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Permit D11-140 - RIVERSIDE CASINO - REROOF
RIVERSIDE CASINO 14060 INTERiJRBAN AV S EXPIRED 05 -28 -12 D11 -140 (----- -1-A wq City oPI'ukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206 - 431 -2451 Web site: http: / /www.TukwilaWA.gov DEVELOPMENT PERMIT Parcel No.: 0002800033 Address: 14060 INTERURBAN AV S TUKW Suite No: Project Name: RIVERSIDE CASINO Permit Number: D11 -140 Issue Date: 06/02/2011 Permit Expires On: 11/29/2011 Owner: Name: RIVERSIDE CASINO Address: 14060 INTERURBAN AVE S , TUKWILA WA 98168 Contact Person: Name: DAVE DURR Address: 10310 S TACOMA WY, SUITE K , LAKEWOOD WA 98499 Contractor: Name: ONEDURR INC Address: 1310 S TACOMA WY - SUITE K , LAKEWOOD WA 98499 Contractor License No: ONEDUI* 107C6 Phone: 253 - 377 -4524 Phone: 253 - 584 -2165 Expiration Date: 03/08/2013 DESCRIPTION OF WORK: REPLACE EXISTING CORRUGATED METAL ROOFING ON MANSARD ROOF ACROSS THE FRONT OF THE BUILDING WITH NEW PRE - FINISHED METAL PANELS. CLOSE IN NORTH END WITH 5/8" TYPE X DRYWALL AND SHEET METAL ROOFING Value of Construction: $9,151.00 Type of Fire Protection: Type of Construction: Electrical Service Provided by: PUGET SOUND ENERGY Fees Collected: $464.52 International Building Code Edition: 2009 Occupancy per IBC: * *continued on next page ** doc: IBC -7/10 D11 -140 Printed: 06 -02 -2011 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N Fire Loop Hydrant: N Number: 0 Size (Inches): 0 Flood Control Zone: Hauling: N Start Time: End Time: Land Altering: Volumes: Cut 0 c.y. Fill 0 c.y. Landscape Irrigation: Moving Oversize Load: Start Time: End Time: Sanitary Side Sewer: Sewer Main Extension: Private: Public: Storm Drainage: Street Use: Profit: N Non - Profit: N Water Main Extension: Private: Public: Water Meter: N Permit Center Authorized Signature: u-tily Date: I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or t J -rformance of work. I am authorized to sign and obtain this development permit and agree to the conditions attached to this permit. Signature: Date: 6 •,z. ` 1( Print Name: /{ll fc/ 2 ' c ,JL% 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. PERMIT CONDITIONS: 1: ** *BUILDING DEPARTMENT CONDITIONS * ** 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: 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. 5: Manufacturers installation instructions shall be available on the job site at the time of inspection. 6: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206- 431 - 3670). 7: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, doc: IBC -7/10 D11-140 Printed: 06 -02 -2011 any violation of any of the provisions of the g code or of any other ordinances of the of Tukwila. Permits presuming to give authority to violate or c he provisions of the code or other ordinan f 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. 8: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206- 431 - 3670). 9: ** *FIRE DEPARTMENT CONDITIONS * ** 10: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 11: Maintain sprinkler coverage per N.F.P.A. 13. Addition/relocation of walls, closets or partitions may require relocating and/or adding sprinkler heads. (IFC 901.4)( IF THE CANOPY STRUCTURE IS COMBUSTIBLE AND THE CANOPY IS WIDER THAN 4 FT., SPRINKLER PROTECTION MUST BE EXTENDED TO THE CANOPY. ALSO, EXTEND SPRINKLER PROTECTION TO ANY COMBUSTIBLE CONCEALED SPACES.) 12: All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of Factory Mutual or any fire protection engineer licensed by the State of Washington and approved by the Fire Marshal prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance No. 2050). 13: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2050 and #2051) 14: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 15: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575 -4407. doc: IBC -7/10 D11 -140 Printed: 06 -02 -2011 CITY OF TUKW'A Community Devel nt Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http: /iW ww. ci. tkwila. wa. us Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. * *Please Print ** Site Address: 14040 Interurban Ave S, Tukwila, WA Tenant Name: Riverside Casino Property Owners Name: Tim Iszley Mailing Address: 14040 Interurban Ave S, Tukwila, WA Name: Dave Durr King Co Assessor's Tax No.: ODD d-& O — 000 2\ Suite Number: n/a Floor: 1 New Tenant: ❑ Yes 0 .. No Mailing Address: 10310 South Tacoma Way, Ste. K E -Mail Address: 10310 South Tacoma Way, Ste. K Tukwila, City WA State Day Telephone: 253.377.4524 98167 Zip Lakewood WA 98499 City State Zip Fax Number: 253.984.7479 ERAL CONTRACT q r olltracto ', Informa R INFOE echanical (pg. um mg g:tpg Company Name: Onedurr, Inc. Mailing Address: 10310 South Tacoma Way, Ste. K Lakewood WA 98499 Zip Contact Person: Dave Durr E -Mail Address: 10310 South Tacoma Way, Ste. K Contractor Registration Number: ON ED U 1107C6 City State Day Telephone: 253.377.4524 Fax Number: 253.984.7479 Expiration Date: 2/1/2014 land0010 cS' Company Name: N/A Mailing Address: City Day Telephone: Fax Number: Contact Person: E -Mail Address: State Zip EIGGINEER Ol .............. Company Name: N/A Mailing Address: Contact Person: E -Mail Address: H:Wpplications\Forms- Applications On Line\2010 Applications \7-2010 - Permit Applicatioadoc Revised 7 -2010 bh City Day Telephone: Fax Number: State Zip Alko S Page 1 of 6 D NGP4ERMIT NFORMATI�. Valuation of Project (contractor's bid price : $ 9,151 Existing Building Valuation: $ 950,000 Scope of Work (please provide detailed information): Replace existing corrugated metal roofing on mansard roof across the front of the building, with new pre- finished metal panels. IJ4/ /gyp ' C C�j / SF �lg' Gf Of'e✓S 0/40- p ew P4r+L.�cs;7 ' / (2 0,If /4/ it/dot-lk_ "-pa> rfr " Ar V-- (,te...eiCe-telze,,t, , r3 Will there be new rack storage? ❑ Yes 0.. No If yes, a separate permit and plan submittal will be required. vi<de All? g Areasm 11' are Footagg;Beloiv a. �.•�{.- s , ';. "'k�•a�,+c�yC i'' x.'.: vccY'"'3aa��ee'?'(a('�'�:s,.: \-;1 r'1 y! `�`ttF i. \t �; 1 `_J. ; 4„i• 3k ?4 ��' 1 S } .� �r ' ns \ Z S7 •ice 'c-r'. y 3'.rt•'aw t,/tt <..) {fit x - ✓ ,Sh +�,,il f i �,t•(nJ �'7'N.1 Ni t�W n <lt� ' g.,.. A +.r.... ?�. y .:. > F_ iN 3 1 tiIn a em de 111tV2 =1Qr IZVii1 ©ilfrl. .� ur }kAild1 9,, - ,ix, . (" , 1r1�,.1 0 r5 9b5 `µ St. t .:Y.. i f - i1 , {1y..,� :: .ii'Ju �FCit�re $,: ,;g , �`GV" �Ka1r-(t�, s"Ya" .�"`, .'an \k /k'l a \ S:SN1iAi.'a •�11 9 tY��ffi77) ^ fim d'�7'p ,;s .,�.,,yf }1�11+� .,:•T �`p� �f''�t 7-41 : iy ra �^ �r F Y struc}i45: SIViW{i MV 4L1. Y ::,,y etift"'' $ .,: nc 6pe i: - pal�M iy.V s us � l' T > f hi1A5w`� Floora� �aeS'it <d'LY 4s,trat ` ` < `f,166 s ' ' thru 4. asement ` ".,� N t4 *5 44'6 664/ ,5tI11Ghirelt - • abAitached Gad ..taehed'Garage AttachedtG . •itY� "" ,iceg qq 4 .\ p qq -, Covered Deere r c 1 t h q? 'i {Y� yy! es+..' µ catered i ck „;; ..�Mp�,�. >- 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 `yes ", 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 'yes , attach list of materials and storage locations on a separate 8 -1/2 "x 11 " paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:\Applications \Forms - Applications On Line\2010 Applications \7 -2010 - Permit Applicationdoc Revised: 7 -2010 bh Page 2of6 IDate Application Accepted: c _ ermits in this a Ilea fi 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 ZO___RIZED AGENT: Date: '/ / /t Signature: %� Print Name: _ �D S. �Q'� Day Tie o ) $ 77• Zf Mailing Address: /a 3f 7 ��!i (`C- 7-Remo- - ui�� >¢ t L4)11-- // City State Zip Date Application Expires: Staff Initials: H:\Applications\Forms- Applications On Line\2010 Applications \7 -2010 - Permit Applicationdoc Revised 7 -2010 bh Page 6 of 6 Parcel No.: Address: Suite No: Applicant: • 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.TukwilaWA.gov 0002800033 14060 INTERURBAN AV S TUKW RIVERSIDE CASINO RECEIPT Permit Number: Status: Applied Date: Issue Date: D11 -140 ISSUED 05/20/2011 06/02/2011 Receipt No.: R11 -01264 Initials: User ID: WER 1670 Payment Amount: $63.00 Payment Date: 06/21/2011 01:32 PM Balance: $0.00 Payee: DAVE DURR TRANSACTION LIST: Type Method Descriptio Amount Payment Credit Crd VISA Authorization No. 03516C 63.00 ACCOUNT ITEM LIST: Description Account Code Current Pmts PLAN CHECK - NONRES 000.345.830 Total: $63.00 63.00 doc: Receiot -06 Printed: 06 -21 -2011 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -43 1 -3670 Fax: 206 -431 -3665 Web site: http: / /www.TukwilaWA.gov Parcel No.: 0002800004 Address: 14040 INTERURBAN AV S TUI{W Suite No: Applicant: RIVERSIDE CASINO RECEIPT Permit Number: D11 -140 Status: PENDING Applied Date: 05/20/2011 Issue Date: Receipt No.: R11 -01029 Initials: User ID: Payee: WER 1655 Payment Amount: $464.52 Payment Date: 05/20/2011 01:23 PM Balance: $0.00 DAVE DURR TRANSACTION LIST: Type Method Descriptio Amount Payment Credit Crd VISA Authorization No. 02520C ACCOUNT ITEM LIST: Description 464.52 Account Code Current Pmts BUILDING - NONRES PLAN CHECK - NONRES STATE BUILDING SURCHARGE 000.322.100 000.345.830 640.237.114 Total: $464.52 278.80 181.22 4.50 doc: Receiot -06 Printed: 05 -20 -2011 ?"