaneously for a conservative design. 13) "A" KB TZ expansion anchors Vma, := 908 lbf Tmax := 1578 Ibf Maximum design loads V := 2839 Ibf T := 1065 lbf n := 3 Allowable capacties per Hilti 2008 Product Tech. Guide 5 5 Tmax 3 ( V ma ; \ 3 r :_ + C n1a nVa r = 0.333 Check := if(r < 1 , "OK!" ,"N/G!" ) Check = "OK!" Pipe to plate welded connection - -use minimum 3/16" E70XX all around fillet weld M t := 145 Ibf. ft M2 := 27 Ibf•ft Maximum design moments m.:_ Y M I Z + M M„ = 147.49 lbf•ft Pmax := 3042 lbf Maximum design load F := 70 ksi Fy : 35 ksi F„ := 0.3F„ F, = 21 ksi Allowable stress on weld t := 6 in L := 2 in t, := 0.203 in L is min total length of welds V w := F, t L V w = 7875 lbf Allowable shear from weld MR := V w L MR = 1312 lbf. ft V := (0.3 Fy L t V = 4263 Ibf Shear capacity of pipe /plate V := min(V w , V t ) V = 4263 lbf Max allowable shear force Check := if(V >_ max A MR ? M,,, "OK!" ,"N/G!") Check = "OK!" 07/17/2008 08235 24 of 29 Attachment of Steel Pipe to Aluminum Canopy (Detail (313.1) Review computer design for maximum design forces at connection. Per shop drawings, the steel support pipes will be welded all- around to a 3/8" thick steel plate. The steel plates will be attached to the aluminum C- sections of the canopy frame with (4) 1/2" dia. carriage bolts. The aluminum C- sections will be fully welded on both ends to the aluminum frame. Assume max tension and shear occur simultaneously for a conservative design. (4) %" carriage bolts Vmax := 2092 Ibf Tmax := 2167 lbf Maximum design loads V := 1963 Ibf T := 3930 lbf n := 4 Allowable capacties & quantity r C Tmar r Vmax n T n V r = 0.404 Check := if(r < 1 , "OK!" ,"N/G!" ) Check = "OK!" Pipe to plate welded connection - -use minimum 3/16" E70XX all around fillet weld M 1 := 145 lbf•ft M2 := 27 lbf-ft Maximum design moments M„ := JM + M2 M = 147.49 lbf-ft Pmax := 3042 lbf Maximum design load F„ := 70 ksi Fy := 35 ksi F„ := 0.3F„ F„ = 21 ksi Allowable stress on weld t := 6 in L := 2 in t := 0.203 in L is min total length of welds V a_w := F t L V a_w = 7875 lbf Allowable shear from weld MR := V a_w L MR = 1312 lbf. ft V := (0.3 Fy L t V = 4263 lbf Shear capacity of pipe /plate V := min(V w , V t ) V = 4263 lbf Max allowable shear force Check := if(V >_ Pmax n MR ? M,,, "OK!" ,"N/G!" ) Check = "OK!" 07/1 7/2008 08235 25 of 29 07/17/2008 Aluminum C- section to frame welded connection–use minimum 3/16" ER4043 all- around fillet weld M := 767 lbf-ft M2 := 351 Ibf•ft Maximum design moments M := , M, + M2 M = 843.5 !bf•ft Pmax := 1399 lbf Maximum design load F := 11.5 ksi F, := 24 ksi F := 15 ksi F := 35 ksi n := 2.34 0.91i F1uw V L F5 F,, := min ( — , F,, = 4.915 ksi Allowable stress on weld n n n t,,, := 3 in 1., := 4 in t, := 0.125 in L is min total length of welds 16 V w , := F,, t L V w , = 3686 lbf Allowable shear from weld MR := V L MR = 1229 Ibf•ft V , := (0.3 F L t,) V , = 5250 lbf Shear capacity of c- section/tube V := min(V w , V ,) V = 3686 lbf Max allowable shear force Check := if(V >_ P A MR >_ M "OK!" ,"N/G!" ) Check = "OK!" 08235 26 of 29 Attachment of Aluminum Frame to Concrete Walls (Detail C /2) Review computer design for maximum design forces at connection. Per shop drawings, a 1/4" thick aluminum plate will be fully welded to each end of the aluminum frame. The plate will be attached to the existing concrete wall with (4) 1/2" dia. Hilti KB TZ expansion anchors with a minimum of 2" embedment into the concrete. Assume max tension and shear occur simultaneously for a conservative design. (4) 'A" KB TZ expansion anchors Vmax := 789 Ibf Tmax := 1220 Ibf Maximum design loads V := 2839 Ibf T := 1065 Ibf n := 4 Allowable capacties per Hilti 2008 Product Tech. Guide 5 5 1 ,'max 3 Vmax 3 r: =l nT a + (n V r = 0.136 Check := if(r < 1 , "OK!" , "N /G! ") Check = "OK!" Aluminum plate to frame welded connection - -use minimum 3/16" ER4043 all- around fillet weld Pmax := 1220 Ibf Maximum design load F„ := 11.5 ksi F, := 24 ksi Fsuw, := 15 ksi Fy := 35 ksi n„ := 2.34 F 0.9 J Fmw V L Fsuw F, := min — F = 4.915 ksi Allowable stress on weld n n n t := 6 in 1_, 4 in t, := 0.11 in L is min total length of welds V _w := F, t L V w = 3686 Ibf Allowable shear from weld V := (0.3 Fy L t,) V , = 4620 lbf Shear capacity of tube /plate V := min(V w , V ,) V = 3686 lbf Max allowable shear force Check := if(V > Pmax, "OK!" ,"N/G!" ) Check = "OK!" 07/1 7/2008 08235 27 of 29 07/17/2008 Attachment of Aluminum Frame to Concrete Pilasters (Detail C /2) Review computer design for maximum design forces at connection. Per shop drawings, a 1/4" thick aluminum plate will be fully welded to each end of the aluminum frame. The