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HomeMy WebLinkAboutPermit D08-483 - SHASTA BEVERAGE - ROOF• • SHASTA BEVERAGE 1227 ANDOVER PK E D08 -483 Parcel No.: 3523049072 Address: 1227 ANDOVER PK E TUKW Suite No: Tenant: Name: SHASTA BEVERAGE Address: 1227 ANDOVER PK E , TUKVVILA WA Owner: Name: SHASTA BEVERAGES INC Address: ATTN: RAYMOND GENE , ONE NORTH UNIVERSITY DR 33324 Phone: Contact Person: Name: KELLY MICHELS Address: 10319 NE MARX ST , PORTLAND OR 97220 Phone: 503 - 257 -7575 Contractor: Name: KING'S ROOFING CO OF WA, THE Address: 10319 NE MARX , PORTLAND OR 97220 Phone: 360 - 696 -9374 Contractor License No: KINGSRC 152K2 DESCRIPTION OF WORK: RECOVER ROOF WITH GAF RUBEROID ROOF SYSTEM. Value of Construction: $167,820.00 Type of Fire Protection: Type of Construction: doc: IBC -10/06 CitySf Tukwila • Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 -431 -3665 Web site: http://www.ci.tukwila.wa.us DEVELOPMENT PERMIT * *continued on next page ** Permit Number: D08 -483 Issue Date: 11/20/2008 Permit Expires On: 05/19/2009 Expiration Date: 10/14/2010 Fees Collected: $2,907.84 International Building Code Edition: 2006 Occupancy per IBC: D08 -483 Printed: 11 -20 -2008 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N Permit Center Authorized Signature: Signature: v( Print Name: doc: IBC -10/06 City cTukwila • Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http://www.ci.tukwila.wa.us Permit Number: D08 -483 Issue Date: 11/20/2008 Permit Expires On: 05/19/2009 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. at Date: l —� The granting o permit does not pre o , 've a ority to violate or cancel the provisions of any other state or local laws regulating construction or the erformance of o . - utho ed to sign and obtain this development permit. Date: / 01 '02 This This permit shall b: ome 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 -483 Printed: 11 -20 -2008 Parcel No.: 3523049072 Address: Suite No: Tenant: 1227 ANDOVER PK E TUKW SHASTA BEVERAGE 1: ** *BUILDING DEPARTMENT CONDITIONS * ** • City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us PERMIT CONDITIONS Permit Number: Status: Applied Date: Issue Date: D08 -483 ISSUED 11/05/2008 11/20/2008 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: Prior to final inspection a written statement from the roofing contractor shall be required. The statement shall confirm the fire classification of the roof assembly that was installed. 5: 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. 6: Remove all demolition rubble and loose miscellaneous material from lot or parcel of ground, properly cap the sanitary sewer connections, and properly fill or otherwise protect all basements, cellars, septic tanks, wells, and other excavations. Final inspection approval will be determined by the building inspector based on satisfactory completion of this requirement. 7: Manufacturers installation instructions shall be available on the job site at the time of inspection. 8: 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. 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: Application of roof coverings with the use of an open -flame devices requires a separate permit from the Tukwila Fire Department located at 444 Andover Park East, Tukwila, Washington, 98188; telephone - (206)575 -4407. There shall be not less than one multi- purpose portable fire extinguisher with a minimum 2 -A 20 -B:C rating on the roof being covered or repaired. (IFC 105.6.24, 1417.3) 12: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 13: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575 -4407. doc: Cond - 10/06 * *continued on next page ** D08 -483 Printed: 11 -20 -2008 • 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 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 construction the performance of work. Signature: Print Name: c if 7 .__/ PC-Z7 doc: Cond -10/06 D08 -483 Dater / z -6,g ordinances governing or local laws regulating Printed: 11 -20 -2008 SITE LOCATION King Co Assessor's Tax No.: ; 9 O '7 ) Suite Number: Floor: �LL New Tenant: ❑ Yes 1:3 ..No Property Owners Name: aAWI.LL Rel / - 5A415/ 6€4 e S u�u),91a. a/4 w/SY Site Address: Tenant Name: 6 $ 5 - P t/-evc( t, Mailing Address: do we contact w hen you CONTA r a 'CJtiJs y � c L Mailing Address: /6 ( -1 16 // it J /Y s r �i , Cr/r►�- Name: ,lie E -Mail Address: CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 hup://www.ci.tulcwila.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 ** / d-9 4-7tde ve--Y- Petiuk GENERAL CONTRACTOR INFQRMATION (Contra rta lntotmatlon.for Meehanical'(pg °4) for Plumbing and Gas Pip Company Name: Mailing Address: to 3/ "A�I'1,W Flat( sh e,i- `F" � Contact Person: E -Mail Address: Contractor Registration Number: ,J/VO (<C 5 ZKZ- be wet stam by rrchiteet of accord' ARCH`tt Contact Person: Day Telephone: E -Mail Address: Fax Number: Q: Applications\Fams- Applications On Line\3-2006 - Permit Application.doc Revised: 9 -2006 bh h echaical: Permit 'N I'Iu bing/Gas Permit No Public Works Pe rmit No. Project NQ. Building City State Zip Day Telephone: 50 3 -'.2 57 -75 5 /e40.P.o( 0 2 7Z zo City State Zip Fax Number: 5 3 -2- 5 7 - 1 D 2 a City State Zip Day Telephone: 56 ?, -- 257 S Fax Number: 503 - 25 - '7-07 Expiration Date: / / 0 Company Name: Mailing Address: City State Zip Contact Person: Day Telephone: E -Mail Address: Fax Number: ORO °;- .All.p ENGINEER OF v et statnp i Company Name: Mailing Address: City State Zip Page 1 of 6 ORMATTON - 206 -431 -3670 Valuation of Project (contractor's bid price): $ t LD1 8'2-Q Existing Building Valuation: $ Scope of Work (please provide detailed information): L:_-" / , T71 ! , W) tU , •eA_ 1t Q /cf Will there be new rack storage? ❑ Yes Q: Wpplicationfforms- Applications On Line\3 -2006 - Permit Application.doc Revised: 9 -2006 bh X . No If yes, a separate permit and plan submittal will be required. Pro 'd uilding Areas in Ili Footage Below '36 . 0 U 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 "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. Page 2 of 6 PERM IT APPLICATION NOTES :- Applicable .to all permit applicati ©1, 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 OWN OR A TH�O�RIZED AGENT: Signature: /J s ` ted.t S Print Name: . A Day Telephone: 503- Z5'7_757 J Mailing Address: /O?al &- Maw 5 � ) 4 . -eP o02. 