-"frif-7.7r,r.ririr-tre•r"7 • r1,!..' INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 pg-/V 6 Project: Ai)/ Vii2 S/0 f. (7/95//t/e) Type of Inspection: Pi?C- /2ePeer ./.." ;.-rfe i-D sxjpgivf A/0.44.) .---e-oe*,v p. Si4r.S• • Address: / 4/40 0 -ZO-cdil 1/1M 4 10 Date Called: Special Instructions: Date Wanted: 6 - 3 - / / ‘:.0 p.m. Requester: , ‘ Phone No: .25 3 — -2.... 0 • 35 3 413 Approved per applicable codes. laCorrections required prior to approval. . • 7 COMMENTS: 6)411/P 4ir-SNINgr c.:',3 -A, )./ c‘ 5";//7., afar, ./.." ;.-rfe i-D sxjpgivf A/0.44.) .---e-oe*,v p. Si4r.S• • 5 / .---- 7r1/015/41 / ,x - A/Gee441 .,. , ‘ nspect : -3- 1 INSPECTION FEE RE UIRED. Prig/tic, next inspection. fee must be ) id at 6300 Southcente Blvd.. Suite 100. Call to schedule reinspection. FILE C PY Permit No.. - .. -, -- -_ -, _r•__..._.� Engineered Solutions June 13, 2011 Mr. David Durr, Onedurr, Inc. 10310 South Tacoma Way STE K Lakewood, WA 98499 RE: Riverside Casino Tukwila Investigation of Existing Canopy Dear Mr. Durr, Engineered Solutions, LLC 5700 100th ST SW STE 330#166 Lakewood, WA 98499 -2783 Phone: 253- 219 -3628 joel@contactsurnmit.com REVIEWED FOR CODE COMPLIANCE APPROVED JUN 21 2011 City of Tukwila BUILDING DIVISION I visited the site at your request on June 4, 2011 to observe the condition of the existing canopy structure. My understanding is that the City of Tukwila Department of Community Development requested the evaluation of the canopy by a structural engineer during their site visit. Their site visit was initiated by your application for a re -roof permit. The purpose of this letter is to summarize my observations, analysis and recommendations. I observed that a sloped roof with metal panels was added several years ago to a flat canopy that appears to be a part of the original building construction. In general, the sloped roof system added to the original canopy is not constructed properly, exhibits poor workmanship and is not in conformance with building code requirements and standard practice. I recommend that the entire sloped metal canopy system be removed from the original canopy. I understand that the appearance provided by the existing sloped roof canopy is desired to be maintained. Therefore, I have performed a structural analysis and prepared design drawings for a framing system that will allow for the addition of a sloped metal roof to the original flat canopy in conformance with current building code requirements. I have attached calculations and drawings for the purpose of obtaining a building permit. Please contact me if you have any questions or require further assistance with this matter. Very truly yours, ENGINEERED SOLUTIONS, LLC REVISION Na Joel Kessell, P.E., S.E. Principal tTh 14o ECEIVEP (o (3 ` << JUN 14 2011 PERMIT CENTEF REVISIONS No changes shall be made to the scope of work without prior approval of Tukwila Building Division. NOTE: Revisions will require a new plan submittal and may include additional plan review fees. $ NEW CANOPY STRUCTURE 2X6 RAFTERS 8 SHEATHING EXISTING CANOPY STRUCTURE XISTING MASONRY WALL 1 OCANOPY SECTION GRAPHIC SCALE: 3/8" = 1' EXISTING MASONRY WALL 7 AND PARAPET CAP NEW 2X6 HF #2 RAFTERS T 24" O.C. (DO NOT HAVE TO ALIGN WITH EXISTING) 5/8" SHEATHING W/ 8d COMMON AT 6" O.C. EDGES AND 12" O.C. IN FIELD W/ SHEETS PLACED AS SHOWN REVIEWED FOR CODE COMPLIANT APPROVED {{ JUN 21 2011 'AQ City of Tukwila BUILDING DIVISION L J� ING 4" NEER 8d AT 6" O.C. 2X6 P.TRTD. LEDGER A34 EA. SIDE OF 2X6 RAFTER 5/8" DIA. X 5" TITEN AT 4 FT. O.C. WITH 3/16 "X 2" X2 "WSHR- LEDGER DETAIL H3 ONE SIDE OF 2X6 RAFTER GRAPHIC SCALE: 1" = 1' EXISTING CANOPY STRUCTURE 2X6 RAFTER MAY BE SUPPORTED ON SHIMS 3" MIN. WIDTH EL °E C r =.v ROOF PLAN '`'' GRAPHIC SCALE: 3/8" = 1' Permit No.. bile- 1 40 Pip!, review approval is subject to en ors and�}OITISStons. 3/8" PARTIAL CLOSU Ap ).oval of construction documents does not authorize e t< <c violation of any adopted or finance. Receipt and comitkms is acknowledged: FLASHING TURNED Of approved Field DOWN 3/8" BETWEEN HIGH RIBS METAL ROOFING OVER 30# FELT Date: 3" X 3" NOTCH IN SHTG. FOR VENT AT 18" O.C. - ALIGN WITH HIGH RIB O ROOF -WALL VENT DETAIL GRAPHIC SCALE: 3" = 1' City Of'Ttikwffa BUILDING DIVISION SEPARATE PERMIT REQUIRED FOR: L Mechanical L Electrical LIP'Plumbirrg Gas Piping City of Tukwila iE-l_ "UNNG DIVISION e ! Svppokk -el NOTES: 8d AT 6" O.C. ADD 16d AT 12" O.C. STAGGERED 2X4 P.TRTD. CONT. W/ 2-#8 X 3-1/2" SCREWS INTO EXISTING 2X6 JOISTS AT 2' O.C. EXISTING FRAMING - REMOVE CAP METAL BEFORE SHEATHING O LOWER EDGE DETAIL CE�� 14 pEP GRAPHIC SCALE: 1" = 1' JUN 14 nil PPRMITCENTEF 1 WOOD FRAMING SHALL BE HEM FIR #2/BTR AND PRESSURE TREATED WHERE INDICATED. 2 BOLTS SHALL BE SIMPSON TITEN HD, MECHANICALLY GALVANIZED. INSTALL IN STRICT ACCORDANCE WITH MANUFACTURERS INSTRUCTION. 3 METAL ROOFING SHALL BE INSTALLED OVER 30 LB. ASPHALT FELT AND FASTENED IN ACCORDANCE WITH MANUFACTURERS INSTRUCTIONS. 4 HARDWARE CONNECTORS SHALL BE SIMPSON STRONG -TIE OR PRE - APPROVED ALTERNATE. FILL ALL HOLES WITH SIMPSON N8HDG GALVANIZED NAILS. SHEATHING SHALL BE CDX EXPOSUREI /EXTERIOR GLUE AND MAY BE PLYWOOD OR OSB. INSTALL IN ORIENTATION, WITH OFFSET JOINTS, AS INDICATED ON PLAN. FLASHING IS SHOWN SCHEMATICALLY ONLY AND SHALL BE DESIGNED BY OTHERS FOR A WEATHERTIGHT ASSEMBLY. THE NORTH END OF THE CANOPY SHALL BE CLOSED PER CITY OF TUKWILA DIRECTION. THE EXISTING POSTS MUST BE RE- POSITIONED UNDER THE RIM JOIST AND ANCHORED TO THE CONCRETE WALKWAY TO COMPLETE THIS WORK.. CONTACT ENGINEER FOR OBSERVATION OF THE WORK, DURING CONSTRUCTION AND PRIOR TO COVERING. SPECIAL INSPECTION IS NOT REQUIRED. 9 EXISTING CANOPY METAL ROOFING AND ALL SUPPORTS SHALL BE REMOVED ENTIRELY PRIOR TO COMMENCEMENT OF THE NEW WORK. DO NOT RE -USE THE BOLTS ANCHORED TO THE MASONRY ALL. THE WORK MAY BE PERFORMED IN SEGMENTS/PHASES AS DESIRED BY CONTRACTOR. FiEvIsloN HE CONTRACTOR IS SOLELY RESPONSIBLE FOR JOB SITE SAFETY AND THE MEANS, • ETHODS AND SEQUENCE OF THE WORK. B - 5 .5-1----ove,i-t,r-br 1 ' t 5th- 8 • 11 -140 cc � N 0 aW • Q 0 Z < co co w d• ' • H �re 4 Z O LL Engineered Solutions w in 6 DESIGNED BY JD( DRAWN Sr as OIECJG=D BY: JNK JOB NO: 11 -005 DATE: PERMFT SET 06-13-11 DWG' S 1 1 OF 1 SHEETS • No 7 -.. • Riverside ►: iino ` CODE FOR DE COMPLIANCE l ' JU; oi.2U11 Pt, • City of kwila'- BUILDIAI , noirnr ■ PP° L' VIC/ Ca (1Z)v-ee5 r r7? M 2d )0& :7;0 5 h5 FILE CO Permit W.. Plan review approval b subject b Approval of construction the violation of any adopted code of approved Reid Copy end ey, Pfzi, and antes. does rot authorize ordkrance. Receipt is : Do, l0', • 1 ao, IMMO SEPARATE PERMIT REQUIRED FOR: tt Mechanical Electrical Plumbing Gas Piping City of Tukwila BUILDING DIVISION Site/Vicinty Map -1" = 50' REVISIONS Np changes shall be made to the scope ''of work without prior approval of `•Tukwila Building Division. c i : RevtsLons will require a new plan submittcI an. y include additional plan review fees. Customer 6357 Riverside Casino Location 14040 Interurban Ave S. Tukwila, WA PLUMB SIGNS, INC. 909 SOUTH TACOMA, WASH NINGGTOON�98409 PROPRIETARY AND CONFIDENTIAL: THE INFORMATION CONTAINED IN THIS DRAWING 15 THE SOLE PROPERTY OF PLUMB SIGNS. ANY REPRODUCTION IN PART OR AS A WHOLE WITHOUT THE WRITTEN PERMISSION OF PLUMB SIGNS IS PROHIBITED. ©COPYRIGHT. 