plate will be attached to the existing concrete pilaster with a 1/2" dia. Hilti KB TZ expansion anchor with a minimum of 2" embedment into the concrete. Assume max tension and shear occur simultaneously for a conservative design. W KB TZ expansion anchor Vmax := 1117 Ibf Truax := 97 lbf Maximum design loads V := 2839 lbf 5 5 r Tmax 3 V T := 1065 lbf Allowable capacties per Hilti 2008 Product Tech. Guide r = 0.23 Check := if(r < 1 , "OK!" ,"N/G!" ) Check = "OK!" Aluminum plate to frame welded connection- -use minimum 3/16" ER4043 all- around fillet weld P := 1117 Ibf Maximum design load F := 11.5 ksi F := 24 ksi F := 15 ksi F := 35 ksi n„ := 2.34 F„ 0.9� Ftuw V L Fsuw Fy := min —, F, = 4.915 ksi Allowable stress on weld n n n„ t := 6 in L := 4 in t := 0.11 in L., is min total length of welds V w := F, t L V w = 3686 Ibf Allowable shear from weld V :_ (0.3 Fy L t V = 4620 Ibf Shear capacity of tube /plate V := min(V w , Va t) V = 3686 lbf Max allowable shear force Check := if(V >_ P "OK!" , "N /G! ") Check = "OK!" 08235 28 of 29 All Aluminum Tube to Tube Welded Connections All aluminum tube to tube connections shall be a minimum of 3/16" ER4043 all- around fillet welds. Ends of 2xlx0.125 aluminum tubes M := 102 lbf -ft M := 4M, + M22 M = 140.07 lbf-ft 1 max := 4368 lbf Maximum design load F„ := 11.5 ksi F,uw := 24 ksi F suw := 15 ksi Fy := 35 ksi n„ := 2.34 F 0.915 F V L Fsuw F„ := min( —, F, = 4.915 ksi Allowable stress on weld n n n t w :_ 6 in L := 5 in t, := 0.11 in L is min total length of welds V w := F,, t w L V a_w = 4607 lbf Allowable shear from weld M := Va_w L MR = 1920 lbf -ft V , :_ ( 0.3 Fy L t,) V = 5775 lbf Shear capacity of tube V := min(V w , V ,) V = 4607 lbf Max allowable shear force Check := if(V >_ Pmax A MR >_ M u , "OK!" ,"N/G!" ) Check = "OK!" Ends of 1xlx0.11 and 3/4x3/4x0.11 aluminum tubes M := 115 Ibf•ft M2 := 110 lbf-ft M := JM12 + M2 M = 159.14 Ibf•ft M2 := 96 lbf -ft Maximum design moments Maximum design moments Pmax := 1153 lbf Maximum design load F := 11.5 ksi Ftuw := 24 ksi F suw := 15 ksi Fy := 35 ksi n := 2.34 F 0.942 F,uw 1/2 Fsuw F,, := min — , , F" = 4.915 ksi Allowable stress on weld n n n t w := 6 in L := 1.5 in t t := 0.11 in L, is min total length of welds V a_w := F„ t w L V = 1382 lbf Allowable shear from weld M := Va_w L MR = 173 lbf-ft V := (0.3 Fy L t t ) V = 1733 lbf Shear capacity of tube V := min(V w, Va t ) V = 1382 lbf Max allowable shear force Check := if(V >_ max A MR >_ M u , "OK!" ,"N/G!" ) Check = "OK!" 07/17/2008 08235 29 of 29 TIT .((t • (t 7 1YLIM hc l lr 1 ,(1 111 hr Ll l c'1u 11 1 l�<<i.�7l l�r }(i 1I t�liiilic certificate of jYtame eitance REGISTERED APPLICATION CONCERN No. r -36805 ISSUED BY GLEN RAVEN CUSTOM FABRICS, LLC 1831 N PARR AVE GLEN RAVEN NC 27217 Dote Work Performed 6/02/08 336- 227 - -621 1 This is to certify that the materials described on the reverse side hereof have been flame - retardant treated (or are inherently nonflamable). FOR TRI VANTAGE,' LLC AT 2937 WEST 25th STREET CITY CLEVELAND STATE OHIO 44113 Certification is hereby made that: (Check "a" or "b ") (a) The articles described on the reverse side of this Certificate have been treated with a flame - retardant chemical approved and registered by the State Fire Marshal and that the application of said chemical was done in conformance with the laws of the State of California and the Rules and Regulations of the State Fire Marshal. Name of chemical used Chem. Reg. No Method of application (b) The articles described on the reverse side hereof are made from a flame- resistant fabric or material registered and approved by the State Fire Marshal for such use. Trade name of flame- resistant fabric or material used F I RES I ST Reg. No F -36805 The flame Retardant Process Used WILL NOT Be Removed By Washing (will or will not) GLEN RAVEN CUSTOM FABRICS By STEVEN L. ELLINGTON, GEN. MGR Name of Production Superintendent Title ....... AT °1RM A) 1 • TAT 9.TkI I i.ci `I(TI(T1kT) I:TI(j;, ,g11. tKllW4:J•) JY J . 