172 -Zo Zip Q: Applicationfforms- Applications On LinM3 -2006 - Permit Application.doc Revised: 9 -2006 bh City Date: 11-5 40 State Date Application Accepted: 6 ' ` -0 d Date Application Expires: 5 Staff Initials: utA Page 6 of 6 Parcel No.: 3523049072 Address: 1227 ANDOVER PK E TUKW Suite No: Applicant: SHASTA BEVERAGE Receipt No.: R08 -03687 Initials: WER User ID: 1655 Payee: KINGS ROOFING TRANSACTION LIST: Type Method Descriptio Amount Payment Check 62146 2,907.84 ACCOUNT ITEM LIST: Description 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 Account Code Current Pmts 000/322.100 000/345.830 000/386.904 RECEIPT Total: $2,907.84 Permit Number: D08 -483 Status: PENDING Applied Date: 11/05/2008 Issue Date: Payment Amount: $2,907.84 Payment Date: 11/05/2008 11:12 AM Balance: $0.00 1,759.60 1,143.74 4.50 doc: Receiot -06 Printed: 11 -05 -2008 Project: / � % i -.ST/ - ,aco CC Type of Inspection: c //t//9/ Address: /22 7 �I.e/ad #40 ide Date Called: Special Instructions: Date Wanted: G // -2 - -07 p.m. Requester: Phone No: 0.3 -2S7- 7675 INSPECTION NO. INSPECTION RECORD z),0B- /I �.• ' Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 1 pproved per applicable codes. Corrections required prior to approval. COMMENTS: P r m ; '(?'mp /4- . 4 Tits Datei, REINSPECTION FEE ' EQUIR. Prior to inspection, fee must be at 6300 Southcenter Bl Sui 100. Call to schedule reinspection. Re ipt No.: 1Date: COMMENTS: Typelnspection: 1---1 AM 1 / C ` l7, `) / 1/•/4/ JI /t/ S 6: ✓i° ciCJe� Alm /- /I AI //a.Si'ti� z /4, /-3.-//t7 gh 'c - t 1 47i./ 5 e Sli ✓ .../ c - ( / 7 -- t • Ah) /I/ 44 /71/- // e'% 4'k1 r C , Gv /9 J? /2411717 Requester: / � ?v LW (o�i p (?It// Phone No: 257- /— 66 - �47 �7 00 c- -! yJ' , / /f) -/e'6 —' i-/,'1 mo d/ /r/ - J KT; t?)t r! e . / C /9 l ��°✓ /_, S - 7( 5 1 C.c./; //7 1/41,..S c -/' -- Project: S h I Typelnspection: 1---1 AM 1 Alm Called: Spe Instru / / () ,3 — g0/ - d-6 7C 1 l ci� !c/ 1(Jit/S7'c'i . /_ /.' 30 Date Wanted: 5- i o a.m. p.m. Requester: Phone No: 257- /— 66 - 7757 INSPECTION RECORD d - Retain a copy with permit bOc�- B3 . INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 4- 6300 Southcenter Blvd., #100, Tukwila, WA 98188 i' (206)431 -3670 Approved per applicable codes. IE Corrections required prior to approval. Inspecto Date: - 3 INSPECTION FED REQUI . Prior to inspection, fee must be at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. $60.0 t Receipt No.: Date: ,SA Ms7 LX) 8 y83 the king's 1200.FIP29 company WARRANTY The King's Roofing Company warranties this roofing application on the Facility Building & Office, to protect the roofs for 20 years against leakage due to defective workmanship or materials. This warranty terminates on March 16, 2029. Upon notification of a roof leak by Shasta Beverage, The King's Roofing Company will provide all labor and materials necessary to repair that leak with similar materials. If dissimilar repair materials must be used because of emergency conditions, original materials will be re- applied at a later date, when weather permits. This warranty is subject to the following exclusions: A. Natural disasters including, but not limited to windstorms, hail, floods, hurricanes, lightning, tornados, and earthquakes. B. Damage due to the structural movement of the building, including, but no limited to expansion and contraction of the building, wind shear, structural settling and /or earth tremors. C. Damage resulting from any new installations on or through the membrane or from traffic of any nature on the roof. D. Conditions created by the roofs drainage system, flashings, HVAC units and or duct work, skylights, vents and /or any other roof or wall mounted penetrations which cause or are the source of leaks. E. Any repairs, installations, modifications or other applications to the membrane or base flashing after the date of completion, unless performed in a manner acceptable to and approved in writing by The King's Roofing Company in advance. Such work, whether performed by the building owner and /or its agents or by other contractors shall be grounds for voiding this warranty. r eiristein, President 110, // 2-o0? Date 10319 N.E. Marx • Portland, Oregon 97220 • (503) 257 -7575 National BevPak - Shasta Beverages 1227 Andover Park E. Tukwila, WA 98188 329' FILE COP Permit No. Plaf review approval Is subject to errors and omissiens. ApprovaI of construction documents does not authorize the violation. of any adopted code or ••;nand. of approved fi Copy and By Date: City of Tukwila BUILDING DIVISION REVISIONS N changes s hall 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. receipt *vied3ct : X08- `1 83 80' KO/ Ito' t CODE COMPLIANCE APPROVED NOV 14 Of Tukwila IN_.0 60' N A W< >E s 50' 08 25' 35' November 2008 30' RECEIVED NOV 0 5 2008 PERMIT CENTEF TWO (2) PLY APP TORCH SYSTEM NAILABLE DECK Nal!able Deck 9' max GAFGLAS Base Sheet 19+ +hr 2" Min Side Lap RUBEROID' Surfacing Membrane (U applicable) N- I -1 -TSC NAIL NAIL NAIL #75 BASE SHEET #80 ULTIMA BASE SHEET STRATAVENT NAILABLE tOB-I83 APP Torch Applied Systems 205 mow GAF MATERIALS CORPORATION FL IFEM COPY coon GENERAL ' a Refer to Section 1.06. DO•NOT- BEGI• INSTAttATION• UNTIL THIS INFORMATION IS READ, UNDERSTOOD AND IMPLEMENTED. 10 YEAR DIAMOND PLEDGE AND SYSTEM PLEDGE GUARANTEES BOTTOM SHEET SPEC# ATTACHMENT BASE SHEET N- 1 -1 -TS NAIL #75 BASE SHEET NAIL #80 ULTIMA BASE SHEET NAIL STRATAVENT NAILABLE 12 YEAR DIAMOND PLEDGE AND SYSTEM PLEDGE GUARANTEES BOTTOM SHEET SPEC# ATTACHMENT BASE SHEET N- 1 -1 -TG NAIL #75 BASE SHEET NAIL #80 ULTIMA BASE SHEET NAIL STRATAVENT NAILABLE MATERIALS Material Requirements per 100 sq. ft.: Base Sheet 1 ply Membrane 1 ply Surfacing (if applicable) CAP TORCH SMO TORCH SMO TORCH SMO CAP TORCH GRANULE TORCH GRANULE TORCH GRANULE TORCH SMOOTH TORCH SMOOTH TORCH SMOOTH KtVdtYUtU r-U CODE COMPLIANCE � -LANCE APPROVED NOV 1 4 2008 f Tukwila RDI NG DIVISION SURFACING COATING COATING COATING RECEIVE° NOV 05 2008 PERMIT CENTEI ROOFING MATERIALS AND SYSTEM Contains Listings and Classifications in effect as of December 14, 2007 Please read information contained in paragraph 2 on page v r FELE: COPY Permit No. RECEIVED NOV 05 2008 PERMIT CENTEI Underwriterstaboratories Inc. Deck Nt, . • - - • ; • •• • e: . . Foam: SWD Urethane "SW13.825b", 1' in. aase Coat Otte or two applications - :'"Cacofiexkh-cap ;6800 Series, plied. at 14/.41gal/sq/applicition04028-rdry "1‘ "da ,- SWI/Urethane Col."SWD-1929F"; apPliedat 1-1/2 gal/sq (12 ipils 1/2 4 - binglOptionaA): #11: ceramic coated roof gran' ides/applied at 50 0 ; .:• 3/4 Incline: 2 r,F. s ; • :SWD Utisthane Co: "SWD 525b"; 1 ith,cttlitlitturm- Coat ,One or'two applications "Gacoflex :Urefiapc_68001 1/2 at :1-1/4 gal/sq/application (14-28 dry - c Coat "Gacoflex Ure-Cap 6800" Series; at 14/4.gal/. sq.3.