2010 PWMB SIGNS, INC 253.473.3323 MLES Warren Wissmer ECEIVVD MAY 20 2011 I C J ER 1" = 50' = 3SHEETZ 40F4 DRAWN RV M Lee START DATE 11.1.2.10 REVISION FILE COPY Permit No.. STRUCTURAL CALCULATIONS FOR RIVERSIDE CASINO CANOPY ROOF REPAIR 14040 INTERURBAN AVE. S. TUKWILA, WA 98168 Prepared For: Onedurr, Inc. 10310 South Tacoma Way Suite K Lakewood, WA 98499 Prepared By: Engineered Solutions, LLC Joel Kessell, P.E., S.E. 5700 100T11 ST SW STE 330 #166 Lakewood, WA 98499 -2783 253- 219 -3628 joel@contactsummit.com Job Number: 11 -005 • R 1110 REVIEWED FOR CODE COMPLIANCE APPROVED JUN 2 1 2011 City of Tukwila BUILDING DIVISION RECEIVE JUN 14 2011 PERMIT CENTER Engineered Solutions Joel Kessell, P.E., S.E. 5700 100th' ST SW STE 330 #166 Lakewood, WA 98499 -2783 253- 219 -3628 joelr!contactsummit.com Drawn By: Rib: Date: June 2011 Sheet: 1. Scale: Job No.: 11 -005 Of: Project: Riverside Casino Cano v Roof Re. air DESIGN CRITERIA 2009 International Building Code & Referenced Standards ASCE 7 -10 Live Load: 25 psf snow load Dead Load: 1.1 psf 29 ga metal roofing 3.0 psf (2) ea. 1/2" ply sheathing 1.1 psf 2x6 joists 1.2 psf T &G cedar soffit 2.0 psf built -up roofing 1.0 psf misc. 9.4 psf total Wind Load: Risk Category II, 110 mph Basic Wind Speed, Exposure B Wood Design Values: Original building was constructed circa 1970. The lumber species, grades and design stress values for the existing joists, beams and columns are estimated based on general knowledge of the industry in that era and observations of physical evidence. As -built information was obtained by the Engineer -of- Record. Existing Framing Species, Grade and Allowable Stress Values: Beam: D.Fir #1, Fb = 1,350 psi, E = 1,600 ksi, Fv = 170 psi Column: D.Fir #1, Fc = 1,000 psi, E = 1,600 ksi Joist: D.Fir #1, Fb = 1,495 psi, E = 1,700 ksi, Fv = 180 psi New Framing Species, Grade and Allowable Stress Values: Sawn Lumber Rafter: Hem Fir #2 or btr; Fb = 1,270 psi, Fv = 170 psi, E = 1,300 Sawn Lumber Misc. Framing: Hem Fir #2 or better. Sheathing: 5/8" CDX Exposure 1 /Exterior Glue plywood or OSB Bolts: Simpson TITEN HD mechanically galvanized, 3/16 "x2 "x2" plate washers Hardware: Simpson Strong -Tie with hot -dip galvanized nails in all holes Engineered Solutions Joel Kessell, P.E., S.E. 5700 100t6 ST SW STE 330 #166 Lakewood, WA 98499 -2783 253- 219 -3628 joelr)contactsummit.com Drawn By: MK Date: June ?ol l Sheet: Z Scale: Job No.: 11 -005 Of: Project: Riverside Casino Canopy Roof Repair )(I‘7c9 )— 2-.to U�, UV = 6,42f5f)(2`) = I>>LF IG1 t- erfit/a9 s fib'= 4.1'D 'J7� s (�ts• 1(4-95- r 25 -.1- P5'. PrI') y t ivL,;P+ 9?0=j,2-1 r( F. 1 5'-1 3 ei t _ q,-is" (ice "r t "2-1:2- .°�- M 15 �fQ I i,Z -c--6 -7- riT 0-37- Psl e- t.t s ((,t4ts rs ;) Engineered Solutions Joel Ressel . P.E.. S.E. 5700 100th ST SW STE 330 #166 Lakewood, WA 98499 -2783 253 -219 -3628 joelr■contactsummit.com Drawn By: RI 1i Date: June 2011 Sheet: Scale: Job o.: 11 -005 Of: Project: Riverside Casino Cano Roof Re . air r (-P 04)) (`2--11'2> 14s) (01(-k, Coles IC(llop o� t' 3514.1-(H-I 216 tg lb, `'- �� �'� • - e_ del 1./07Lw Engineered Solutions Joel Kessell, P.E., S.E. 5700 100t6 ST SW STE 330 #166 Lakewood, WA 98499 -2783 253 - 219 -3628 joelr)contactsummit.com Drawn By: lHl' Date: June 2011 Sheet: 1- Scale: Job No.: 11 -005 Of: Project: Riverside Casino Canopy Roof Repair fLelks c� Cilkru*- -6t_5‹=ickg-im 6c.stri&Gr- ta60:4,-k-/c7„aj rf cotkvei ek + ike r" r j i�? � c �t� u v W - p (4,s1)4- 13 esf (3,(o') -+- cc c-- (.00 (t4- r 0-E (i4`) ? ; l t rs; (,Is (114-q5- �s�) t ":6 i i` ac�r r' -- 1.12 �►.rer4 }a 563 e4v\,'�. -� 62,12" Lngineered Solutions ,loel Kessell. P.L.. S.:E. 5700 1006 ST SW' STE ; ;(►W1o6 Lakewood_ WA 9840U -278 253-210-3628 .joellineontactsummit.com 1 ►r•awr. 1■ \ : I Date: .1u t 3011 Sheet: 5 Scale: ,lob No_: 1 01: 11 -005 Project: Riverside Casino Canopy Roof Repair 6-ke , Spa 5 � A 5 S-v� ► , P 1X .v+l , o ■ S $ t '� 1 Cp E �.i'� o'�• (c - 5 ,P-64/1 NISI t e 1,1 B. ivt -(6 3-•0 p o IG "CV -- C 01,1 5 0(C- I,- 0 cum 2,y1 L& F - 3 vi) Pi- i i- c,pa c of it /.610 u./8 x ((r2.'2 tftafl4 o i' 4 psf DL. ¢1 p5L (2() (1 757`) v_ - A3+ 5610 (6, dzoiA (off (b, vAp((, c S(ofe - &-ki aci te,Azt 4 ►t,�i i k 3 cza ptGi {-fir 240 tt 1'&% ' Ni DS z -¢fi S v 14- Sc.(,-2w 0h41n. , c10 Lb -� ,2S `c t( �(2-)V2.116.�� — 3,5 = t Z 1 ee,r t ►ticL Engineered Solutions Joel KKessell. P.L.. S.E. 5700 10O"' ST SW STE 33(W1 o6 Lakewood, WA 9840t1 -2783 253-21'4-3628 joelu+'contactsumntit.com Uratti t. By: J1-1k Uate: June "211 Sheet: Scale: .1oh No_: 11 -005 01: Project: Riverside Casino Canopy Roof Repair LtD 2 2xIn Z P.T. (-4-) = 1°1 Ftf ;/ tt t ry. %1-}- ,rr NbS t, 150- lb) s 433 At 4-1 0.C_ SkLe — C l01 r + >(h (b. ©K 1 TJ 1fa 5/etca - K S t1 ttie„ -_(m Ct&4 64.v_ iL" rye Alic�k x 22, x 1." rLo—c-e. wasl,�,►— -33i-t ikeitj& Nei - i ►t,s 5/3 fi MQ'k roaC N-06 1 i _ c t, 0- G_ c5 f o .r su r--s GC . ,f i1 k i 2 0 o r L . � ��� 1 tr'�J . 1^ e,t"s .. 47/1' /I . / Ii /./ / //' / / /,/ // // ‘"'" • Sl-taT TI 1 Fl PRO —PANEL II / VERSARIB 2OPP 36" 9" 5 /8n 2 Equal Spans 413 --- metal sales J• — manjlactunnp corporation S{T Anti - Syphon Groove 40,412 Inward Load Span t,E<e Outward Load Span C.1._ Width Ksi 1.5' 2' 29 36 80 135 78 26 36 80 173 99 2.5' 3' 50 35 64 45 3.5' 4' 26 20 1.5' 2' 136 78 33 25 182 105 2.5' 3' 3.5 50 35 26 68 4' 20 47 35 27 � { v gSktil� i k�,,k. tr � /ny,c;Y 2 Equal Spans Inward Load (psf Af4i. Outward Load (psf) Width Ksi 20 T\ 30 40 50 60 70 20 30 40 50 l'.,' rafj� 60 70 3a. 29 36 80 3' -11" 3' -2" 2' -9" 2' -5" 26 36 80 4' -5" 3' -7" 3' -1" 2' -9" 2' -6" 2' -4" 4' -6" 3' -9" 3' -3" 2' -10" 2' -7" 2' -5" 2' -3" 2' -0" 3' -11" 3' -2" 2' -9" 2' -5" Outward Load Span 2' -3" 2' -1" 3 or More Equal Spans 3.5' 4' Ga. Width Ksi 1.5' 2' 2.5' 3' 3.5' 4' 1.5' 2' 2.5' 3' 29 36 80 156 90 58 41 27 18 157 90 59 41 27 18 26 36 80 199 115 75 52 35 23 210 122 79 55 35 23 81¢1...16 3 or More Equal Spans Ga. I Width 29 36 Inward Load Span Inward Load (psf) Ksi 26 1 36 80 80 3'-10" 1 3' -4" 20 30 4' -2" 3' -8" 3' -0" 1 2' -8" 2' -5" 40 50 60 3' -4" 3' -0" 2' -9" Outward Load (psf) 70 20 30 40 2' -2" 3'-10" 3' -4" 3' -0" 50 2' -8" 2' -6" 4' -2" 3' -8" 3'_4" 3' -1" 2' -5" 1 2' -3" 2' -10" 2' -7" 60 70 1. Section properties and allowable loads are calculated per AISI 2001 including 2004 Supplement. 2. Ixx and Sxx are effective section properties for deflection and bending. 3. Allowable loads /spans are calculated considering bending, shear, combined bending and shear and deflection. 4. Allowable load /span calculations do not include consideration for web crippling, fastener / connection limitations or uplift testing. 5. Allowable loads /spans do not include a 1/3 stress increase. C� Metal Sales Manufactuiiisg Corporation / Subject to change without notice / Effective 5/09. CLIENT 1� JOB N0. ii—CGS SUBJECT � i�t. (-f L'.ut'l klr�v1 BY - -11-{k- CKD SHEET 9 OF DATE .Z-.."ti REVISION N tt pu,,o( 2,4,317, i0 C-----7-k" 1 v U /2.7>(5 t G� r vau 1 Ve 2 tiktvwir 1112M/ V 4 G0•10s4 M�.Vki, V4■ � o4 ./ 2 `�`^ p • ov,y ve., vt calc.pad_8-5x11 4 per inch.ai CLIENT _ JOB NO II— °61$ SHEET (`) OF SUBJECT i 11 feU's . . Gyjy,,o p f BY J H K- DATE 'La( l CKD REVISION 12 calc_pad_8 -5x11 4 per inch.ai APPENDIX A HARDWARE cies 00 nzi y 4 Straps & Ties k x Ft- f:' Y.S& ':i s "c''u`"�S�'k� it s {pY�., sir �t f• • .TP5/A34/A35 ,frami g Angles & Plates' The larger LTP5 spans subfloor at the top of the blocking or rim joist. The embossments enhance performance and the min /max nailing option allows for design flexibility. The LTP4 Lateral Tie Plate transfers shear forces for top plate -to -rim joist or blocking connections. Nail holes are spaced to prevent wood splitting for single and double top plate applications. May be installed over plywood sheathing. The A35 anchor's exclusive bending slot allows instant. accurate field bends for all two- and three -way ties. Balanced, completely reversible design permits the A35 to secure a great variety of connections. MATERIAL: LTP4 /LTP5 -20 gauge, all others -18 gauge FINISH: Galvanized. Some products available in stainless steel or ZMAX ": see Corrosion Information, page 10 -11. INSTALLATION: • Use all specified fasteners. See General Notes. • A34 —Use 8 -8dx1 nails. • A35 —Use 12- 8dx11/2" nails. • A35 —Use 9 -8dx1' 2" nails for connection types Ai, E, Ci. • A35 —Bend one time only. • LTP4 —Use 12 -8dx1 iiz' nails. • LTP5 —Use 12- 8dx11,4 nails: G Max use 14 -8dxl bz° nails. CODES: See page 12 for Code Listing Key Chart. `SIMPSON' 0 0 in 0 0 1 5 LTP5 ® These products are available with additional corrosion protection. Additional products on this pane may also be available with this option. check with Simpson for details. LTP4 1 1 1 Model ; Type of !Direction No. .Connection of Load DF /SP Allowable Loads SPF /HF Allowable Loads Code Rel. I Floori Roof. 133 /160)1FlooriRooi.