1. A- 1141•tTl We hereby certify this to be a true copy of the original "CERTIFICATE OF FLAME RESISTANCE" issued to us, "original copy" of which has been filed with the California State Fire Marshal. TRI VANTAGE, LLC Control/ lot # Quantity 1.000 YD E O 12 *NIC* FIRESIST HUV 88020 Customer order # Description 3889B57 898020 Td Vantage, LLC Invoice # Product Code RAINIER INDUSTRIES INC. 13438 OLYMPIC AVE S URW! I L...A WA 98188- -4726 B 247 e Aiwa_ INCOMPLETE RECEIVED JUN 18 2008 n 120 PERMITCENTEfl �.I 8 07 -29 -2008 YUSHIH HO 18435 OLYMPIC AV S TUKWIAL WA 98188 RE: Permit Application No. D08 -120 18375 OLYMPIC AV S TUKW Dear Permit Applicant: In reviewing our current permit application files, it appears that your permit application applied for on 03/05/2008 , has not been issued by the City of Tukwila Permit Center. Per the International Building Code and/or the International Mechanical Code, every permit application not issued within 180 days from the date of application shall expire by limitation and become null and void. Your permit application expires on 09/01/2008 . If you choose to pursue your project, a written request for extension of your application addressed to the Building Official, demonstrating justifiable cause, will need to be received at the Permit Center prior to your expiration date of 09/01/2008. If it is determined that an extension is granted, your application will be extended for an additional 90 days from the expiration date. In the event we do not receive your written request for extension, your permit application will become null and void and your project will require a new permit application, plans and specifications, and associated fees. Thank you for your cooperation in this matter. Sincerely, vVV "" Ter Marshall it Technician xc: Permit File No. D08 -120 Cizy of T ukwi la Jim Haggerton, Mayor Department of Community Development Jack Pace, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206- 431 -3670 • Fax: 206 - 431 -3665 r • June 27, 2008 Yushih Ho 18435 Olympic Av S Tukwila WA 98188 City of 7u ; . la Department of Community Development Jack Pace, Director RE: CORRECTION LETTER #1 Development Application Number D08 -120 Rainier Industries —18435 Olympic Av S Dear Mr. Ho: This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Building Department. At this time the Fire, Planning and Public Works Departments have no comments. Building Department: Allen Johannessen at 206 433 -7163 if you have questions regarding the attached comments. Please address the attached comments in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) complete sets of revised plans, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at (206) 431 -3670. Sincerely, encl fifer Marshall it Technician File No. D08 -120 P:\Penmit Center\Correction Letters\2008\D08 -120 Correction Ltr #1.DOC wer • Jim Haggerton, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 Determination of Completeness Memo Date: June 23, 2008 Project Name: Rainier Industries Permit #: D08 -120 Plan Review: Allen Johannessen, Plans Examiner Tukwila Building Division Allen Johannessen, Plan Examiner The Building Division has deemed the subject permit application incomplete. To assist the applicant in expediting the Department plan review process, please forward the following comments. (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size). (If applicable) Structural Drawings and structural calculations sheets shall be original signed wet stamped, not copied.) 1. Provide engineer calculation for the canopy connections and design. Calculations shall show the canopy design and connections meet criteria for this areas seismic, wind and snow loads. Calculations shall be consistent with design details provided. Engineers calculations and details shall be wet stamped and signed by the engineer providing the canopy design. Should there be questions concerning the above requirements, contact the Building Division at 206 -431- 3670. No further comments at this time. r March 6, 2008 Yushih Ho 18435 Olympic Avenue S Tukwila, WA 98188 RE: Letter of Incomplete Application # 1 Development Permit Application D08 -120 Rainier Industries — 18435 Olympic Avenue S Dear Mr. Ho, This letter is to inform you that your permit application received at the City of Tukwila Permit Center on March 5, 2008 is determined to be incomplete. Before your application can continue the plan review process the following items from the following department need to be addressed: Building Department: Allen Johannessen at 206 433 -7163 if you have any questions concerning the attached comments. Fire Department: Al Metzler at 206 -575 -4407 if you have any questions concerning the following comments. 