(14 dry g (Optional) v #11 ceramic coated roof gfantillaspappliett at 50 2 ROOF COVERING!MATERIALS(TEVT) Roofing Systems ; (TGFU).Contihued Surfacing: Two applications "Gacoflex 11,66 Series" (various colors), 1 gal/sq/application. • 3. Deleted , .l• .• 4. Deck: NC Incline: 1 . . Foam: North Carolina Foam Industries "41774",1 injmin. , • • ; Surfacing. Threeapplicationsi"GacollexU-66 Series"' (various colors), 1 gal/sq/application. 5. Deleted 6. Deck: NC ' • ; Incline: 1/.4, • . Foam: Foam Enterprises "FE800A/FE302-2.5F" or North Carolina:foam Industiies."#584", 1 in. minimum. • :, • -!. Base Coat "Gacoflex UB-64", 1-1/2 to 3'gal/sq. •_ • Surfacing: "Gacoflex U-66 Series", .(vatiotis colors),:1 gal/Sq..; , 7. Dedc: NC , . 2 .„ Foam: Foarn.Enterprises "FE800.A/tE30.24.5P Noilit Carolina Foam • , Industries' '884" or IPI "Tsofoam SS-1070..", 1 in. mininnurt..., , Base Coat. "Gacoflex 1113,64",, 1-1/2..to 3 gal/Sq. , „, Top Coat "Gaeefloi U-66 Series' colors), - 1 gal/q. Surfacing: No. 11 granules at 50 lb/sq. . . 8. Deleted 9. Deleted 10. Deleted 11. Deleted 12. Deleted 13. Deleted 14. Deleted 15, Deleted 36. Deleted ) p Deleted. . ja Deleted Deleted Deleted Deck NC ' - • ' • 1; V' Andine: 2 Foam: SWD Urethane "SWD 525b", 1 in. minimum. .. .• • Base CtiattiOrte dr tiVci applied at 1.35 gal/sq/applieatiOrt (14-28 diy; mils) Top Coat "Gacoflex Ure-Shield 6006", applied at 1-1/2 gal/sq (16 dry Surfacing (Optiorial): 411 ceramic coated roof granitlek' applied: at 50 2008 MATERIALS AND SYSTEMS DIRECTORY • • •, ■•• • 3 ; J ".. • • .; tV ;;;, • Iv) ,••:■: • , ..1 .• • •J '; tioNd): .1"Gacafirimes1"4.,(tioLJJL:cLassffiecl) ! • :tit .,4143 1 gal sq GacoSil S-1600" (GacoRoof) at .1 galsq., - LockEoktriE ilIMAIRK ROOF COVERING`MATERIALS (TEVT) 189 Roofing Systems :(TGFU)—Continued Surfacing (Optional): Roofing granules applied at 30 to 35 lbs sq. 39. ,Deck NC • Incline: 2 . Foam: "Polyfoam 273", 2 ineheS,maximum • ' Base Coat: "GacoSil S-1000 Series "or "GacoSil S-4600 Series" at .1.1 gal sq. Top Coat: "GacoSil 6-1000 Series" or "GacoSil :S1600 Series" at 1.1 gal `sq. Surfacing (Optional): Roofing granules applied at 30 lbs.' - sq. 40. • Deck 'NC hicline: 1/4 Foint: Polyfoam 273", 2 inches thick.' Base Coat "U-62", 1.25 gal/ Second BaSe Coat: "U-62", 0.75 gal/sq. (Optional walnut:Shells at 8 -10 lbs sq) Surfacing "U-62", 0.75 gal/sq. 41. Deck: NC Incline: 1/4. Foam: Tolyfoarn 273", 2 inches thick. Base Coat "UB-8380", 1.5 gal/sq. Top Coat: ' ="5-10 Series", 1.5 gal/sq. Surfacing (Qptional): No. 11 tooth* grartuleSratiplied‘ at 50 lbs per sq. 42: beck: NC Indine: 3/4 Foam: "Polyfoam 273", 2 inches thick. Base edit: "U-6006", 3.5 gal/sq. (ThieeaPplications at 1.16 gals4sq,) Second Base ;Coat, "U-6096 Surfacing: "0-6006", 0.85 gall„sq,, (Qptional No. 11 ropfing granules at 30 lbs./sq.) . 43.: beck: NC Incline: 1-1/4 Foam: "Polyfoam 273", 2 inches thick. ' • Base Coati I "Al2 Series", 1.5 gal/6g, . Surfacing: "A Serie?", 1.5 gal/sq. 44: Deck NC ' Incline: 1-1/4 Foam : '"Polifearn 273"; 2 inches thick. , . Base CC* Conklin Co, Inc "Conklin Oene...hmark", 1.9 gallsq, Surfacing: Conklin Co. Inc. " Conldirt.13enhMaik ", 1.9 gal/sq. „ 45. Deck NC ht,c.11ite: Base Coat "A-38 Series", 0.75 gal/sq. Second' Base ,Coat "A-38 Series", 0.75 gal/sq. Wear Coat "A-38 Series ", 0.75 gal/sq plus walnut shells at 0.75 lbsper. Surfacing "A-38 Series ", 0.75 gal/sq plus walnut shells at!0.75 lbs Obi • -1 46 Pedu NC. 3!(4 Foam: SPiay application of Zin.' Mid( 'Polyfoam 773" (2.7 lb/f1. ) Surfacing: Spray application of 28`,0:134-,tiala."0-870" (aluminum) 47 beck: NC Incline: 1/2 • lnsulatiom Spray application of 2 thick_"Polifoarn,273* (2,7 1h/lf. Surfacing:' Splay applieation'of 28:to34-mils 1.41-8782! (*ivory) 48. , Deck: NC ' • '; ' 'Phi/dine: 1½ . Insulation: - Spiak'apPlication of 2-in.- thick "Polyfelant 173"7- • Base Coat "A31001tAdylielop Cciaelifir'"A311YRA,Crylie'SaSe Coat" , applied at 1.13-61/1q0-#. • • , . • "Intermediate Coat d itli0b14 Acrylic Top Coat' Or ,"01jR ACr■ifi", Base Coat",appliect. at 1.13-ga1/1004t. ; MP, Coat "A31001Z ToP Coat". apiiliecL at.1.13,:gW.101E`' Surfacing (optional): Broadcast application of No. 11 ceramic coated granules applied at a rate of 30 to 504hs/100-ft. ; 49. Deck: NC • , . Incline:33/4 I ........... :3T Foam (Optional):- iTolyFoan493,f'Party Surface Foam: 'Polyfoam 273," 1 inch minim Base Coai: l'dAtotiot A- Ar'apPlied'af;B - "Tori`COat''''aicOfteX A-3200R ' ' Surfacing,(optionallYt.',Bro'adeast applicae(on'of*11 grai4s applied at as* of ,f). to 594bS/;11)0-f41 , 50. DecleNC p4 Insulation: "Polyfoam. , - Base "tatOgll'tu6 lied .1 Top coa S-090 Senes. aPP4C -at 9;7 ' , • Surfacing g.ac!cuig anseci , a/PA .1051 GAF MATERIALS. CORP „ , • 111306 61 ALPS RD, WAYNE NJ 01470 beioid' '''Ritheroid Modified Bade Sh'eee an alleitiate to IYOC 'sheets fii 'any' Orate follbwing tealhifitatihn's: 4 thick - (iiiiribnuni) gypsum Voard M in thick (niirli),10P Gypsum Corp. "DensDeck (g) Roofboard," "DensDeck Primeg" Rlidheard" or' 'Dens- red inc. .k® ara- da !red self 1 SBS neck® Dura• gyred a :tened 1 Blast wo rstenk. "GA 'ly 4 .ube :ubc )id asp Weld ed in plied d at t ens eck Gy the b deck fiber, ite, ly fa ROOF,COVERING:MATERIALS (TRAIT) Roofing Systems (TGFU): Continued Base Sheet One ply .Type C.2."CAFGLAS #75 Base Sheet' or "GAF - GLAS Ply 6" fully adhered withthot roofing.asphalt. • Ply Sheet (optional); Twolormore plies Type GI "GAFGLAS Ply 4" or "GAFGLAS Ply b': fully—adhered—with hot roofing, asphalt. Membrane (optional): • "Ruberoid Mop Plus Granule ".or "Ruberoid Mop •Granule".