(133 /160) (100)1(125)1 1(100)1(125)1 A34 F1 345 365 ' 365 295 315 ' 315 3 39 88.121.1 140 i • F2, 280 280 • 280 240 ; 240 i 240 ■ i A1.6 260 1 320 1 335 225 275 1 290 1 i A35 ?' CI 170 1 170 I 170 • 145 145 1 145 A2 26013201 345 225 275 1 290 L 3 C2 260 1 315 , 315 1 225. 270 270 D 150 i 150 150 130 130: 130 I 4. i F1 450 • 450 j 450 450 i 450 • 450 F2 515 ' 645 1 685 : 370 ! 370 ; 600 • LTP4 G 515 645 , 670 445 555 595 6.30. 97. 121 H 515 645: 670 ; 445 ; 555 595 LTP5 G 520 ; 595 1 595 1 445 '. 510 510 160 I 16 G Max 610 1 630 I 630 1 525 540 540 H 5201555. 555 1 445 475 475 1 Allowable loads are for one anchor. When anchors are installed on each side of the joist. the minimum joist thickness is 3' 2. Roof loads are 125% of floor loads unless limited by other criteria. 3. Some illustrations show connections that could cause cross -grain tension or bending of the wood during loading if not reinforced sufficiently. In this case. mechanical reinlorcement should be considered. 4. G and H direction only LTP4 can be installed over 3/5" plywood with 8dx1 i /z' nails and achieve .72 of the listed load. or ove' '/z' and achieve .64 of the listed load. 8d commons will achieve 100% load. 5. The LTP5 may be installed over sheathing up to /" thick with no reduction in load. 6. Connectors are required on both sides to achieve F2 loads in hoth directions. 7. NAILS: 8dx1 S = 0.131" dia. x 1'/ long. See page 16 -17 for other nail sizes and information. Joists to Plate with A Leg Inside Studs to Plate with B Leg Outside Joists to Beams Ceiling Joists to Beam Chimney Framing 5 LTP4 Installed over Plywood Sheathing LTP4 attaching Top Plates to Rim Joist l61 LTP5 Installed over Plywood Sheathing 0 -2007 © 2006 SIMPSON ST RONG-TIE COMPANY INC PRINTED 12/06 h co coo Straps & Ties Seismic: &iHurricane,Ties1 These products are available with additional corrosion protection. Additional products on this page may also be available with this option, check with Simpson for details. SIMPSON Al Model No. I — Fasteners 8 -8d DF /SP Allowable Loads Uplift Load with , 8dx1 & Nails (133 & 160) SPF /HF Allowable Loads — 785 Uplift Load with 8dx1' Nails (133 & 160) Code Ref. Ga To Rafters/ Truss I I To Plates To ; Studs Uplift Lateral (133/160) Uplift Lateral (133/160) (133) (160) F1 F2 (133) (160) F1 F2 H1 18 6- 8dx1'/z 1 4 -8d — 490 585 485 165 455 400 400 415 140 370 2,40,82, 121,140 ' H2 1181 5 -8d 760 — 5 -8d 335 335 — 1 — 335 230 230 — I — 230 112.5 18 5 -8d 1 — 5 -8d — 415 415 150 150 415 365 365 130 1 130 365 2.6, 40, 82, 121,140 ' H2.5A 18 I 5 -8d 5 -8d — 600 600 110 110 480 520 535 110 ' 110 480 40, 122 T 18 5 -8d 5 -8d — 545 545 135 145 425 545 545 1 135 1 145 425 146 H3 ' 18 4 -8d 4 -8d — 455 ' 455 125 160 415 320 1 320 r 105 140 290 2,40.82.121,140 ~ 20 4 -8d 4 -8d — 360 360 ! 165 160 i 360 455 235 235 265 265 140 i 100 ! 135 235 170 265 2,40,121,140 2, 40, 82,121,140 H5 ' 18 4 -8d 4 -8d — 455 465 115 , 200 H6 16 ' — ! 8 -8d 8 -8d 915 950 — — — 785 820 — — — 5,41. H7Z 16 • 4 -8d 2 -8d 8 -8d 930 985 400 — — 800 845 345 1 — — 121,140 H8 18 5-10dx11/2 1 5- 10dx11/2 — 620 745 75 — — 1 530 565 ! 75 1 — — 125 I H10 18 8- 8dx1 1/2 8 -8dx11/2 — 905 990 585 525 — 780 850 505 450 1 — 9.121,140 , ■ H10S "1 18 8- 8dx11/2 8- 8dx114y 8-8d 1010 1010 545 215 550 870 870: 470 450 475 170 ' H10 -2 18 6 -10d 6 -10d — 760 760 455 395 — 655. 655 390 340 1 — 6, 121.140 H11Z • 18 6- 16dx2 1/2 6- 16dx21 — 830 830 525 760 — 715 � 715 450 655 1 — 170 I ,J 12- 8dx114 ! 13 -8d ! — 1350 1 1350 515 1 265 — 1050 j 1050 480 , 245 1 — 125 1114r 18 ; —21 12- 8dx1'h . 15 -8d — 1350 ; 1350 : 515 265 : — ' 1050 1 1050 480 1 245 — 1. Loads have been increased 33% and 60% for earthquake or wind loading with no further increase allowed; reduce where other loads govern. 2. Allowable loads are for one anchor. A minimum rafter thickness of 21.4' must be used when framing anchors are installed on each side of the joist and on the same side of the plate (exception: H2.5A). 3. Allowable DF /SP uplift load for stud to bottom plate installation is 400 lbs. (H2.5); 390 lbs. (1-12.5A); 360 lbs. (H4) and 310 lbs. (H8). For SPF /HF values multiply these values by 0.86. 4. Allowable loads in the F, direction are not intended to replace diaphragm boundary members or prevent cross grain bending of the truss or rafter members. Additional shear transfer elements shall be considered where there may be effects of cross grain bending or tension. H1 Installation H2 Installation 5. Hurricane Ties are shown installed on the outside of the wall for clarity. Installation on the inside of the wall is acceptable. For uplift Continuous Load Path, connections in the same area (Le. truss to plate connector and plate to stud connector) must be on same side of the wall. 6. Southern Pine allowable loads for 1114: 1465 lbs. (133/160), 560 lbs. (F1 Lateral 133/160) and 285 lbs. (F2 Lateral 133/160). 7. Refer to technical bulletin T- HTIEBEARING for selected hurricane ties allowable beanng enhancement loads (see page 199 for details). 8. H1OS can have the stud offset a maximum of 1" from rafter (center to center) for a reduced uplift of 890 lbs. (OF /SP), and 765 lbs. (SPF). 9. H1OS nails to plates are optional for uplift but required for lateral loads. 10. NAILS: 16dx2' = 0.162" dia. x 21/2" long, 10d = 0.148" dia. x 3" long, 10dx1-1/2 = 0.148' dia. x 1W long, 8d = 0.131" dia. x 21/2' long, 8dx1 Y = 0.131' dia. x 11/2' long. See page 16 -17 for other nail sizes and information. 112.5 Installation (Nails into both top plates) (Nails into both top plates) H2.5A Installation H2.5T Installat'on (Nails into both top plates) F, H2.5T Installation 113 Installation Nails into upper top plate) 0 H4 Installation H5 Installation 168 (Nails into upper top pia e) (Nails into both top plates) H4 Installation (H2.5 similar) (see footnote 3) Use a minimum of two 8d nods This side of truss (total four 8d nails into truss) :111111, 1011 0 H6 Stud to Top Plate Installation ® H6 Stud to Band Joist installation Two 8d nails into plates. Eight 8d nails into studs H7Z Installation Fasteners 8r Quik Drive 1' Fasteners & Quik Drive 1 pry.'- :;;,L;i `.�:1 ?'l4i' ;317. Strong -Tie nails and structural fasteners have been developed as the optimum fasteners for connector products Special lengths afford economy of purchase and installation, and depth compatibility with framing members. Nail specifications include head size, thickness, steel and shank design, and point configuration to ensure conformity to published values. For pneumatic nail use. see Instructions to the Installer. page 14 anc visit www.strongtie.com for technical bulletins. COMPARABLE SIZES: SSN8 = N8: SS8D = 8d common: SSN10 = N10: SS10D = 10d common; SS16D = 16o common TO ORDER: Display Packages - available for N8DHDG, N1ODHDG, 10DHDG and 16DHDG nails, To order. specify: Display Package Description N8DHDG MSTR CTN 24 display packs of 150 N8 nails N8D5HDG MSTR CTN N1ODHDG MSTR CTN N10D5HDG MSTR CTN 10DHDG MSTR CTN 10D5HDG MSTR CTN 16DHDG MSTR CTN 16D5HDG MSTR CTN 6 display packs of 750 N8 nails 24 display packs of 120 N10 nails 6 display packs of 600 N10 nails 24 display packs of 50 10d nails 6 display packs of 250 10d nails 24 display packs of 4016d nails 6 display packs of 200 16d nails 50 Ib. Bulk Boxes Available for N8HDG and N1OHDG Model no. N8. N10 SINIPSOI Load Adjustment Factors for Optional Nails Used with Face Mount Hangers and Straight Straps Catalog Nail Replacement Allowable Load 1 Adjustment Factor ;Face Mount Straight i Hangers Straps ' 16d common (0.162x3'W) 10dx11/2 (0.148x1?' l 16d common (0.162x3W) . 10d common (0.148x3) 1211 common (0.148x31/4") 0.64 0.64 0.85 0.85 16d common (0162x3'k') 16d common (0.162x31/2") 10d common (0.148x3') • 12d common (0.148x3'W') ' 16d sinker (0.148x31/4") 100 common (0.148x3 ") 16d sinker (0.148x314 ") • 10d common (0.148x3 ") 12d common (0.148x3' ") 811 common (0.131x2',5") 10d common (0.148x3 ") 16d sinker (0.148x31/4") 16dx21z (N16) (0.162x2h 1' 0.85 0.85 1.00 1.00 10dx11z (0.148x1)5") 0.77 1.00 1011x114 (0.148x114 "1 0.64 1.00 16d sinker (0.148x31/4") 1.00 1.00 Bdx1'.2 (0.131x1',5 ") 0.86 0.77 8dx21 (0.131x21/2') 0.83 0.83 1. 10dx1'.4' or 16dx2l'2' nails may not be substituted for joist nails in double shear hangers (i.e. LOS. MUS. HUS. HHUS. HGUS). 