1. Provide information on type of structural elements and flame spread and smoke developed ratings of fabric. Please address the comment above in an itemized format with applicable revised plans, specifications, and /or other documentation. The City requires that four (4) sets of revised plans, specifications and /or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at the Permit Center at (206) 431 -3670. Si% cerely, Enclosures File: D08 -119 Brenda Ho t Permit Coordinator P:\Permit Center\Incomplete Letters\2008\D08 -120 Incomplete Ltr # 1.DOC jem • Jim Haggerton, Mayor Department of Community Development Jack Pace, Director 6300 Southcenter Boulevard, Suite #100 e Tukwila, Washington 98188 0 Phone: 206 - 431 -3670. Fax: 206 - 431 -3665 Determination of Completeness Memo Date: March 6, 2008 Project Name: Rainier Industries Permit #: D08 -120 Plan Review: Allen Johannessen, Plans Examiner Tukwila Building Division Allen Johannessen, Plan Examiner The Building Division has deemed the subject permit application incomplete. To assist the applicant in expediting the Department plan review process, please forward the following comments. (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size). (If applicable) Structural Drawings and structural calculations sheets shall be original signed wet stamped, not copied.) 1. Provide complete manufactures specifications for the awning that show the type of material the awning is made of including the framework. Materials shall be non combustible. (IBC 3105.3) 2. Provide an engineered detail to show how awing is attached to the building, including the support base, with specifications for the frame work to withstand seismic and wind forces. IBC 3105.3 & 3105.4) Should there be questions concerning the above requirements, contact the Building Division at 206 - 431 -3670. No further comments at this time. DEPARTMENTS: 1' Bu I;ling Division Public Works Complete Comments: Documents/routing slip.doc 2 -28 -02 TUES/THURS ROU NG: Please Route Structural Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Approved ❑ Approved with Conditions Notation: REVIEWER'S INITIALS: HERMIT COORD COPY 1 PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D08 - 120 DATE: 07 - - PROJECT NAME: RAINIER INDUSTRIES SITE ADDRESS: 18435 OLYMPIC AV S Original Plan Submittal X Response to Correction Letter # 1 Response to Incomplete Letter # Revision # after Permit Issued DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Fire Prevention n Planning Division Structural Incomplete Permit Center Use Only INCOMPLETE LETTER MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: LETTER OF COMPLETENESS MAILED: DUE DATE: 07-24-08 Not Applicable n No further Review Required DATE: DUE DATE: 08-2 1 -08 Not Approved (attach comments) n DATE: Permit Coordinator n Li Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: DEPARTMENTS: f fir , V° Buildi j• DI ision Public Works • PLAN % DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: Documents/routing slip.doc 2 -28-02 REVIEWER'S INITIALS: Incomplete APPROVALS OR CORRECTIONS: Approved n Approved with Conditions Notation: REVIEWER'S INITIALS: • C_OND W /R SLIP ACTIVITY NUMBER: D08 -120 PROJECT NAME: RAINIER INDUSTRIES SITE ADDRESS: 18375 OLYMPIC AV S Original Plan Submittal Response to Correction Letter # DATE: 06 -18 -08 X Response to Incomplete Letter # 1 Revision # After Permit Issued O / W (0-1 4-0 Fire Prevention i i Structural DATE: DATE: Planning Division Permit Coordinator DUE DATE: 06 -19 -08 Not Applicable Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS RO TING: Please Route Structural Review Required ❑ No further Review Required DUE DATE: 07 -17 -08 n Not Approved (attach comments) n Permit Center Use Only (^�,l CORRECTION LETTER MAILED: kfI `'[ W 3 Departments issued corrections: Bldg Fire ❑ Ping ❑ PW ❑ Staff Initials: ACTIVITY NUMBER: D08 -120 DATE: 03 -05 -08 PROJECT NAME: RAINIER INDUSTRIES SITE ADDRESS: 18375 OLYMPIC AV S X Original Plan Submittal Response to Correction Letter # Response to Incomplete Letter # Revision # After Permit Issued DEPARTMENTS: Public Works t) 1A 1 6. 6195 DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete n Comments: REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Documents/routing slip.doc 2 -28 -02 • PERMIT COORD COPY • PLAN REVIEW /ROUTING SLIP Incomplete 51,1 Fire Prevention Structural DUE DATE: 03-06 -08 Permit Center Use Only INCOMPLETE LETTER MAILED: /'� LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg [ Fire [f Ping ❑ PW ❑ Staff Initials: TUES/THURS ROUTING: Please Route ❑ Structural Review Required ❑ No further Review Required DATE: DATE: 191N� 3 -t1 Pla nFi ing Division Lij Permit Coordinator Not Applicable DUE DATE: 04 -03-08 Approved ❑ Approved with Conditions n Not Approved (attach comments) n Notation: REVIEWER'S INITIALS: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: • City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: Plan Check/Permit Number: D08 -120 ❑ Response to Incomplete Letter # • Response to Correction Letter # 1 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Rainier Industries Project Address: 18435 Olympic Av S l i Contact Person: \ & 4 rl) Phone Number: ( -4 -- ) " (' Y ) ` z 1 7 Summary of Revision: Pry iak hlll � i ,.