•ot "Ruberoid 30" or."Ruberoid• 30 FR" or " Ruberoid EnergyCap SBS 30 FR or- " Ruberoid Mop Smooth" br 'Ritiberoid Mop 170" or "Ruberoid Mop` FR" fully adhered with hot roofing - asphalt or "Ruberoid SBS Heat Weld170.FR" or •'Ruberoid SBSrHeat,Weld FR Plus" or "Ruberoid:SBS:Heat:Weld Smooth" heat fused. . Surfacing. Roofing .gravel applied• at 400 -1bs /100 -9 embedd'ed°into a flood coat of hot roofing asphalt or No. 10 White Aggregate- applied at a rate of 200- 1bs /1004t enllieddedinto "Fire'Shield'MB ":applied: at 21- 3-gal. /100 -ft t . r Top Surfacing: 'arergyCote; r: applied at 0.5 = 1.0- ga1s/1 ft2 Class's ;hilly Adhered ' 1. Deck: C45/-32 ' ' • ' • Menne: iy2 Insulation (Optional):: One or Mote-l perlite cir woodfiber•otgglass fiber or polyisoeyan(fftitet6r urethane or perlite /polyisocyanurafeeom= posite or perlite/'uretlrar(e ?composite or wood fiber /polyisocyaiiurate composite or phenolic, aily liickii ss :' • Base Sheet Two or more pliesGAF Type GI' or Type G2tir'Type'G3 base • 'sheet, hot nopped oi'`niechdnica1ly fastened iti place. .;'•:'"'; ''- Membrane:' • One or rhore.pli& " Ruberooid Torch "'(Smooth'or Gr'a'nule), " Ruberoid Torch'Gi^antile'P lt"s" 1 %iiberoid Ivlop "'(Sitfootli or Granule) or "Ruberoid Mop P1ua Gr'ale ". = 3 Surfacingi• ' Karnak' No. 97 applied'�at'Won nal"1i1 /2. ga1/5zq. Deck: C- 15/32 •: c, Irtelitte:' T/2: r "r • Insulation (Optional): One or iftore'layers'periite or wd(id'Iilrer glass fiber or polyrsocyahiriiate dr`'iiiit' Mine `or perlitaVpotyisocjyKriurate" com- posite or perlite/uretl ane''c' MiPositE di-wobd 'fiber /pb15+iS t'jtaiturate composite or phenolic, any thielaiess. • • • .'f • Base Sheet: One of-It plies Type G2 or Type G3: - " !'Ply Sheet (Optional): '•'One or more plies Type Gl. !'• • Membrane: One or more plies " Ruberoid Torch" (Smooth or G4rantile) or " Ruberoid TorchGranr'rfeP1us ".•or "Milieroid Mop" (Sniorith orGtanule) or " Ruberoid Mop Phis' Grifrualef ? • ' ' • . t Sinf8cing: • -Kahiak "No:'97 at noniinsll'•1 -1/2 "3'gal/sq. eck: NC Incline: 1 Iltl8lrlation (dptibhal)' .. Mae or' rood 'fiber or 'glfi'ss 'fiber or Iyisocyanurate /urethane bdatd, 2 -in. maximum; 'meeliantaily fas- ed or adhered witti'14ot roofing asphalt. 11 ? e'Sheet' Type. G2'or:"Tutee'Modified Basel (modified bitilrnen), echanically fastened or adhered with hot roofing.tislfllalt.'tr.i' >: embrane: • " Ruberoid. Toi+ch • Granule 1" (Modified bitumen); heat acing: Henry "Idirra- White" or "Endure White.F:lr4tomdrik(Roof 'or " Pro - Grader; Whitti∎ Elasfomeric -Roof iEdaiing'Gapplied at 3 C -15/32 Incline: 1/2 • . Sheet .1Wci plies..1 ie G2 .nailed or adhered with:'hot ofing rare:: : 1Itt'rberdictlarch' Granule .1" (Modified bit:wawa heat to . • rei e,a t i3y•`? :i`i Acing: Karnak Chemical ; Karnak. NV 97 Fibrated ;Aluminum tdibo£Coating", 1- 1 /22ga1 /sql•. - • •it" • q„ C. :Incline: 1/2 .1 6. ;.:... 'hi (Optional): ..:Glass !fibe}r,br perlite`ot• wdodifibeir 1a1i.: maxi - .mechanically fastened or adhered with hot iidofmg'asphait' Sheet TypeiG2mechanically fastened or adhered tvitli:hotrobfing tine: • 'Ruberoid;lorth Gtanule•1 " bitueten)j heat - -Henry "No: 523 Fibei'ed-Aluminum" at4 to2%alJsq or GEO "No.- 923 Fibered.Altrituriuin" at:3 "fo72+galk- aq,ft::" 6/,32 ; • •Incline:'1 /4 t:/ Type G2,.rnetliaiiically fastened:: `-.0 :htr;r ?) ".t e: " Ruberoid Torkh•;Gr'anule{ 1"= (Modified heat - I ': •. , ... 5T' I a•A1at idnaLiVamiSR, ",ALt M:A GARD . Fibei'ed.'M.urninum ling"r.'at1 /216/sq1- knit+; r, ,1 =. r >/ /32 ^,; ?ai +ar = =' Incline: 1/2 2008 ANQ'SYSTEMS DIRECTORY LOOK EORtTHE1BL•'MARI£t:ON;PRODII011 'ROOF COVERINGINATER1ACS'(TEVT): Roofing Systems •(TGFU)- Continued ' Insulation ( Optional): Anythickness; one or mor'elayers UL Classified perlite or glass: fiber. or.polyisocyanurate or polyisoeyantirate /composite JN or Partek Insulation " roof. insulation. Base Sheet One or more plies Type GZ '. r r'' Membrane:. One or More plies " Ruberoid Torch, Granule. 1" ( modified bitumen); heat fused, . • . • . • P.' Surfacing: Fields "F530 Heat Shield Al uminuniCoating' or "F630 Heat ' Shield Fibered Aluminum Coating" F -1/2- gal /'scf :: 8: Deck NC . • . ; :1 . Incline: 172 . . • Insulation (Optional): '!Glass fiber or•.perliteor wood fiber, tin, maxi- mum, mechanically fastened or adhered with•hot• roofing asphalt. Base Sheet Type G2 mechanicaltyfastened or adhered with hotroofmg asphalt.- Membrane: " Ruberoid Torch Granule 1" (modified bitumen) heated fused: ... Surfacing. Gibson- Homanss "Black Jack 5,176 Fibered Aluminum Roof - Covering" or "PC 401. Fibered Aluminum Roof Coating" at. • 9,. Deck:. ). I /2 . . ., Insulation (optional): • Perlitt, or glass fiber,- minimum 1 -in., thick or polyisocyanurate, 2 -in. thick minimum. . „ Base Sheet: One ply Type G2 mechanically fastened..or hot mopped. Ply Sheet (Optional): One or more plies Type G1- or, Type G2 hot mopped. ' • Membrane; " Ruberoid Torch `Granule. 1" . (modified. bitumen) heat fused. . 10. Deck: C -15/32 Incline: 1/.2 Insulation (Optional): Polyisocyanurate or glassfiber or perlite, any thickness, mechanically_ fastened. Base Sheet Type G2: "GAFGLA3 #75 . Base Sheet" • mechanically fastened or adhered:with hot roofing asphalt . -Ply Sheet (Optimal):' One.or more plies Type G1 'or "Tough Ply IV" or "Ultra Ply VI," adhered with hot roofing asphalt. Membrane:.; -: " Ruberoid Mop 170 FR" or " Rubemid SBS- Dual•.FR" or " Ruberoid Mop FR." . - 11: Deck: C15/32 .. Incline: fld Base Sheets - . "Ultra Base" mechanically fastened. . Membrane:::: ," Rtiber id Mop 170 FR" or. " Ruberoid SBS Dual RR" or " Ruberoid Mop FR." 12. Deck C- 15/32' • - Indinea 1/.2. Insulation•.(Optional): One: .or more 'layers .perlite or . glass :fiber or • polyrsocyahurate or perlite/polyisocyanurate composite or,perlite/ urethane composite or wood fiber /polyisocyanurate -composite, any thickness..