2. Do not substitute 10dx1 ' nails for face nails on slope and skew combinations or skewed only LSU and LSSU. 3. For straps installed over sheathing 11/2" nails should not be used. 4. This table does not apply to specials (see Hanger Options). or steel thicker than 10 gauge. Face mount hangers. joist and face nails (except as noted) and straight straps may be installed with alternate nails. Use this table to determine the load adjustment factor. Nail Type Ego Description SS8D BD 1 • i (8d) 0.131 x 1W Smooth Shank (81110.131 x 1W Smooth Shank (8d) 0.131 x 2W Smooth Shank 101/4 3.3 x 63.5 8d common (8d) 0.131 x 215' Smooth Shank 1014 3.3 x 63.5 N1OHDG (10d) 0.148 x116" Smooth Shank 9 3.8 x 38.1 SSN10 i (10d) 0.148 x 1W Smooth Shank 9 I 3.8 x 38.1 SS10D i (10d) 0.148 x 3" Smooth Shank 9 j 3.8 x 76.2 10d common (10d) 0.148 x 3" Smooth Shank 9 I 3.8 x 76.2 10DHDG (10d) 0.148 x 3' Smooth Shank i 9 3.8 x 76.2 16d sinker 0.148 x 31/4" Smooth Shank 9 3.8 x 82.6 12d common 0.148 x 315' Smooth Shank 9 3.8 x 82.6 N16 (1611) 0.162 x 2W Smooth Shank 8 4.1 x 63.5 SS16D (16d) 0.162 x 3W Smooth Shank 8 4.1 x 88.9 16d common 1 (16d) 0.162 x 31 Smooth Shank 8 4.1 x 88.9 16DHOG i (16d10.162 x 31/21 Smooth Shank 8 4.1 x 88.9 N54A 0.250 x 21/" Annular Ring 3 6.4 x 63.5 N54AHDG 0.250 x 2W Annular Ring I 3 6.4 x 63.5 Wire , Gauge (ga) 10'1 , 1014 Metric Equivalent (mm) 3.3 x 38.1 3.3 x 38.1 Fasteners Finish' per CWT HDG 15200 SS 15200 SS ' 9400 BRIGHT • 9400 HDG 1 11900 SS 12200 SS 6700 BRIGHT ' 6700 HDG 6700 GV 6100 BRIGHT 6100 BRIGHT 6300 SS 4400 BRIGHT 4400 , HDG 4400 BRIGHT 2700 HDG 2700 CONVERSION CHARTS Metric Conversion ' Imperial • Metric I 25.40 mm 1 in 1 ft 0.3048 m 1 lb 4.448N 1 Kip 4.448 kN 1 psi 6895 Pa Bolt Diameter in mm 3/3 9.5 1 12.7 sr3 3/4 7/e 1 15.9 19.1 22.2 25.4 Use these Roof Pitch to HipNalley Rafter Roof Pitch conversion tables only for hip /valley rafters that are skewed 45° right or left. AU other skews will cause the slope to change from that listed. If Common Rafter Roof Pitch is... Rise /Run I Slope 5° 10° 14° 1/12 2/12 3/12 4/12 18° 5/12 23° 6/12 7/12 8/12 9/12 1 10/12 11/12 12/12 I 27° 30° 34° 37° 40° 42° 45° These products feature additional corrosion protection. Additional products on this page may also be available with this option. check with Simpson for details. 1. N16 tasieners may be ordered electro- galvanized: specify EG: for example N16EG. This finish is not z G applications. HDG = hot -dip galvanized: S = stainless steel D. yht- = en vinyl. 3. Metric equivalents are listed Diameter x Length. 4. The 8d common. 10d common (bright), 12d common. 16d common (bright). and 16d sinker nails are for reference only. Simpson does not sell these nails. All other nails are available through Simpson. 5. For pneumatic fastener info. request additional technical information. 6 Recommended minimum end distance to prevent splitting is 10 x the nail diameter oer 97 NDS Commentary Table C12.4.1. 7. Use HDG nails with ZMAX' and HDG products. 8. 16d sinker with GV finish is not acceptable for ZMAX' or HDG applications. 9. HDG nails sold by Simpson meet the specifications of ASTM A153. Then HipNalley Rafter US Standard Steel Gauge Equivalents Roof Pitch becomes... in Nominal Dimensions Rise /Run Slope 1/17 3° 2/17 7° 3/17 10° 4/17 13° 5/17 16° 6/17 19° 7/17 8/17 9/17 10/17 1 11/17 12/11 22° 25° 28° 30° 33° 35° Ga Approximate Min. Dimensions Decimals ( in) Decimals in Thick. (mils) in mm Uncoated Steel Galvanized Steel (G90) ZMAX (G185) 3 229 ; /° 6.0 0.239 - - 7 171 3413 4.5 0.179 0.186 - 10 118 9434 3.5 0.134 i 0.138 0.140 11 111 +/8 3.1 0.120 I 0.123 0.125 121 97 7464 2.7 0.105 ; 0.108 0.110 14 68 ! s,, 2.0 ( 0.075 I 0.078 0.080 to : r_ . i 1/_ ( 1 a n non ' n na'] 1 n nac 18 13 3434 1.3 1 0.048 0.052 0.054 20 1 ' 1422 ! 1.0 ' 0.036 0.040 0.042 221 '27 '/32 1.0 0.030 . 0.033 1 0.035 Steel thickness varies according to mill standards. C- 2007 ©2006SIMPSONSTRUNG-TIE COMPANY INC PRIN1EO 12 /06 • tjq, uhFtiA �yr,+a52 G Txx ea gy Duty Screw Anchor for Concrete & 'Mason r'ti.�vifu}R#uj The Titen HD is a patented. high- strength screw anchor for concrete and masonry. The self - undercutting, non - expansion characteristics of the Titen HD makes it the ideal anchor ▪ for structural applications, even at minimum edge distances and under reduced spacing conditions. The proprietary cutting teeth enable the Titen HD to be installed in one eighth of the time when comoared to traditional expansion anchors, and at significantly reduced installation torques. The anchor can be installed with a standard ANSI tolerance drill bit and is removable. Recommended for permanent ory, interior non - corrosive environments or temporary outdoor applications. Contact Simpson for more information. Mechanical Anchors PERFORMANCE FEATURES: • Higher load capacity and vibration resistance: Threads along the length of the anchor undercut the concrete and efficiently transfer the load to the base material. • Specialized Heat Treating Process: Creates superior surface hardness at the tip to facilitate cutting, while at the same time not compromising ductility within the anchor body • Less spacing and edge distance required: The anchor does not exert expansion forces on the base material. • Easy post - installation inspection: The head is stamped with the Simpson sign and the anchor length in inches. INSTALLATION FEATURES • No special drill bit needed: Designed to install using standard sized ANSI tolerance drill bits. • Installs with 50% less torque: Testing shows that when compared to competitors, the Titen HD requires 50% less torque to be installed in concrete. • Less installation time: No secondary setting or torquing is required. • Hex - washer head: Requires no separate washer and provides a clean installed appearance.' • Removable: Ideal for temporary anchoring (e.g. formwork, bracing) or applications where fixtures may need to be moved. Re -use of the anchor to achieve listed load values is not recommended. See reinstallation note on next page. MATERIAL:' FINISH: CODES: Carbon steel, heat treated Zinc plated r mechanically galvanized ICC -ES ESR -1056: City o L.A. RR25560: Flonda FL 2304.2; Factory Mutual 3017082. TEST CRITERIA: The Titen HD anchor has been tested in accordance with ICC -ES's Acceptance Criteria for Predrilled Fasteners (Screw Anchors) in Concrete or Masonry (AC106) ICC report ESR -1056 recognizes the Titen HD for the following: • Static tension and shear loading. • Critical and minimum edge distance and spacing. • Seismic and wind loading. • Combination tension and shear loading. Anchor Fatigue Testing: Tested in accordance with ASTM E -488 for the effects of fatigue. 25% of the average ultimate load was applied to the anchor for 2 million cycles at a frequency of 15 Hz. Subsequent load tests showed no reduction in ultimate tension capacity. Vibratory Load Testing: A 150 lb. concrete block was suspended from a 3/e diameter anchor embedded at 11/2" and vibrated for 12.6 million cycles at a frequency of 30 Hz and an amplitude of 0.0325 inches. Subsequent load test showed no reduction in ultimate tension capacity. Field Testing: For guidance on field testing see technical bulletin T- SAS- THDINSP04. INSTALLATION: Holes in metal fixtures to be mounted should match the diameter specified in the table on the next page. Caution: Oversized holes in the base material will reduce or eliminate the mechanical interlock of the threads with the base material and will reduce the anchor's load capacity. Use a Titen HD one time only. Installing the anchor multiple times may result in excessive thread wear and reduce load capacity. • Drill a hole in the base material using a carbide drill bit the same diameter as the nominal diameter of the anchor to be installed. Drill the hole to the specified embedment depth plus minimum to allow the thread tapping dust to settle and blow it clean using compressed air. Overhead installations need not be blown clean. Alternatively, drill the hole deep enough to accommodate embedment depth and dust from drilling and tapping. • Insert the anchor through the fixture and into the hole. • Tighten the anchor into the base material until the hex washer head contacts the fixture. • If the anchor will not install completely, remove the anchor and assure that all dust has been evacuated or drill the hole deeper. Begin re- installation of the anchor by hand to s -threa • Do not use impact wrenches to install into hollow CM SUGGESTED' SPECIFICATIONS: Screw anchors shall have 360 - degree contact with the base material and shall not require oversized