�!` �t�'( /ul.1 1 )/ -l" / c 4 lac, f/ .. Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: Entered in Permits Plus on 1-1 \applications\forms- applications on line\revision submittal Created: 8 -13 -2004 Revised: • • Jim Haggerton, Mayor Jack Pace, Director env OFTUKWIUi IJUL .2 3 11 Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: k ) ( / 1 / DU I 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 ® Response to Incomplete Letter # 1 ❑ Response to Correction Letter # ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: RAINIER INDUSTRIES Project Address: 18375 Olympic Avenue S Contact Person: Yushih Ho Phone Number: ZS 781- 1 2J3- Summary of Revision: PI-Dirt o e R - » R e s s t hC-e 1l rtl r( (o1fP Df rt-e 641 /)/ . / Received at the City of Tukwila Permit Center by: Entered in Permits Plus on \applications \forms- applications on line\revision submittal Created: 8 -13 -2004 Revised: • Plan Check/Permit Number: D08-120 CI fOF TUKvvaw JUN 18 PERMIT CENTER Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision C Bond Bond Company Name Bond Account Number Effective Date Expiration Date Cancel Date Impaired Date Bond Amount Received Date 5 CBIC LB6600 10/01/2002 Until Cancelled 01/01/1980 01/01/1980 $6,000.0009/16/2002 AGENT 4 AMERICAN STATES INS CO 6139388 10/01/2001 Until Cancelled 10/08/2002 $6,000.0010/18/2001 3 CUMBERLAND CAS Et SURETY CO MB009001647 10/01/2000 Until Cancelled 10/16/2001 $4,000.00 2 AMERICAN BANKERS INS CO LPM349910 10/01/1997 Until Cancelled 10/01/2000 $4,000.00 Name Role Effective Date Expiration Date CAMPBELL, SCOTT C 01/01/1980 CAMPBELL, KAREN L 01/01/1980 SCHOONMAKER, GEORGE W 01/01/1980 01/01/1980 SCHOONMAKER, GEORGE W AGENT 01/01/1980 01/01/1980 Untitled Page • • 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. RAINIER INDUSTRIES LTD Business and Licensing Information Name RAINIER INDUSTRIES LTD Phone 4252511800 Address 18435 OLYMPIC AVE UBI No. 600523816 Status ACTIVE License No. RAINIIL066QP S Suite /Apt. License Type CONSTRUCTION CONTRACTOR City TUKWILA Effective Date 11/17/1994 State WA Expiration Date 12/31/2008 Zip 98188 Suspend Date County KING Separation Date Business Type CORPORATION Previous PUGETST150DE License Parent Company Next License Associated License Specialty 1 AWN,CANOPIES,CARPORT,PATIO CO Specialty 2 UNUSED Business Owner Information Bond Information Page 1 of 2 https: // fortress. wa. gov /lni/bbip/Detail.aspx ?License= RAINIIL066QP 08/01/2008 SHAPE STANDARD MINIMUM YEILD STRESS (FY) STANDARD STEEL SHAPES ASTM A36 36 KSI ROLLED WIDE FLANGE SECT ONS ASTM A572 OR A992 50 KSI BARS AND PLATES ASTM A36 36 KSI PIPES ASTM A53 35 KSI TUBES ASTM A 500 GRADE B 46 KSI ROD ASTM A307 36 KSI CABLE ASTM A475 60 KSI HIGH STRENGTH BOLTS ASTM 325 -- GENERAL NOTES: 1. THESE DRAWINGS ARE PREPARED PRIMARILY TO SAFEGAURD AGAINST MAJOR STRUCTURAL DAMAGE, LOSS OF LIFE. AND TO MA NTAIN FUNCTION AS PER REQUIREMENTS OF THE CURRENT ACCEPTED BUILDING CODE. 2. AN EXPERIENCED LICENSED CONTRACTOR WITH A WORKING KNOWLEDGE OF APPLICABLE CODES AND INDUSTRY ACCEPTED STANDARD PRACTICES SHALL PERFORM THE WORK DEPICTED IN THESE DRAWINGS. 3. ALL WORK SHALL CONFORM TO THE MINIMUM STANDARDS OF THE CURRENT GOVERNING BUILDING CODE. INDUSTRY SPECIFIC SPECIFICATIONS AND STANDARDS. THE CONTRACTOR SHALL COMPLY WITH REQUIREMENTS OF ALL REGULATORY AGENCIES WITH AUTHORITY OVER ANY PORTION OF THE WORK. WORK NOT EXPLICITLY SHOWN ON THESE DRAWINGS SHALL CONFORM TO ALL APPLICABLE CODES AND ACCEPTED STANDARD PRACTICES. 4. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, ELEVATIONS AND CONDITIONS ON THESE DRAWINGS WITH THE ARCITECTURAL AND ALL OTHER DISCIPLINE DRAWINGS PRIOR TO START OF CONSTRUCTION. NOTIFY ARCHITECT OR EOR IN WRITING BEFORE THE START OF CONSTRUCTION REGARDING DISCREPANCIES. OMISSIONS OR VARIATIONS, OR THEY SHALL BECOME THE SOLE RESPONSIBILITY OF THE CONTRACTOR. NOTES AND THE SPECIFIC DETAILS ON THESE DRAWINGS TAKE PRECEDENCE OVER GENERAL STRUCTURAL NOTES AND TYPICAL DETAILS. 5. CONSTRUCTION METHODS ARE NOT INDICATED ON THESE DRAWINGS. THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR ALL METHODS, SEQUENCES AND PROCEDURES OF CONSTRUCTON. THE CONTRACTOR SHALL PROVIDE ADEQLATE SHORING, BRACING. FRAMEWORK. ETC. AS REQUIRED FOR THE PROTECTION OF LIFE AND PROPERTY DURING CONSTRUCTION. 6. EXCAVATION PROCEDURES INCLUDING SHORING AND PROTECTION OF ADJACENT PROPERTY, STRUCTURES, STREETS AND U SHALL BE PERFORMED IN COMPLIANCE WITH LOCAL BUILDING CODES, REGULATIONS AND SAFETY REQUIREMENTS AND SHALL BE THE CONTRACTOR'S RESPONSIBILITY. 