-t • , 197 Base Sheet One or more plies' Type G2 mechanieally•fastened or hot mopped. Ply Sheet+E(Optional):. .One •9r•'mote plies Type Gi• mechanically ' fastened •or - hot mopped. . • • - .Membrane: One more plies:"Ruberbid Mop Smooth" adhered with "Ruberoid MB Adhesive" 2- gal /sq. +. - Surfacing: "Weathercote tow :VOC ",or -. "Gray MB Phis" hi "Weather - cote," 2-gal/sq.! . r. '1 131 . Deck C-15/32 .. • ;, + Incline: .1/2) ■Base Sheet. One or frtore plies` "Liberty MA Base Sheettr•mecha'yiically fastened to the deck, inverted. ::::: :, ?Jf'l Base Sheet One ply "Liberty SBS Self- AdhetingiB9sediljsheet" self adhered. ..Cap Sheet:r.r. One ply - "Liberty, SBS' - Self= Adheiii t Gap! -Sheet/ self adhered:` a , .. _ . , u, . ,t) vn &rr'•n9M 14 :: Deck C • rrlheliner:Ly2',1d1 hip - d. :,14 Base Sheet One or more plies "Liberty MA BaserSheet"iaiiedadrtically fastened. , rY.ri •••1• I .4:9 .J , Cap- Sheet: . :: SBS Self: Adhering :Cap_Sheet'rseliradheted. •5, • Deck 045'/, 32. Incline: 1./2 • r:, ; r. • • ,Base Sheet:, .:One orsmore.pliesypeiG2 "GAFGLAS No. 75f'rtfasesheet, mechanically fastened. •rsrr.,J u. " P1y: She @t" `Oae.orinore plies Type—G1 "GAFGLAS Ply 4%%PGAVGLAS .Ply 6" hot mopped: tr.. , ' a 4 Membrane: "Ruberoid EnergyCap Torch T1hrs. FId' r 6r.,' Ruberoid EnergyCap Torch.GrantileFR "4heathisedi ::L: 1 r. r 16..D'eck: C454(92r.' : , • . bI- lifeline: - 1 /2.. Insulation (aptienal): Minimum 24in: thiek Mechani- cally fastened with the buttloints in the instdationstaggered a Minimum of 6-iit. from plywood deck joints. . r,•.t i 1 VLMK C O N S U L T I N G E N G I N E E R S 3933 SW Kelly Avenue • Portland • Oregon 97239 -4393 FILE COPY Pr! P,n-mIt N0. , STRUCTURAL CALCULATI '• for 1227 Andover Park East Tukwila, Washington for Prepared By: Jared N Fischer, EIT 1008...LIS3 VLMK Job Number: 208467 November 2008 P E SHASTA BEVERAGES INC. ROOF INVESTIGATION 503.222.4453 503.248.9263 vlmk @vlmk.com www.vlmk.com THE KING'S ROOFING COMPANY 10319 NE Marx Street Portland, Oregon KtVIEWLD FOR CODE COMPLIANCE APPROVED NOV 14 200 Tu iia DIVISION RECEIVE NOV 05 2008 PERMIT CENTEI Structural Engineering • Civil Engineering • Industrial Engineering • Planning • Studies / Evaluations • Entitlement L "'•. K. C :;r It.r' Fr .r•t. Structural Calculations DC -2 SHASTA BEVERAGES INC. - ROOF INVESTIGATION SHASTA BEVERAGES INC. ROOF INVESTIGATION 1227 Andover Park East Tukwila, Washington VLMK JOB NO. 208467 STRUCTURAL CALCULATIONS FOR PERMIT TABLE OF CONTENTS Design Outline and Criteria DC -1 thru DC -3 Summary Letter Structural Calculations C -1 thru C -25 Reference Material R -1 thru R -2 File: G:Wcad2008\208467\CALCS\208467 DC.docx Page 2 of 3 Printed: November 04, 2008 Structural Calculations DC -3 SHASTA BEVERAGES INC. - ROOF INVESTIGATION CODES: 2006 International Building Code DESIGN LOADS: Live Loads: Roof Snow Load Flat Roof Snow Load, Pf (Reducible) 25.0 psf Snow Drift As Required Dead Loads (Existing Office - Original and Addition): Roof Roofing (Existing) 2.0 psf Roofing (New) 1.2 psf Insulation 0.5 psf Sheathing 1.8 psf Purlins 2.2 psf Mechanical and Electrical 1.0 psf Suspended Ceiling 1.8 psf Miscellaneous 0.5 psf Dead Loads (Existing Warehouse): Roof Total Roof Load 11.0 psf Roofing (Existing) 2.0 psf Roofing (New) 1.2 psf Insulation 0.8 psf Sheathing 2.3 psf Sub - purlins 0.7 psf Purlins 1.5 psf Mechanical and Electrical 1.0 psf Miscellaneous 0.5 psf Total Roof Load 10.0 psf File: G:1Acad2008‘208467\CALCS\208467 DC.docx Page 3 of 3 Printed: November 04, 2008 3933 SW KeIIy Avenue e Portland • Oregon 97239 -4393 November 5, 2008 KeIIy Michels The King's Roofing Company 10319 NE Marx Street Portland, Oregon 97220 Re: Re -roof Evaluation Shasta Beverages Inc. 1227 Andover Park East Tukwila, Washington 98188 Dear KeIIy: CONSULTING ENGINEERS As requested, we have performed a re -roof evaluation on the above -noted project. The purpose of this investigation was to determine whether a new roofing system weighing approximately 1.2psf could be added to the existing roof structures. To my understanding the existing roof of the buildings weighs a total of 2.0psf. The existing warehouse roof structure that is constructed of solid sawn joists and glulam beams. In addition there is an office and addition composed of solid sawn joists with wood stud bearing walls. Based on as -built drawings and our visual review, there is sufficient capacity in the existing roof structure for the.additional roof Toad. Please note, the calculations included in this package account for gravity loads only and do not address the lateral capacity of the structure due to wind or seismic forces. Stocking of roofing materials on roof is also beyond the scope of' this report. Please contact me with any questions. Sincerely, VLMK Consulting Engineers Jared N Fischer, E.I.T. Structural Designer Structural Engineering•Civil Engineering. Industrial Engineering•Planning•Studies /Evaluations•Entitlement G: \Acad:008 \708461 \CALLS \208467 Reroof Letter.Doc 503.222.4453 503.248.9263 vlmk @vlmk.com www.vlmk.com 3933 SW Kelly Avenue • Portland • Oregon 97239 -4393 503.222.4453 503.248.9263 WD� 41/ � b✓DLi 6/L�_ 3q' 0 0 O C:H EC-v- 7 x 0 5 /e (, L3 LoP�►7S Wvt.= to PSF (go ')= aooP w 1 35oPLF c Lc-s [SEE 1 E5() - T5 EXZSTx4Q 6 3Ef\M lDEQUt\ € 0 EC-4. 7 e2 V-f CD (-3 LOADS wo aop Pc.F W�� = 35 � Paper - L ,�s K [s EE G - aj G. 93 L4 a c- Pc_Th; a,crOK 5 eE C -6 � 5 14, CE - - k>"2 GC-5 LS EEG - 31 R es uc I3 ExzsT2N 3 EA ' 1'3 PQEGaJ'7'E P Job � -lA5nN tlazA (=e Ksesor Client ' I "v51` -wF ) Job No C 4 67 By T J 1 Date 1 1 / V Sheet No L I V✓vL.+ Ww VLMK 'Consulting Engineers 3933 SW Kelly Ave Portland, OR 97239 Phone: 503 - 222 -4453 Fax: 503 - 248 -9263 A Wood Beam Design Description : CHECK 7x27 5/8 GLB (A) Material Properties Analysis Method : Allowable Stress Design Load Combination 2006 IBC & ASCE 7 -05 Fb - Compr Fb - Tension Fc - PrII Fc - Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral- torsion buckling Wood Species Wood Grade Applied Loads Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.20, L = 0.350 k/ft, DESIGN:. SUMMARY Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable = Load Combination Location of maximum on span = Span # where maximum occurs Maximum Deflection Max Downward Live Load Deflection = Max Upward Live Load Deflection = Live Load Deflection Ratio = Max Downward Total Deflection = Max Upward Total Deflection = Total Deflection Ratio = Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. "" Defl D Only L Only Lr +L Only D +Lr +L Overall MAXimum D Only L Only Lr+l- Only D +Lr +L DF /DF 24F - V4 