holes for installation. Fasteners shall be manufactured from carbon steel, and are heat - treated. Anchors shall be zinc plated in accordance with ASTM B633 or mechanically galvanized in accordance with ASTM 8695. Anchors are not to be reused after initial installation.Screw anchors shall be Titen HD anchors from Simpson Strong -Tie, Pleasanton, CA. Anchors shall be installed per Simpson Strong -Tie's instructions for the Titen HD. 08 Some jurisdictions require an additional square plate washer for sill plate applications. Titen HD U.S. Patent 5,674.035 & 6,623,228 Strong-Tie 1 ANCHOR SYSTEMS Serrated teeth on the tip of the Titen HD facilitate cutting and reduce installation torque. Suitable for use in place of code anchor bolts. See current Simpson Wood Construction Connectors catalog for details. New longer 1/2" diameter Titen HD anchors achieve sufficient embedment depth to develop tension loads equal to many Simpson holdowns that specify a % diameter anchor. Testing has been conducted to assure compatibility of these holdowns' anchor holes with the 1/2' Titen HD. Installation Sequence '/2" min C- SAS -2007 2006 SIMPSON SIRONGIIE COMPANY, INC C- SAS-2007 @ 2006 SIMPSON STRONG TIE COMPANY. INC. E4/ 6� ; �,rt• ty'? rk h;,r ea vyDutyScrewAnchorforConcrete & Mason ' rra •Ai'?A +r ,,C1.44ir;�'.,r- �rf�{;W.t r MF'< fires '`,,,.4'•`.o.tn:'S�4vktii`_:» 2' Titen HD Product Data - Zinc Plated Size (in) Drill Bit Wrench Quantity Model No. Dia. , Size - -- (in) (in) Box Carton 3/8>.3 THD37300H 50 200 3/8 >' 4 THD37400H 3/8 9.'1 50 200 6 3/8 r 5 THD37500H 50 . 100 3/6 x 0 THD37600H 1/2 x 3 THD50300H 1/2 x 4 ! THD50400H 1/2 x 5 THD50500H 1/2 x 6 THD50600H 1/2 x 6 1/2 THD50612H 1/2 x 8 THD50800H 1/2 x 12 THD501200H 1/2 x 13 : THD501300H 1/2 x 14 THD501400H 1/2 x 15 j THD501500H 5/8 x 4 i THD62400H 5/8 x 5 THD62500H 5/8 x 6 THD62600H 5/8 5/8 x 6 1/2 ! THD62612H 5/8 x 8 THD62800H 3/4 x 4 I THD75400H 3/4 x 5 ( THD75500H 3/4 x 6 THDT75600H 3/4 x 7 THD75700H 1. Zinc plating meets ASTM 8633, SC1 1/2 3/4 , 50 100 25 , 100 20 ! 80 20 80 20 80 20 40 20 1 40 20 I 40 20 ! 40 FIXTURE HOLE DIAMETER 3/4 15/16 1-1/8 20 40 20 40 10 40 10 40 10 40 10 40 10 20 10 40 5 20 5 20 5 1 10 Due to the full shank diameter and larger threads of the Titen HD, consideration needs to be given to specifying the appropriate diameter Titen HD based on the fixture hole type to be used. The American Institute of Steel Construction (AISC) has established the following guidelines with regards to fixture hole sizing depending on the hole type: • "Standard" fixture holes are ? "m' larger than the nominal anchor diameter. • "Oversized" fixture holes are Ye -3',h larger than the nominal anchor diametei, depending upon the specific anchor diameter. — ANCHOR -- ANCHOR Standard fixture hole Oversized fixture hole Use the following table to identify which diameter Titen HD to use based on the fixture hole type and diameter. In most cases where a smaller diameter Titen HD is called out in comparison to the competitor's larger diameter anchor, the Titen HD still generally provides allowable tension and shear load values comparable to or greater than those of the competitor's anchor. Titen HD Product Data Size (in) Model No. S!M?SON' Strong-Tie ANCHOR SYSTEMS Mechanically Galvanized rill Bit Wrenc Dia. Size (in) (in) Quantity Box Carton 3 /). >.: THD37500HMG 3/8 ; 5 THD37600HMG 1/2 X 5 THD50500HMG 3 /f. 9'10 1/2 X 5 THD50600HMG • 1/2 1/2 X 6 1/2 THD50612HMG 9 X 8 • THD50800HMG 3/4 50 100 50 100 20 80 - - -20 -- 80 20 . 40 20 ' 40 5/8 X 5 THD62500HMG (, THD62600HMG i 5/8 X 0 1/2 THD62612HMG 5/8 X 8 THD62800HMG 5/8 15/16 10 4D 10 40 10 40 10 • 20 1. Mechanical galvanizing meets ASTM B695. Class 6E. Type 1. Intended 10, some pressure - treated wood sill plate application:, Not to: use in outer corrosive of outdoor envir onments. See page 14 tot more corrosion inlormation The Titen HD 3/4 x 6 and 3/4 x 7 (models THDT75600H and THD75700H) have a 1" section under the head that is unthreaded to allow installation into tilt -up wall braces. Hole Dimensions Titen HD . Wrench Diameter • Size (in) (in) Recommended Fixture Hole Size (in) 3/8 1/2 5/8 9/16 3/4 15/16 1/2 9-16 5/8 11/16 3/4 13/16 3/4 1 -1/8' 7/8 15/16 •12 point socket required. Reinstallation of Titen HD in Original Drilled Hole Titen HD anchors may be removed and reinstalled in the original hole without reducing load capacity if the threads that were cut into the concrete during the original installation are followed. Start reinstallation of the anchor by hand to prevent cross- threading and a possible reduction in load capacity. SJ0113UV Mlueg3 1AJ 109 Duty Screw Anchnrtfurponcrtete Tension and Shear Loads in 8 -inch Lightweight. Medium- Weight and Normal- Weight Grout Filled CMU Size in. (mm) 3/8 (9.51 _ 1/2 1/2 (12.7) Drill Bit Dia. in. 3/8 Min. Embed. Depth in. (mm) Critical Edge Dist. in. (mm) Critical End Dist_ in. (mm) Critical Spacing Dist. in. (mm) 1-H l /H Values tin 6 -inch Light. Medium or Normal Weight Grout Filled CMU Tension Load Shear Load Ultimate Allowable Ultimate Allowable lbs. (kN) lbs. (kN) lbs. (kN) lbs. (kN) Anchor Installed in the Face of the CMU Wall (See Figure 1) 2 3/4 12 12 (701 (305; (305, 3 1/2 12 12 (89) (305) (305' 5/8 5/8 4 1/2 12 12 (15.9) _ (114) (305; (305; 3/4 3/4 (19.1) 5 1/2 12 12 (140) (305) (305) 6 2,390 600 4,340 1,085 (1521 110.6' (1 7; 119.31 14 -8; 8 3,440 860 (2031 (15.3) (3.8) 6,920 1.730 (30.8) (7.71 - 10 5.300 1,325 10,420 2,605 (2541 (23.6) (5.91 146 4) (11.6; 12 7,990 2,000 15,000 3,750 (305) (35.5) (8.9) (66.7) (16.7) 1. The tabulated allowable loads are based on a saietl, factor of 4.01o: installations under Inc UBC. For installations under Inc IBC and IRC. use a safety factor 01 5.0 (multipiv the tabulated allowable loads by 0.80; 2 Values 10; 8 -inch wide CMU Grade N. Type IL lightweight mediun)- weight and normal weight concrete masonry units conforming to UBC Standard 21 -4 or ASTM C9C. 3 Tne masonry units must be fully grouted will grout complvmo with UBC Section 2103.4 or IBC Section 2103.12 Tension and Shear Loads in 8 -inch Lightweight, Medium - Weight and Normal- Weight Hollow CMU Figure 1 LIIIJIk111 Lu.i ICI. I /Jl,. Strong-Tie ANCHOR SYSTEMS ul ".�hl 4111:. 111: Rill Iln• kl /nit iI A., uw4W. I L:IA, LMALI' 'See page 7101 an erplanauon of the loan table Icons 4 Mortal is prepared in accordance with UBC Senior, 2103.3 and UBC Standard 21 -15. o; IBC Section 2103.8. 5 The minimum specified compressive strength of masonry. I'm a: 28 days it. 1.500 psi. 6. Embedment dept') is measured from the outside face o` Inc concrete masonry unit. -t- N Size in. (mm) Drill Bit Dia. in. Embed. Depth" in. (mm) Min. Edge Dist. in. (mm) Min. End Dist. Tension Load in. (mm) 8 -inch Hollow CMU Loads Based on CMU Strength Shear Loads Ultimate Allowable lbs. (kN) lbs. (kN) Anchor Installed in Face Shell (See Figure 2) Ultimate , Allowable lbs. (kN) lbs. (kN) 3/8 1 3/4 4 4 5/8 720 180 (9.5) • (44) (102■ (1171 (3.2) (1.0) 3/8 1.240 310 (5.5) (1.4) 1/2 I 1/2 1 3/4 4 4 5/8 , 760 • 190 (12.7) i (44) (102) (117) ' (3.4) (1.1) 1,240 310 (5.5) (1.4) 5/8 5/8 1 3/4 : 4 4 5/8 • 800 200 1,240 310 (15.9) ; (44) . (102) (1171 1 (3.6) (1.2) (5.5) (1.4) 3/4 3/4 1 1 3/4 4 4 5/8 880 220 1,240 • 310 ' (19.1) , 1 (44) (102) (117) (3.9) (1.2) (5.5) (1.4) Tension and Shear Loads in 8" Wide Lightweight, Medium - Weight and Normal- Weight Grout Filled CMU Stem Wall Min. Min. . Critical I 8 -inch Grout Filled CMU Allowable Loads Based on CMU Strength End Spacing 1 Dist. 1 Dist. in. in. (mm) (mm) WL.i , 411n11., 1 11■11•1, AMA 101 111. AI l (11IJA1111 11411 i:AMAC.l1. I MIOMIJI.' I JJ: A1..1AIJL! (.III,ILA, Elk: III '•IAWLi :5;: LOA'. 101.k I1:111E14:., 111101. wl ,1111, 1 n. Shaded Area = Placement tor Full and Reduced Allowable Load Capacity in Grout - Filled CMU 5. Allowable loads may be increased 33V.. to: short -term loading due 10 wind 01 seismic forces where permitted by code - 8 Grout filled CMU wall design must satisfy applicable design standards and be capable of witnstandmg applied loads. 9. Refer to allowable load adjustment factors for spacing and edge distance on page 116 1. The tabulated allowable loads are based on a saiety factor of 4.0 for installations under the UBC. For installations under the IBC and IRC. use a safety factor of 5.0 (multiply the tabulated allowable loads by 0.80). 