7. OPENINGS, POCKETS. ETC. LARGER THAN 6 INCHES SHALL NOT BE PLACED IN STRUCTURAL MEMBERS UNLESS SPECIFICALLY DETAILED ON THESE DRAWINGS. WHEN DRAWINGS BY OTHERS SHOW ITEMS IN STRUCTURAL MEMBERS NOT SHOWN ON THE STRUCTURAL DRAWINGS, NOTIFY THE ENGINEER IN WRITING TO DETERMINE CORRECT DISPOSITION. 8. SITE VISITS BY THE EOR ARE A RESOURCE OF THE CONTRAC -OR AND SHALL NOT BE CONSIDERED AS SPECIAL INSPECTIONS. 9. GENERAL INSPECTIONS AND SPECIAL INSPECTION SHALL BE PERFORMED DURING CONSTRUCTION AS REQUIRED BY LOCAL GOVERNING MUNICIPALITY. STRUCTURAL STEEL 1. STRUCTURAL STEEL MEMBERS SHALL CONFORM TO THE FOLLOWING STANDARDS AND MATERIAL PROPERTIES U.N.O... 2. WHERE STEEL BEAM IS USED IN CONNECTION TO WOOD FRAMING, A 3X -DF -L STUD GRADE PLATE WILL BE BOLTED TO THE TOP FLANGE WITH A W DIAMETER BOLTS AT 24' 0 C. STAGGERED AS SPECIFIED BELOW. 3. STRUCTURAL STEEL SHALL BE FABRICATED AND ERECTED IN ACCORDANCE WITH AISC SPECIFICATIONS OF THE DESIGN FABRICATION AND ERECTION OF STRUCTURAL STEEL BUILDINGS. 4. ALL WELD SIZE SHALL BE MINIMUM 3/16' E70XX ALL AROUND WELD U.N.O. 5. WELDERS SHALL BE AWS CERTIFIED. ALL WELDING SHALL USE E70 SERIES LOW HYDROGEN ELECTRODES. ALL WELDING SHALL CONFORM TO THE LATEST AMERICAN WELDING SOCIETY STANDARDS: WELDS ON DRAWINGS ARE SHOWN AS SHCP WELDS. CONTRACTOR MAY SHOP WELD OR FIELD WELD AT HIS DISCRETION. ALL FULL PENETRATION WELDS SHALL BE TESTED AND CERTIFIED BY AN INDEPENDENT TESTING LABORATORY. 6. ALL BOLTS SHALL BE INSTALLED AS BEARING -TYPE CONNECTIONS WITH THREADS EXCLUDED FROM SHEAR PLANE (TYPE 'X" CONNECTION). UNO. HIGH- STRENGTH BOLTS SHALL BE SNUG TIGHTENED USING ANY AISC APPROVED METHOD AND DO NOT REQUIRE SPECIAL INSPECTIONS UNLESS NOTED OTHERWISE. ALL BOLTS IN SLOTTEC OR OVERSIZE HOLES AND ALL HIGH - STRENGTH BOLTS SHALL BE INSTALLED WITH WASHERS. 7. ALL EXPANSION OR EPDXY BOLTS SHALL HAVE CURRENT ICBOIICC RATING FOR MATERIAL INTO WHICH INSTALLATION OCCURS. HEADED STUDS SHALL CONFORM TC ALL REQUIREMENTS OF THE LATEST EDITION OF THE "RECOMMENDED PRACTICES FOR STUD WELDING AND THE `STRUCTURAL WELDING CODE PUBLISHED BY LAWS. ALL BOLTS. ANCHOR BOLTS. EXPANSION BOLTS. ETC. SHALL BE INSTALLED WITH STEEL WASHERS AT FACE OF WOOD. 8. GROUT BENEATH COLUMN BASES OR BEARING PLATES SHALL BE 5000 PSI MINIMUM NON - SHRINK FLOWPBLE GROUT OR DRYFACK. INSTALL GROUT UNDER BEARING PLATES BEFORE FRAMING MEMBERS ARE INSTALLED. AT COLUMNS. INSTALL GROUT UNDER BASEPLATES AFTER COLUMN HAS BEEN PLUMBED BUT PRIOR TO FLOOR OR ROOF INSTALLATION. GROUT DEPTH SHALL BE SUFFICIENT TO ALLOW GROUT OR DRYPACK TO BE PLACED BENEATH PLATE WITHOUT VOIDS. 9. WELDED MOMENT FRAME CONNECTIONS SHALL COMPLY WITH THE FOLLOWING REQUIREMENTS: • ACCESS HOLES SHALL BE SMOOTH AND FREE OF NOTCHES. • MINIMUM PREHEAT PER AWS REQUIREMENTS SHALL BE MAINTAINED FOR ALL WELDS INCLUDING TACK WELDS. VERIFY PREHEAT WITH TEMPERATURE INDICATING CRAYONS. • WELD IAATERIAL SHALL COMPLY WITH CHARPY V -NOTCH REQUIREMENT OF 20- FT -LBS AT -20 DEGREES F. • END DAMS OR NOT ALLOWED • ALL WELD LAYERS SHALL BE COMPLETED FULL WIDTH OF FLANGE BEFORE NEW LAYER IS STARTED. • MAXIMJM LAYER THICKNESS EQUALS W. MAXIMUM BEAD WIDTH EQUALS 5/8" GRIND EDGES OF WELD SMOO - H AND FLUSH EDGES OF ABUTTING PARTS. • NOTCHES OF GROOVES SHALL BE FILLED AND GROUND SMOOTH. • ALL MISC. WELDS NOT NOTED. INCLUDEING STIFFENERS. MISC. PLATES. ETC. SHALL BE PERAISC MANUAL TABLE J2.4. STRUCTURAL ALUMINUM 1. ALL ALUMINUM ALLOYS SHALL BE MINIMUM 6061 -T6 WITH MINIMUM TENSILE YEILD STRESS 35 KSI U.N.O. 2. ALL ALLUMINUM WELD SHALL CONFORM TO AWS D1.2.83 (30) SPECIFICATIONS. 3. ALUMINUM PARTS SHALL BE WELDED WITH AN INERT GAS SHIELDED ARC OR RESISTANCE WELDING PROCESS. NO WELDING PROCESS THAT REQUIRES A WELDING FLUX SHALL BE USED. FILLER ALLOWS COMPLYING WITH THE CODE 8 SPECIFICATIONS REQUIREMENTS SHALL BE USED. 4. ALL WELDS OF STRUCTURAL MEMBERS SHALL BE PERFORMED BY WELDERS QUALIFIED IN ACCORDANCE WITH THE GOVERNING CODE PROCEDURES. 5. WE _DING OF ALUMINUM SHALL BE IN ACCORDANCE WITH APPROVED NATIONALLY RECOGINIZED STANDARDS. 6. OXYGEN CUTTING OF ALUMINUM ALLOYS SHALL NOT BE PERMITTED. 7. WHERE ALUMINUM ALLOY PARTS ARE IN CONTACT WITH DISSIMILAR METALS, OTHER THAN STAINLESS. ALUMINUM OR GALVANIZED STEEL OR ABSORBENT BUILDING MATERIALS LIKELY TO BE CONTINUOUSLY OR INTERMITTENTLY WET, THE FAYING SURFACES SHALL BE PAINTED OR OTHERWIS SEPARATED IN ACCORDANCE WITH CURRENT ALUMINUM SPECIFICATIONS. 