Desi n OK 1 Maximum Vertical Reactions - Unfactored Tributary Width = 1.0 ft Load Combination Support 1 Support 2 11.568 4.743 6.825 6.825 11.568 0.657: 1 7.0 X 27.6250 1,520.16 psi 2,313.51 psi +D +L+H 19.369ft Span # 1 11.568 4.743 6.825 6.825 11.568 0.832 in 0.000 in 562 1.410 in 0.000 in 331 0.5782 0.8319 0.8319 1.4101 Location in Span D +Lr +L 1 1.4101 19.631 Maxim Deflections for'Load +Combin IJnfactored Loads`, Load Combination Span Max. Downward Defl Location in Span 19,631 19.631 19.631 19.631 :'port. no Title : Dsgnr: Project Desc.: Project Notes : Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs Load Combination on : F l:af' is1 Calculations 2,400.0 psi E: 1,850.0 psi 1,650.0 psi 650.0 psi 265.0 psi 1,100.0 psi Max. Upward Defl 0.0000 0.0000 0.0000 0,0000 Job # Printed: 4 NOV 2008, 12:47PhM File: G1Acad200812084671CALC31208467 calcs.ec6 ENERCALC, INC 1983.2008, Ver: 6.0.19 per IBC 2006, CRC 2007, 2005 NC1S Modulus of Elasticity Ebend- xx 1,800.0 ksi Eminbend - xx 930.0 ksi Ebend- yy 1,600.0 ksi Eminbend - yy 830.0 ksi Density 32.210pcf 0.263 : 1 7.0 X 27.6250 80.10 psi 304.75 psi +D +L +H = 0.000 ft Span # 1 Max. " +" Defl Location in Span 0.0000 0.000 Location in Span 0.000 0.000 0.000 0.000 � -a VLMK 'Consulting Engineers 3933 SW Kelly Ave Portland, OR 97239 Phone: 503 - 222 -4453 Fax: 503 - 248 -9263 Wood Beam Design UL E Description : CHECK 7x29 1/4 GLB (B) Material Properties Analysis Method : Allowable Stress Design Load Combination 2006 IBC & ASCE 7 -05 Fb - Compr Fb - Tension Fc - Prll Fc - Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral- torsion buckling Wood Species Wood Grade D(4.75) L(6.83) 0(0.2) L(0.35 D F/D F 24F - V4 Applied Loads Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.20, L = 0.350 k /ft, Tributary Width = 1.0 ft Point Load: D = 4.750, L = 6.830 k 0.0 ft Load for Span Number 2 Uniform Load : D = 0.20, L = 0.350 k/ft, Tributary Width = 1.0 ft Load for Span Number 3 Uniform Load : D = 0.20, L = 0.350 k /ft, Tributary Width = 1.0 ft Point Load : D = 2.960, L = 4,550 k 10.0 ft DESIG!af_SUMMARY Maximum Bending Stress Ratio = Section used for this span fb : Actual = FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs = Maximum Deflection Max Downward Live Load Deflection = Max Upward Live Load Deflection = Live Load Deflection Ratio = Max Downward Total Deflection Max Upward Total Deflection Total Deflection Ratio Overall Maximum Deflections - Unfactored Loads 0.752 1 7.0 X 29.250 1,543.04 psi 2,053.21 psi +D +L +H 9.000 ft Span # 1 0.278 in -0.006 in 1144 0.499 in -0.007 in 706 Load Combination Span Max. " " Defl Location in Span D +Lr +L 1 0.3054 0.000 D +Lr +L 2 0.4992 25.128 D +Lr +L 3 0.1860 10.000 Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Span Max. Downward Defl Location in Span D Only D Only D Only 1 2 3 0.1167 0.2217 0.0579 Title : Dsgnr: Project Desc.: Project Notes : 2,400.0 psi 1,850.0 psi 1,650.0 psi 650.0 psi 265.0 psi 1,100.0 psi Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.000 25.128 10.000 Load Combination D +Lr +L D Only Job # Printed: d: 4 NOV 2008, 12:521'M File. G:Wcad200812064671CALCS1208467 calcs.ec6 ENERCALC, INC.1963 -2008, Vac 6.0.19 Calculations per IBC 2006, CBC 2007, 2005 NDS Max. Upward Defl 0.0000 - 0.0019 - 0.0015 E : Modulus of Elasticity Ebend - xx 1,800.0 ksi Eminbend - xx 930.0 ksi Ebend - yy 1,600.0 ksi Eminbend - yy 830.0 ksi Density 32.210 pcf Service loads entered. Load Factors will be applied for calculations. Design OK 0.407: 1 7.0 X 29.250 124.12 psi = 304.75 psi +D +L+H = 9.000 ft Span #1 Max. " +" Defl Location in Span 0.0000 - 0.0074 - 0.0014 Location in Span 0.000 0.966 1.074 C, 3 0.000 1.289 0.805 VLMK Consulting Engineers 3933 SW Kelly Ave Portland, OR 97239 Phone: 503 - 222 -4453 Fax: 503 - 248 -9263 Wood Beam Design Description : CHECK 7x29 1/4 GLB (B) Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Span Max, Downward Defl Location in Span L Only L Only L Only Lr +L Only Lr+L Only Lr +L Only D +Lr +L D +Lr +L D +Lr +L Maximum Vertical Reactions - Unfactored Load Combination Support 1 Support 2 Support 3 Support 4 Overall MAXimum D Only L Only Lr +L Only D +Lr +L 1 0.1887 2 0.2776 3 0.1281 1 0,1887 2 0.2776 3 0.1281 1 0.3054 2 0.4992 3 0.1860 31.730 13.087 18.643 18.643 31.730 27.278 11.092 16.187 16,187 27.278 Title : Dsgnr: Project Desc.: Project Notes : 0.000 24.805 10.000 0.000 24.805 10,000 0.000 25.128 10.000 Support notation : Far let t is t1 Max, Upward Defl Location in Span File: GAAcad200812084671CALCS1208487 calcs.ec6 ENERCALC, INC.1983 -2008, Ver: 8.0.19 0.0000 0.000 - 0.0059 1.611 0.0000 0.000 0.0000 0.000 - 0.0059 1.611 0.0000 0.000 0.0000 0.000 - 0.0074 1.289 - 0.0006 0.403 Job # Printed, 4 NOV 2008, 12 52PM 3933 SW Kelly Avenue • Portland • Oregon 97239 -4393 503.222.4453 503.248.9263 0 O Ci -I ELK 7 X 7 V L-b�P3 wpm= o?tbPc.F LA LL5 &EEC_ — 6 �ESc.�I�TS RESu1,TS vJ� = 350 PL-F ExX5'1-lAJ t M s flpEc trni -e C -1E-C 7xac1' /'i GL3 LoATS w = aOoPc.� W = 35oPL.F ?c_ = LLSSK C���s L3 E�L - 72 BEE - -�� 5 c_ — 6,2 5-X - 51 - N v $L-y4M KI>C u p Job - GIST 1BF ieA6E"R ..r2ooF Client ICON s 206r -CN6 Job No. a)' 467 By v'vr Date 11 g Sheet No C- S VLMK Consulting Engineers 3933 SW Kelly Ave Portland, OR 97239 Phone: 503 - 222 -4453 Fax: 503 - 248 -9263 Wood Beam Design NG1 E Description : CHECK 7x17 5/8 GLB (C) Material Properties Analysis Method : Allowable Stress Design Load Combination 2006 IBC & ASCE 7 -05 Wood Species : DF /DF Fe - Perp Wood Grade : 24F - V4 Fv Ft Beam Bracing : Beam is Fully Braced against lateral- torsion buckling Applied Loads Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.20, L = 0.350 k /ft, Tributary Width = 1.0 ft DESION.SUMMARY Maximum Bending Stress Ratio = Section used for this span fb : Actual = FB : Allowable = Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Live Load Deflection = Max Upward Live Load Deflection = Live Load Deflection Ratio = Max Downward Total Deflection Max Upward Total Deflection Total Deflection Ratio Overall Maximum Deflections - Unfa 'Loads Load Combination Span Max. " -" DefI D Only L Only Lr +L Only D +Lr +L Overall MAXimum D Only L Only Lr+L Only D +Lr +L Desi ' n OK 7.509 2.959 4.550 4.550 7.509 Maximum Vertical Reactions'• Unfactored