2 Values for 8 -inch wide CMU Grade 8, Type IL lightweight medium - weight and normal weight concrete masonry units coniorming to UBC Standard 214 or ASTM C90 3 The minimum: specified compressive strength of masonry. 1 m al 28 days is 1.500 psi 4. Embedment depth is measured from the outside face of the concrete i masonry unit and IS based an the anchor being embedded an additional Y2 inch througrl 114' thick lace shell. 5. Allowable loads may not be increased tor short-term loading 4s Figure 2 41 due to wind or seismic forces. CMU wall design must satisfy applicable design standards and be capable of withstanding applied loads. 6. Do not use impact, wrenches to install in hollow CMU. 4 '7[r Size in. (mm) Drill Bit Dia. in. Embed. Depth in. (mm) Edge Dist. in. (mm) Tension Shear Perp. to Edge 1 Shear Parallel to Edge Ultimate 'Allowable Ibs. (kN) 1 lbs. (kN) Ultimate lbs. (kN) Allowable lbs. (kN) Ultimate lbs. (kN) Allowable lbs. (kN) Anchor Installed in Cell Opening or Web (Top of Wall) (See Figure 3) 1/2 1/2 4 1/2 1 3/4 8 8 2,860 (12.7) (114) (44.5) (203) (203) (12.7) 715 (3.2) 800 (3.6) 200 (0.9) 2,920 730 (13.0) (3.2) 5/8 (15.9) 5/8 4 1/2 (114) 1 3/4 (44.5) 10 (254) 10 (254) 2,860 (12.7) 715 (3.2) 800 (3.6) 200 (0.9) 3,380 (15.0) 845 (3.8) 1. The tabulated allowable loads are based on a safety factor of 4.0 for installations under the UBC. For installations under the IBC and IRC, use a safety factor of 5.0 (multiply the tabulated allowable loads by 0.80). 2. Values are for 8 -inch wide CMU, Grade N, Type 11. lightweight, medium - weight, and normal- weight concrete masonry units conforming to UBC Standard 21 -4 or ASTM C90. 3. The masonry units must be fully grouted with grout complying with UBC Section 2103.4 or IBC section 2103.8. Figure 3 t ,t Eaae End c' o. 1c Anchor installed in top of wall 4. The minimum speci fed compressive strength of masonry, f'm, at 28 days is 1.500 psi. 5. Allowable loads may be increased 331/2% for short-term loading due to wind or seismic forces where permitted by code. 6. Grout filled CMU wall design must satisfy applicable design standards and be capable of withstanding applied design loads. 7. Loads are based on anchor installed in either the web or grout- filled cell opening in the top of wall. sJoyaud Ie31"egaaW 113 Pro -Panel II - metal sales: rnanutacturing;CorpOrahon Product Type g Roofing 0 Vlrali a Soffit Q Liner Panel Q Secondary Framing Application 0 Open Framing 0 Solid Substrate Market 0 Commercial Q Residential 0 Agricultural O Mini Storage 0 Retro -fit Fastener °Exposed ()Concealed clear all 5/18/11 2:52 PM Search Home Products Markets Project Gallery Tech Center What's ew Join Our Team Contact Us return to search results Pro -Panel 11 5r8° to FILE COPY Permit No. , 36" Coverage . REVI4 CODE A iPo OVED Ir i (4jii - Finishes: MS Colorfast45® and Acrylic Coated Galvalume® - Gauge: 26ga and 29ga standard - 36' panel coverage, 5/8" rib height - Trapezoidal rib on 9" centers - Exposed fastened, low profile panel - Applies over open framing or solid substrate - Minimum roof slope: 3:12 - Also available in Elite Series and VersaRib Colors Testing & Approvals Warranty City of Tukwila BUILDIN(nnnciriAms SyoeCW Zanf Downloads Color selections are close representations but are limited by viewing conditions. tTARw -t' y PARTNER All colors are ENERGY STAR Listed In order to view colors available in your area, please enter your zip code: j 98499 1(- Subrnit) Note to architects and design professionals: Please enter project zip code to view project specific color availability. 26 gauge - ACG Acrylic Coated Galvalume 26 gauge - MS Colorfast45 Ash Grey Burnished Slate Forest Green Light Stone http://www.metalsales.us.com/panel/pro-panel-II/ Charcoal Fern Green Mocha Tan Ocean Blue RECEIVED MAY 20 2011 TCENTER Page 1 of 2 CONDENSED TECHNICAL REFERENCE 5 /8" CODE COMPLIANCE AnD0OVED of Tukwila INs nticin n! 36" Coverage or, 014401,9101„ Anti - Siphon Groove 9„ 31/8' 23/4" Optional Profile ARCHITECTURAL COMMERCIAL PANEL DIRECT FASTENED. 36" COVERAGE n,• MINIMUM SLOPE 3:12 sr: PANEL OVERVIEW ■ Finishes: MS Colorfast45" and Acrylic Coated Galvalume" ■ Substrates: Acrylic Coated Galvalume ' - AZ55 per ASTM A792 MS Colorfast45" - AZ50 per ASTM A792 or G60, G90, G 100 per ASTM A653 ■ Gauges: 26ga and 29ga standard ■ 36" panel coverage, ` /x" rib height ■ Trapezoidal ribs on 9" centers ■ Applies over open framing or solid substrate ■ Exposed fastener, low profile panel TESTING OPEN FRAMING OR SOLID SUBSTRATE ■ (JL 2218. Class 4 Impact Resistance ► UL 790. Class A Fire Resistance Rating ■ 2007 Florida Approval #8131.3 ► ASTM I: 455 -04. Diaphram Capacity ► AS I M E 283/331 Air and Water Leakage b,S manufacturing corporation MEWED MAY 20 2011 PERMIT CENTER metal sales r r • ATTACHMENT DETAIL 1/4 " -14 x' /8" Stitch Screw (1' -0" o.c.) #9 -15 Woodscrew Anti - Siphon Groove FASTENING PATTERN Optional Profile 1�/4 " -14 x' /8" Stitch Screw #9 -15 Woodscrew T 1 ( 1 TTT 4CONDENSED Jl Ec PTICAL REFERENCE NERALINFORMATI ► Slope The minimum recommended slope for Pro -Panel II® roof panel is 3:12. Is Substructure Pro -Panel IIa is designed to be utilized over open structural framing, or a solid substrate. To avoid panel distortion, use a properly aligned and uniform substructure. ► Coverage Pro -Panel II® panels are available in a 54" rib height with a coverage width of 36 ". ► Length Minimum factory cut length is 5' -0 ". Maximum recommended panel length is 45' -0 ". Longer panels require additional consideration in packaging, shipping, and erection. Please consult Metal Sales for recommendations. ■ Fasteners The fastener selection guide should be consulted for choosing the proper fastener for specific applications. Quantity and type of fastener must meet necessary loading and code requirements. . NOTE: All panels are subject to surface distortion due to improperly applied fasteners. Overdriven fasteners will cause stress and induce oil canning across the face of the pane! at or near the point of attachment. ■ Availability Finishes: Acrylic Coated Galvalume® or MS Colorfast45' Gauges: 26ga and 29ga standard EC MAY E 2 1 ED 2011 ENTER SECTION PROPERTIES Ga. Width (in.) Yield KSI Weight PSF Top In Compression Ixx Sxx In4 /ft Ina /ft Bottom in Compression Ixx Sxx In4 /ft Ina /ft Ii0WABLE :UNIFORM LOADS P oreEqua,ISpans' I nwa rd Load Outward Load 2' 2.5' 3' 3.5' 4' 5' 2' 2.5' 3' 3.5' 4' 29 26 36" 36" 80 80 0.71 0.87 0.0067 0.0090 0.0134 0.0181 0.0047 0.0063 0.0133 0.0170 90 115 58 75 41 52 27 35 18 9 90 59 41 27 18 9 23 12 122 79 55 35 23 12 1. Theoretical section properties have been calculated per AISI 2001 "Specification for the Design of Cold-Formed Steel Structural Members." lxx and Sxx are effective section properties for deflection and bending. 2. Allowable load is calculated in accordance with AISI 2001 specifications considering bending, shear, combined bending and shear and deflection. Allowable load considers the worst case of 3 or 4 equal span conditions. Allowable load does not address web crippling or fastener /support connection and panel weight is not considered. 3. Deflection consideration is limited by a maximum deflection ratio of L /180 of span. 4. Allowable loads do not include a 1/3 stress increase in uplift. 5. Diaphram 306 pll' average tilitmate Shear Strength using the above fastening pattern on 2x supports located 2' on center perASTM E455 -04 metal sales manufacturing corporation Kent, WA 800.431.3470 Temple, TX 800.543.4415 Longmont, CO 800.289.7663 Antioch, TN 800.251.8508 Woodland, CA 800.759.6019 Rogers, MN 800.3289316 Spokane, WA 800.572.6565 Jefferson, OH 800.321.5833 Rock Island, IL 800.747.1206 Sellersburg, IN 800.999.7777 Jacksonville, FL 800.394.4419 Orwigsburg, PA 800.544.2577 Independence, MO 800.747.0012 Fontana, CA 800.782.7953 Anchorage, AK 866.640.7663 Bay City, MI 888.777.7640 Detroit Lakes, MN 888.594.1394 Mocksville, NC 800.228.6119 Fort Smith, AR 877.452.3915 www.metalsales.us.com UMS128OPP /01 -2011 04 -02 -2012 City of f 7'u ila Jim Haggerton, Mayor Department of Community Development DAVE DURR 10310 S TACOMA WY, SUITE K LAKEWOOD WA 98499 RE: Permit No. D11 -140 RIVERSIDE CASINO 14060 INTERURBAN AV S TUKW Dear Permit Holder: Jack Pace, Director In reviewing our current records, the above noted permit has not received a fmal inspection by the City of Tukwila Building Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 05/28/2012. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206 - 431 -2451 to schedule for the next or fmal inspection. Each inspection creates a new 180 day period, provided the inspection shows progress. -or- 2) Submit a written request for permit extension to the Permit Center at least seven (7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and/or receive an extension prior to 05/28/2012, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, r Marshall Technician File: Permit File No. DI 1 -140 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone 206-431 -3670 • Fax 206 -431 -3665 City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director October 28, 2011 David Durr OneDurr Incorporated 10310 S Tacoma Wy, Ste K Lakewood, WA 98499 RE: Request for Extension Development Permit No. D11 -140 Riverside Casino —14060 Interurban Av S Dear Mr. Durr, This letter is in response to your written request for an extension to Permit Number D11 -104. The Acting Building Official has reviewed your letter and considered your request to extend the above referenced permit. The City of Tukwila Building Division will be extending your permit an additional 180 days from the date of expiration, through May 28, 2012. If you should have any questions, please contact our office at (206) 431 -3670. Sincerely, ifer M shall it Tec ician File: Permit No. DI 1 -140 W:\Permit Center\Extension Letters \Permits\2011\D11 -140 Permit Extension.doc 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 OCT 21 20111 CONIMUN.T'( DEVELOPlikEi4T October 19, 2011 PANTING EIN/SH/NG. City of Tukwila Department of Community Development 6300 Southcenter Blvd., #100 Tukwila, WA 98188 RE: Permit #D11-140 Renewal To Whom It May Concern: I would like to renew my permit with the City of Tukwila, permit #D11-140. The reason for renewal is that the engineering caused the scope to drastically increase in cost. Our client delayed the original implementation due to budget and site development concerns. If we need to do anything further, please contact us. C O M M E R C I A L OneDurr, Inc. 10310 So. Tacoma Way Suite K Lakewood, WA 98499 es 11-30-11 2Xf6v,d et I zbI( Z t1-)/4 e,/ /FJU�1oyS P A I N T I N G (- S E R V I C E S Phone: 253.584.2165 Fax: 253.984.7479 email: onedurr@gwest.net City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director DAVE DURR 10310 S TACOMA WY, SUITE K LAKEWOOD WA 98499 RE: Permit No. D11 -140 RIVERSIDE CASINO 14060 INTERURBAN AV S TUKW Dear Permit Holder: In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and /or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 11/30/2011. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206 - 431 -2451 to schedule for the next or final inspection. Each inspection creates a new 180 day period, provided the inspection shows progress. -or- 2) Submit a written request for permit extension to the Permit Center at least seven (7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and/or receive an extension prior to 11/30/2011, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, Bill Rambo Permit Technician File: Permit File No. D11 -140 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 • • PLAN ' VIEW /ROUTING SLIP ACTIVITY NUMBER: D11 -140 DATE: 06 -14 -11 PROJECT NAME: RIVERSIDE CASINO SITE ADDRESS: 14040 INTERURBAN AV S Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # X Revision # 1 After Permit Issued DEPARTMENTS: Building Division Public Works j Fire Prevention Structural Planning Division ❑ Permit Coordinator • DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: Incomplete DUE DATE: 06-16-11 Not Applicable Permit Center Use Only INCOMPLETE LETTER MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: LETTER OF COMPLETENESS MAILED: TUES/THURS ROUTING: Please Route Xf Structural Review Required REVIEWER'S INITIALS: No further Review Required DATE: APPROVALS OR CORRECTIONS: Approved Notation: n Approved with Conditions DUE DATE: 07-14 -11 Not Approved (attach comments) n REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Documents/routing slip.doc 2 -28 -02 • IEW /ROUTING SLIP ACTIVITY NUMBER: D11 -140 PROJECT NAME: RIVERSIDE CASINO SITE ADDRESS: 14010 INTERURBAN AV S X Original Plan Submittal Response to Correction Letter # DATE: 05 -20 -11 Response to Incomplete Letter # Revision # After Permit Issued DEPARTMENTS: o )(I S�M—�I Buding il Division Public Works VC, 01 11 (Fire Prevention Structural `J Planning Division Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: Incomplete n DUE DATE: 05-24-11 Not Applicable Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES /THURS ROUTING: Please Route Ni Structural Review Required REVIEWER'S INITIALS: No further Review Required DATE: APPROVALS OR CORRECTIONS: Approved n Approved with Conditions \Ill Notation: REVIEWER'S INITIALS: DUE DATE: 06-21-11 Not Approved (attach comments) DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Documents /routing slip doc 2 -28 -02 PROJECT NAME: V ersr 07(� CGt S) LO PERMIT NO: • I \ Ili 0 SITE ADDRESS: I1 Lip Lib ,,,Atru(.6 " ,4 S ORIGINAL ISSUE DATE: (Q_) -(, REVISION LOG REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITI LS Summary of Revision: s- ,, ,,,( c Luk 4.4vt.5 c v) dreg( w 4-z V`e,P�c 11—, rOd 4 AAA v$1. i Received by: D4-Vr /(Z� REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: • Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) City • Tukwila 1 REVISION SUBMITTAL Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 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: ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # Revision # % after Permit is Issued I1Revision requested by a City Building Inspector or Plans Examiner Project Name: Project Address: Contact Person: / 4/0 Y o -�71/ ti-- Gvt*/ 21— Summary of Revision: Pool. S. Phone Number: `zs 3 3 7 7 . /t1 /1/6.///(1 -- i7/1e44) Ss(r4 -7czA'-2." 2 OF TuKW►1LA 1 141011 PERMIT CENTER Sheet Number(s): "Cloud" or highlight all areas of revision including date of revisi Received at the City of Tukwila Permit Center by: Entered in Permits Plus on te (L{ I H:\ApplicationsTomis- Applications On Line \2010 Applications \7 -2010 - Revision Submittal.doc Created: 8 -13 -2004 Revised: 7 -2010 Contractors or Tradespeople Primer Friendly Page • General /Specialty Contractor A business registered as a construction contractor with LEI 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. Business and Licensing Information Name ONEDURR INC UBI No. 601220754 Phone 2535842165 Status Active Address 10310 S Tacoma Way Ste License No. ONEDUI'107C6 Suite /Apt. License Type Construction Contractor City Lakewood Effective Date 2/26/1990 State WA Zip 98499 County Pierce Business Type Corporation Parent Company Expiration Date 3/8/2013 Suspend Date Specialty 1 General Specialty 2 Unused nses License Name Type Specialty 1 Specialty 2 Effective Date Expiration Date Status ONEDUPS153D1 ONEDURR PAINTING SERVICES Construction Contractor Painting /Wallcovering Unused 3/21/1985 2/1/1990 Archived THUNDP'0776LTHUNDURR PAINTING Construction Contractor painting /WallcoveringUnused CBIC 1/13/1993 5/21/2011 Expired Business Owner Information Name Role Effective Date Expiration Date DURR, DAVID 5 Cancel Date 01/01/1980 Bond Amount DURR, TERESA A E 4 01/01/1980 LSM0200289 and Information Page 1 of 1 Bond Bond Company Name Bond Account Number Effective Date Expiration Date Cancel Date Impaired Date Bond Amount Received Date 4 RLI Ins Co LSM0200289 02/01/2011 Until Cancelled $12,000.00 02/17/2011 3 CBIC 616597 02/01/2002 Until Cancelled 03/18/2011 $12,000.0001/10 /2002 Assignment of Savings Information No records found for the previous 6 year period Insurance Information Insurance Company Name Policy Number Effective Date Expiration Date Cancel Date Impaired Date Amount Received Date 21 AMERICAN STATES INS CO 01CG951593 02/01/2011 02/01/2012 $1,000,000.00 01/25/2011 20 AMERICAN STATES INS CO 01cg951592 02/01/2009 02/01/2011 $1,000,000.0001 /21/2010 19 AMERICAN STATES INS CO 01CG951592 02/01/2008 02/01/2009 $1,000,000.0001 /11/2008 18 AMERICAN STATES INS CO 01AP0961701 02/01/2007 02/01/2008 $1,000,000.00 01/22/2007 17 AMERICAN STATES INS CO 01CG91519210 02/01/2006 02/01/2007 $1,000,000.0001 /05/2006 16 AMERICAN STATES INS CO 01AP096170 -0 02/01/2005 02/01/2006 $1,000,000.00 12/30/2004 Summons /Complaint Information No unsatisfied complaints on file within prior 6 year period Warrant Information No unsatisfied warrants on file within prior 6 year period https://fortress.wa.gov/lni/bbip/Print.aspx 06/02/2011