8 DURING ERECTION. STRUCTURAL ALUMINUM SHALL BE ADEQUATELY BRACED AND FASTENED TO RESIST DEAD, WIND AND ERECTIONS LOADS. SCREWS 1. SCREWS SHALL BE SELF - TAPPING PAN HEAD, OR WAFER HEAD SHEET METAL SCREWS ;ER -5202) OR EQUIVALENT. SCREWS WHICH ARE REMOVED SHALL BE REPLACED BY A SCREW OF A LARGER DIA. WHERE THE REPLACEMENT IS MADE INTO AN EXISTING HOLE. REPLACE ALL SCREWS WHICH STRIP OUT MATERIAL. SCREWS SHALL BE SPACED NO CLOSER THAN 5/8' O.C. AND WITH A RAIN. FREE EDGE DISTANCE OF %" INCH. CLIP ANGLES OR FLAT CLIPS USED FOR ATTACHMENTS SHALL BE 33 MIL THICK MIN , U.N.O. SIZE CLIP ANGLES AND FLAT CLIPS TO MAINTAIN MIN. SCREW SPACING AND EDGE DISTANCES NOTED ABOVE. AL_ SCREWS #8 AND LARGER SHALL HAVE A MIN. HEAD SIZE OF 5/16 INCH. ALL SCREWS SHALL HAVE SUFFICIENT LENGTH TO ENSURE PENETRATION INTO STEEL MEMBER BY AT LEAST 2 FULL DIAMETER THREADS. SPECIAL INSPECTION I . ALL REQUIRED SPECIAL INSPECTIONS SHALL BE PERFORMED IN ACCORDANCE WITH CURRENT ACCEPTED BUILDING CODE. CHECK WITH LOCAL BUILDING DEPARTMENT FOR REQUIRED SPECIAL INSPECTIONS. THE SPECIAL INSPECTORS SHALL BE A QUALIFIED PERSON WHO SHALL DEMONSTRATE COMPETENCE, TO THE SATISFACTION OF THE BUILDING OFFICIAL. FOR THE INSPECTION OF THE PARTICULAR TYPE OF CONSTRUCTION OR OPERATION REQUIRING SPECIAL INSPECTION DRAWING INDEX: • P1.00 • P2.00 • P3.00 PLOT PLAN ELEVATION AWNING DETAILS REVISIONS No changes shall be made to the el scope of work without prior app Tukwila Building Division. Revisions will require a new plan submittal NOTE: and may include additional Plan review fees. FILE OPY PermltWo.,�0v' 11 Pier review approval Is subject to MOTS and off. Approval of conabuction documents does not authorize the violation of any adopted coda or b. Receipt of approved By, Date: a / City of Tukwila BUILDING DIVISION C ORRECTION LTR# I PO YH2o REVIEWED FOR CODE COMPLIANCE APPROVED JUL 2 9 2108 Ci ! Of Tukwila BUILDING DIVISION SEPARATE PERMIT REQUIRED FOR: g Mechanical Electrical rifflumbing r Gas Piping City of Tukwila BUILDING DIVISION is ) /1(1/"W- ' RECEIVED CITY OF TUKW ILA JUL 2 3 2008 PERMIT CENTER EXPlRES_2 - .1D 1 7 2008 RainierIn .sines, Ltd 18435 Olympic Ave. S. Tukwila, WA 98188 800 - 869 -7162 Toll Free 425 -251 -1800 Phone 425 -251 -5065 Fax www.Rainier.com Original design concepts are protected under Federal Copyright Laws and are the property of Rainier Industries, Ltd. Any reproduction of this design concept without written consent is expressly forbidden. ISO 9001:2000 REGISTERED RAINIER INDUSTRIES 18375 OLYMPIC AVE, S TUKWILA WA 98188 Revisions 06 -10 BRAIN ROWINSKI Sales Person ENTRENCE CANOPY Job Name PLOT PLAN Drawing Title 120018 RI Work Order Number YUSHIH HO Drawn By -I- Checked By Date BRAIN ROWINSKI Project Marager -I- Issue Date / By A0.00 File Name: • MASTER • PROJECT MGR ♦ SALES • DTS • FRAME ! ASSEMBLY • FABRIC • GRAPHICS • INSTALL • WOOD SHOP • SHIPPING • Sheet Number / / / / / / // / / / PLANTED AREA SIDEWALK / / / / / CONCRETE PILASTER / / / / / / / 18375 OLYMPIC AVE S. � � / / TUKWILA, WA MAIN ENTRANCE C Plot Plan O Scale: 3/16" = 1' -0" PROPOSING NEW CANOPY 28' -54 DRIVEWAY STEPS — / RECEIVED CITY OF TUKWILA JUL 2 3 2008 PERMIT CENTER / / ,JCJL 2� CONCRETE PILASTER • DRAIN PIPE / / PLANTED AREA KtVitWED FOR —� CODE COMPLIANCE APPROVED TuJ<w CitY IL ! G DIVI ON / / / ?008 EXPIRES: 2. )1./ JUL 1 7 2008 RainierIndushies, Lid 18435 Olympic Ave. S. Tukwila, WA 98188 800 - 869 -7162 Toll Free 425 -251 -1800 Phone 425 - 251 -5065 Fax www.Rainier.com Original design concepts are protected under Federal Copyright Laws and are the property of Rainier Industries, Ltd. Any reproduction of this design concept without written consent is expressly forbidden. ISO 9001:2000 REGISTERED RAINIER INDUSTRIES 18375 OLYMPIC AVE. S TUI MLA, WA 98188 Revisions 06 -10 BRAIN ROWINSKI Sales Person ENTRENCE CANOPY Job Name PLOT PLAN Drawing Title 120018 RI Work Order Number YUSHIH HO Drawn By — /— Checked By/Date BRAIN ROWINSKI Project Manager Issue - Date I By P1.00 File Name: • MASTER • PROJECT MGR • SALES • DTS • FRAME / ASSEMBLY • FABRIC I GRAPHICS • INSTALL • WOOD SHOP • SHIPPING Sheet Number 1FL GL WHEEL CHAIR DRIVE WAY LEVEL —Jo 2 1/2" OSTEEL PIPE (2.875 O.D.), POWDER COATED 18375 CURB 1FL GL RE- LOCATE EXISTING SIGN FROM 18435 TO 18375 2' - f 6 - 0 " — 2 , - 9' -0" 23' -5 28'-5 East Elevation 0 Scale: 1/8" =1' -0" 2 1 /2" OSTEEL PIPE (2.875 O.D.), POWDER COATED South Elevation 4 0 ) Scale: 1 /8" = 1' -0" PROPOSING NEW CANOPY .SIDE WALK 1FL DRIVE WAY PLATE TO TUBES, TYP. (3) 1/2" 0 HILTI KWIK BOLT TZ ANCHORS WITH 3 1/2" MIN EMBEDMENT 2 1/2" OSTEEL PIPE (2.875 0.D.), POWDER COATED OUTLINE OF CONCRETE PILASTER, SEE (91 (1) 1/2" 0HILTI KWIK BOLT TZ WITH 3 1/2' MIN EMBEDMENT. MAINTAIN 6" TO EDGE OF CONCRETE TYPICAL (1) PER SIDE 1/4" ALUM PLATE GUTTER, ON LEFT SIDE ONLY 3/16' (4) 1/2" OHILTI KWIK BOLT TZ ANCHORS WITH 2" MIN EMBEDMENT OF BOLT TO EDGE OF CONCRETE WALL RECEIVED CITY OF TUKW1LA JUL 2 31008 PERMIT CENTER - 2'. 