Load Combination Support 1 Support 2 0.641: 1 7.0 X 17.6250 1,615.99psi 2,519.99psi +D +L +H 12.913ft Span # 1 7.509 2.959 4.550 4.550 7.509 0.633 in 0.000 in 493 1.044 in 0.000 in 298 0.4115 0.6327 0.6327 1.0442 Location in Span D + Lr + L 1 1,0442 13.087 Maximum Deflections for Load Combinations - Unfactored Loads', Load Combination Span Max. Downward DefI Location in Span 13.087 13.087 13.087 13.087 :Support not Title : Dsgnr: Project Desc.: Project Notes : Fb - Compr Fb - Tension Fc - PrII Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs Load Combination ion : For i=.ft i #1 2,400.0 psi 1,850.0 psi 1,650.0 psi 650.0 psi 265.0 psi 1,100.0 psi Job # Printed: 4 NOV 2006 12:490N File: G:1Acad200812084671CALCS \208467 calcs.ec6 ENERCALC, INC.1983 -2008, Ver.6.019. Calculations per iBC 2006, CSC 2007, 2005 NOS E : Modulus of Elasticity Ebend - xx 1,800.0 ksi Eminbend - xx Ebend - yy Eminbend yy Density 930.0 ksi 1,600.0 ksi 830.0 ksi 32.210 pcf Service loads entered. Load Factors wit be applied for calculations. Max. Upward DefI 0.0000 0.0000 0.0000 0.0000 0.267: 1 7.0 X 17.6250 81.49 psi 304.75 psi +D +L+H 24.604 ft Span # 1 Max. " +" DefI Location in Span 0.0000 Location in Span 0.000 0.000 0.000 0.000 0.000 VLMK Consulting Engineers 3933 SW Kelly Ave Portland, OR 97239 Phone: 503 - 222 -4453 Fax: 503 - 248 -9263 Wood Beam Design Description : CHECK 7x29 1/4 GLB (D) Material Properties Analysis Method : Allowable Stress Design Load Combination 2006 IBC & ASCE 7 -05 Fb - Compr Fb - Tension Fc - Pr!' Fc - Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral- torsion buckling Wood Species Wood Grade DF /DF 24F - V4 D Only L Only Lr +L Only D +Lr +L Overall MAXimum Applied Loads Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.20, L = 0.350 k /ft, Tributary Width = 1.0 ft Point Load : D = 2.960, L = 4.550 k A 0.0 ft Load for Span Number 2 Uniform Load : D = 0.20, L = 0.350 k /ft, Tributary Width = 1.0 ft DE.SJf N .SU.MMARY Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Live Load Deflection = Max Upward Live Load Deflection = Live Load Deflection Ratio = Max Downward Total Deflection Max Upward Total Deflection Total Deflection Ratio 2 2 2 2 Load Combination Span Overall Maximum Deflections- Unfactored Loads Maximum Vertical Reactions- Unfactored Load Combination Support 1 Support 2 0.802 1 7.0 X 29.250 1,599.16psi 1 , 994.98 psi +D+L+H 12 000f Span # 1 1.477 in -0.119 in 390 Max. " " Defl Location in Span Load Combination 1 0.0000 0.000 D + Lr + L D +Lr +L 2 1.4769 26.738 Maximum Deflections for Load Combinations • Unfactored Loads Load Combination Span Max. Downward Defl Location in Span 0.6246 0.8523 0.8523 1.4769 0.852 in -0.057 in 675 Support 3 31.730 11.528 26.416 26.738 26.738 26.738 Support notation Title : Dsgnr: Project Desc.: Project Notes : Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs Far IE;lt is #1 Job # Printed: 4 NOV 2000, 1:O8PM File: G: Acad200812084671CALC31208467 calcs ec6 ENERCALC, INC. 1983.2008, Ver. 6.0.19 ...: Calculations per IBC 2006, CBC 2007, 2005 NOS 2,400.0 psi E 1,850.0 psi 1,650.0 psi 650.0 psi 265.0 psi 1,100.0 psi Modulus of Elasticity Ebend- xx 1,800.0 ksi Eminbend - xx 930.0 ksi Ebend- yy 1,600.0 ksi Eminbend - yy 830.0 ksi Density 32.210 pcf Service loads entered. Load Factors wit be applied for calculations. C - -- 7 Max. Upward Defl 0.0000 0.0000 0.0000 0.0000 0.378: 1 7.0 X 29.250 = 115.21 psi = 304.75 psi +D +L +H 12.000 ft Span # 1 Max. " +" Defl Location in Span - 0.1194 0.0000 4.752 Location in Span 0.000 0.000 0.000 0.000 4.752 VLMK Consulting Engineers 3933 SW Kelly Ave Portland, OR 97239 Phone: 503 - 222 -4453 Fax: 503 - 248 -9263 Wood Beam Design Description : CHECK 7x29 1/4 GLB (D) Maximum Vertical Reactions - Unfactored Load Combination Support 1 Support 2 Support 3 D Only L Only Lr +L Only D +Lr +L 12.917 18.813 18.813 31.730 4.790 6.738 6.738 11.528 Title : Dsgnr: Project Desc.: Project Notes : u g tart Mutation : Far Ir ft, is 81 Job # Printed: 4 NOV 2008, 1:08PM File: G:IAcad200B12084671CALCS1208467 calcs.ec8 CNERCALC, INC.'1983 200B, Ver: 6.0.19 NSULTI 3933 SW Kelly Avenue • Portland • Oregon 97239 -4393 503.222.4453 503.248.9263 L ?e- - I J. 1, H 99 W O C-EIE x 7)e GLAs 0 InJ = 35oPt. -F LC-S [see-c_-,63 P- rsLALTS L-o A'D 5 Eicr--ST" 6 !SEAM , R \t=c ..uP1/4 O 3a' /a 6L8 (, DAPS W = aooP C-F 350PL-F l p Co, 15K. L.A., = S,sBv. PcpL.= I 91 �vw= 3. DtcrC Cwt- u5 5 c_- F.S S1 O 3a GAAMTS Job 7t 116- / ^ i3eue --R.A6 , r�'�� "s{.1I 1�/ -� Client �, QQ r.(t ij:M ' rr�� tJ/J-` Job No r7'0 B Date 11/O3 Sheet No. VLMK Consulting Engineers 3933 SW Kelly Ave Portland, OR 97239 Phone: 503 - 222 -4453 Fax: 503- 248 -9263 Wood Beam Design Description : CHECK 7x32 1/2 GLB (E) Material Properties Analysis Method : Allowable Stress Design Load Combination 2006 IBC & ASCE 7 -05 Wood Species : DF /DF Fc - Perp Wood Grade : 24F - V4 Fv Ft Beam Bracing : Beam is Fully Braced against lateral- torsion buckling Applied Loads Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.20, L = 0.350 klft, Tributary Width =1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs D Only L Only Lr +L Only D +Lr +L Maximum Vertical Reactions • Unfactored Title : SHASTA BEVERAGE REROOF Dsgnr: JNF Project Desc.: THE KINGS ROOFING Project Notes : Fb - Compr Fb - Tension Fc - Prll Service loads entered. Load Factors will be applied for calculations. 