0 6" Attachment Detail eD Scale: 1 /2" = 1' -0" CODE COM APPROVED JUL 2 9 2008 City Of Tukwila BUILDING DIVISION 3/16" PLATE TO TUBES, TYP. Rainier Industries, Lid 18435 Olympic Ave. S. Tukwila, WA 98188 800 - 869 -7162 Toil Free 425 -251 -1800 Phone 425 -251 -5065 Fax www.Rainier.com Original design concepts are protected under Federal Copyright Laws and are the property of Rainier Industries, Ltd. My reproduction of this design concept without written consent is expressly forbidden. ISO 9001:2000 REGISTERED RAINIER INDUSTRIES 18375 OLYMPIC AVE. S TUKWII A WA 98188 Revisions 07 -16 BRAIN ROWINSKI Sales Person ENTRENCE CANOPY Job Name ELEVATION Drawing Tide 120018 RI Work Order Number Checked By I Date BRAIN ROWINSKI Project Manager Issue Date / By P2.00 File Name: • MASTER • PROJECT MGR • SALES • DTS • FRAME / ASSEMBLY • FABRIC • GRAPHICS • INSTALL • WOOD SHOP • SHIPPING • Sheet Number 3/4 "x3/4 "x.110 ALUM. TUBE 1'x1"x.110 ALUM. TUBE 1 "x1"x.110 STAPLE EXTRUSION (DOWN) 1•x1 "x.110 STAPLE EXTRUSION (OUT) 1 "x1 "x.110 STAPLE EXTRUSION (BACK) 1 "x2 "x.125 STAPLE EXTRUSION (UP) 1 "x2 "x.125 STAPLE EXTRUSION (DOWN) 1 "x2 "x.125 ALUM. TUBE 1/2"-THICK ALUM PLATE 6• 174 OUTLINE OF THE OPENING 10'x2.6 "x.24 -THICK ALUM CHANNEL 1/2' -THICK ALUM PLATE Isometric View Scale: 3/8" =1-0" ALUM PLATE INSTALL t(tVltvVtO rt�K CODE COMPLIANCE APPROVED JUL 2 9 2008 City Of Tukwila BUILDING DIVISI ON RECEIVED CITY OF TUKWILA JUL 2 3 2008 PERMIT CENTER NOTES: • FRAME • FRONT: 28' -51:4' • WALL: 4' -6' • PROJ: 8' -0' • TRUSS: 1 %0' • MATERIAL FINISH: POWDER COATED • ASSEMBLY • POWDER COATED: COLOR TBD • FABRIC TOP FERRARI.502 48001 BLUE • FABE & SIDES: FERRARI -502 a 8102 WHITE • CHEIL I NG: FIRE SI ST 4 88054 IVORY ALL FABRIC MEETS INDUSTRY: CODE STANDARDS FOR FLAME RESISTANCE LIGHTING. NONE • GRAPHICS • GRAPHICS ONE LOGO I EXPIRES: 2.13.I JUL 1 7 2008 Rainier Industries, Lid 18435 Olympic Ave. S. Tukwila, WA 98188 800 - 869 -7162 Toll Free 425 - 251 -1800 Phone 425 - 251 -5065 Fax www.Rainier.com Original design concepts are protected under Federal Copyright Laws and are the property of Rainier Industries, Ltd. Any reproduction of this design concept without written consent is expressly forbidden. ISO 9001:2000 REGISTERED RAINIER INDUSTRIES 18375 OLYMPIC AVE. S TUKWILA WA 98188 Revisions 07-16 BRAIN ROWINSKI Sales Person ENTRENCE CANOPY Job Name ATTACHMENT VIEWS Drawing Title 120018 RI Work Order Number YUSHIH HO Drawn By Checked By / Date BRAIN ROWINSKI Project Manager Issue Date / By P3.00 File Name: ► MASTER • PROJECT MGR • SALES • DTS • FRAME / ASSEMBLY it FABRIC ► GRAPHICS ► INSTALL • WOOD SHOP • SHIPPING • Sheet Number 6" FABRIC 1 "x2" ALUM. TUBE 2 1/2" OSTEEL PIPE (2.875 0.D.), POWDER COATED TYP. 3/16" OUTLINE OF THE OPENING 2 1/2" OSTEEL PIPE (2.875 0.D.), POWDER COATED 2'-0" 1 "x1" ALUM. TUBE Section Scale: 3" =1' -0" D 9" x 9" x 3/8" -THICK STEEL PLATE 1/2 " -13 x2 "-LONG CARRIAGE BOLTS (TYP 4 -EACH) 10 "x2.6'x.24 -THICK ALUM. CHANNEL, A&C #545220 3/4 "x3/4" ALUM. TUBE 3/16" TYP. Section View Scale: 1/2" = 9/16" OHOLE FOR 1/2" OHILTI KWIK BOLT TZ ANCHORS WITH 3 1/2" MIN EMBEDMENT (3) PER SIDE 1"x2" ALUM. STAPLE (DOWN) �Iv t t 1 "x2" ALUM. TUBE 3/8" -THICK STEEL PLATE 3/16" 28" TYP. (3) 1/2" OHILTI KWIK BOLT TZ ANCHORS WITH 3 1/2" MIN EMBEDMENT. MAINTAIN 6" TO EDGE OF CONCRETE TYPICAL (3) PER SIDE �Iv T Attachment Detail Scale: 3" =1-0" 3/16" RECEIVED CITY OF TUKWILA JUL 2 3 2008 PERMIT CENTER 3/8" -THICK STEEL PLATE OUTLINE OF THE BUILDING 2 1/2" OSTEEL PIPE (2.875 0.D.), POWDER COATED \f\ Attachment Detail Scale: 6" = 1' -0" ■�v ltWtU I COMPLIANCE PROVED UL 2 9 2008 Of Tukwila ING DMSION TYP. 3/16" I� 2 ' -0 " I TYP. 2 1/2" OSTEEL PIPE (2.875 0.D.), POWDER COATED 1 35 Olympic Ave. S. Ti kwila, WA 98188 0- 869 -7162 Toll Free 5-251 -1800 Phone 5- 251 -5065 Fax Original design concepts are protected under Federal Copyright Laws and are the property of Rainier Industries, Ltd. Any reproduction of this design concept without written consent is expressly forbidden. ISO 9001:2000 REGISTERED RAINIER INDUSTRIES 18375 OLYMPIC AVE. S TUKWILA, WA 98188 1 1 1 1 1IIIII11111111111111 411111111111111111111111111111111111111 • 3 /8" -THICK GUSSE Revisions 06-17 BRAIN ROWINSKI Sales Person ENTRENCE CANOPY Job Name ATTACHMENT VIEWS Drawing Tile 120018 RI Work Order Number YUSHIH HO rawn By flier Industries, Lid .Rainier.com ecked By 1 Date RAIN ROWINSKI Project Manager Issue Date / By EXPIRES: Z • /3. /a JUL 1 7 2008 3. File Name: • MASTER • PROJECT MGR • SALES • DTS • FRAME / ASSEMBLY • FABRIC • GRAPHICS • INSTALL • WOOD SHOP • SHIPPING • Sheet Number