0.789: 1 7.0 X 32.50 1,756.08 psi = 2,224.85psi +D +L +H = 24.336ft Span #1 Maximum Deflection Max Downward Live Load Deflection = 1.273 in Max Upward Live Load Deflection = 0.000 in Live Load Deflection Ratio = 461 Max Downward Total Deflection = 2.186 in Max Upward Total Deflection = 0.000 in Total Deflection Ratio = 269 Overall Maximum Deflections - Unfactored Loads Combination Span Max. "" Defl Location in Span D +Lr +L 1 2.1857 24.664 Max Deflect for Load Comb - Unfactored Loads Load Combination Span Max. Downward Defl Location in Span 0.9126 1.2731 1.2731 2.1857 Load Combination Support 1 Support 2 Overall MAXimum 14.722 14.722 D Only 6.147 6.147 L Only 8.575 8.575 Lr+L Only 8.575 8.575 D + Lr + L 14.722 14.722 Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs Load Combination 24.664 24.664 24.664 24.664 Support notation : Fr r i ft is 1 0.0000 0.0000 0.0000 0.0000 Max. Upward Defl Location in Span 0.000 0.000 0.000 0.000 Job # 208467 Printed: 4 NOV 2006, 1:51 PM File: G:ti#cad200812064671CALCS\206467 calcs.ec6 ENERCALC, INC.1983.2008, Ver. 6.0.19 .' Calculations per IBC 2006, CBC 2007, 2005 NDa 2,400.0 psi E : Modulus of Elasticity 1,850.0 psi Ebend - xx 1,800.0 ksi 1,650.0 psi Eminbend - xx 930.0 ksi 650.0 psi Ebend - yy 1,600.0 ksi 265.0 psi Eminbend - yy 830.0 ksi 1,100.0 psi Density 32.210 pcf Desi•:n OK 0.284: 1 7.0 X 32.50 86.64 psi 304.75 psi +D +L+H 0.000 ft Span # 1 Max. " +" Defl Location in Span 0.0000 0.000 VLMK Consulting Engineers 3933 SW Kelly Ave Portland, OR 97239 Phone: 503 - 222 -4453 Fax: 503 - 248 -9263 Wood Beam Design Description ; CHECK 7x32 1/2 GLB (F) Material Properties Analysis Method : Allowable Stress Design Load Combination 2006 IBC & ASCE 7 -05 Fb - Compr 2,400.0 psi Fb - Tension 1,850.0 psi Fc - PrII 1,650.0 psi Fc - Perp 650.0 psi Fv 265.0 psi Ft 1,100.0 psi Beam Bracing : Beam is Fully Braced against lateral- torsion buckling Wood Species Wood Grade D(6.15) L(8.58) DF /DF 24F - V4 Applied Loads Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.20, L = 0.350 k/ft, Tributary Width = 1.0 ft Point Load: D = 6.150, L = 8.580 k 0.0 ft Load for Span Number 2 Uniform Load : D = 0.20, L = 0.350 k /ft, Tributary Width = 1.0 ft Load for Span Number 3 Uniform Load : D = 0.20, L = 0.350 k /ft, Tributary Width = 1.0 ft Point Load: D = 1.970, L = 3.060 k 2.0 ft _DESI.GAI S.IsJMMARY Maximum Bending Stress Ratio = Section used for this span fb : Actual = FB : Allowable = Load Combination Location of maximum on span = Span # where maximum occurs Maximum Deflection Max Downward Live Load Deflection = Max Upward Live Load Deflection = Live Load Deflection Ratio = Max Downward Total Deflection Max Upward Total Deflection Total Deflection Ratio D +Lr +L D +Lr +L Overall Maximum Deflections - Unfactored Loads 0.914 1 7.0 X 32.50 1,828.68psi 2,000.61 psi +D +L +H 10.500ft Span # 1 0.592 in -0.085 in 566 1.021 in -0.146 in 328 Load Combination Span Max. "-" Defl Location in Span 1 0.3012 0.000 2 1.0205 29.436 3 0.0000 29.436 Maximum Deflections for. Load Combinations • Unfactored Loads Combination Span Max. Downward Defl Location in Span D Only D Only L Only 1 2 1 0.1246 0.4282 0.1766 0.000 29,436 0.000 Title : SHASTA BEVERAGE REROOF Job # 208467 Dsgnr: JNF Project Desc.: THE KINGS ROOFING Project Notes : Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs Load Combination D +Lr +L D +Lr +L Max. Upward Defl - 0.0001 0.0000 - 0.0000 File G:U - 0.0001 0.0000 - 0.1463 Location in Span 10.359 0.000 10.359 Printed: 4 NOV 2000. 2:03PM ad200812084671CALC51208467 calcs.ec6 ENERCALC, INC. 1983.2008, Ver: 8.0.19 Calculations per IBC 2006, CBC 2007, 2005 NOS E : Modulus of Elasticity Ebend- xx 1,800.0 ksi Eminbend - xx 930.0 ksi Ebend- yy 1,600.0 ksi Eminbend - yy 830.0 ksi Density 32.210 pcf 0(1.97) L(3.06) 0(0 2 1. 0 35) Service loads entered. Load Factors will be applied for calculations. 0.455 : 1 7.0 X 32.50 138.72 psi 304.75 psi +D +L +H 10.500 ft Span # 1 Max. " +" Defl Location in Span 10.359 10.359 2.000 VLMK Consulting Engineers 3933 SW Kelly Ave Portland, OR 97239 Phone: 503 - 222 -4453 Fax: 503-248-9263 J L1 � EF Wood Beam Design Description : CHECK 7x32 1/2 GLB (F) Maximum Deflections for Load Combinations - Unfactored Load Combination Span Max, Downward Defl L Only Lr +L Only Lr+L Only D +Lr +L D +Lr +L Overall MAXimum D Only L Only Lr +L Only D +Lr +L 2 1 2 1 2 0.5923 0.1766 0.5923 0.3012 1.0205 Maximum Vertical Reactions - Unfactored Load Combination Support 1 Support 2 39.823 16.632 23.191 23.191 39.823 18.093 7.419 10.674 10.674 18.093 Loads Location in Span Support 3 Support 4 Title : SHASTA BEVERAGE REROOF Dsgnr: JNF Project Desc.: THE KINGS ROOFING Project Notes : 29.436 0.000 29.436 0.000 29.436 Support notation Far left is #1 Max, Upward Defl Location in Span 0.0000 - 0.0000 0.0000 - 0.0001 0.0000 0.000 10.359 0.000 10,359 0.000 Job# 208467 _ Printed: 4 NOV 2008. 2:03PM File G 1Acad2008120$4671CALCS1208467 talcs ec6 ENERCALC,'INC.1983 -2008, Ver. 8.0.19 i✓ 3933 SW Kelly Avenue • Portland • Oregon 97239 -4393 503.222.4453 503.248.9263 0 C HEC-1 7y io Vti t.,6 Lo AP5 wPL- = c7O&F U/ 350 CALL....5 3eE C_- IH� R - �X�ST�N $£ AM.S 41,15.Caw AT O C_ H EL►. 7 x a9 1/41 L6 t_ o VtD S wvL _ P GF In/�= 35oP I,1 5e P G A = 3 , O bL 5Se GA (...L5 GEE E)(=ST= 6 8 '- s {a &uxr Job ✓ 7l A Cat' Vae-Ao i !fit -atif K2Nvs Kooic;Dv& Client Job No. Po S L1 f0 / By -Mir Date I I / Sheet No ` ^ 1 3 VLMK Consulting Engineers 3933 SW Kelly Ave Portland, OR 97239 Phone: 503 - 222 -4453 Fax: 503 - 248 -9263 Wood Beam Design Description : CHECK 7x16 1/4 GLB (G) Material Properties Analysis Method : Allowable Stress Design Load Combination 2006 IBC & ASCE 7 -05 Wood Species : DF /DF Fc - Perp Wood Grade : 24F - V4 Fv Ft Beam Bracing : Beam is Fully Braced against lateral- torsion buckling Applied Loads Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.20, L = 0350 k/ft, Tributary Width = 1,0 ft D.ESIGN.SUMMAR.Y Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Live Load Deflection = Max Upward Live Load Deflection = Live Load Deflection Ratio = Max Downward Total Deflection Max Upward Total Deflection Total Deflection Ratio 0.325 1 7.0 X 16.250 858.02 psi = 2,643.14psi +D +L +H 8.809ft Span # 1 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. " -" Defl Location in Span D + Lr + L 1 0.2724 8.809 Maximum Deflections for. Load Cambinations .- Unfactored :Loads. ''. Load Combination Span Max. Downward Defl Location in Span D Only L Only Lr +L Only D +Lr +L Overall MAXimum D Only L Only Lr +L Only D +Lr +L 5.035 1.973 3.063 3.063 5.035 0.1067 0.1657 0.1657 0.2724 Maximum Vertical Reactions - Unfactored Load Combination Support 1 Support 2 5.035 1.973 3.063 3.063 5.035 0.166 in 0.000 in 1267 0.272 in 0.000 in 770 D(0.21 L(0.35) 70X16.250 8.809 8.809 8.809 8.809 Title : SHASTA BEVERAGE REROOF Dsgnr: JNF Project Desc.: THE KINGS ROOFING Project Notes : Calculations per IBC 2006, CBC 2007, 2005 NDS Fb - Compr 2,400.0 psi E : Modulus of Elasticity Fb - Tension 1,850.0 psi Ebend - xx 1,800.0 ksi Fc - Prll 1,650.0 psi Eminbend - xx 930.0 ksi 650.0 psi Ebend - yy 1,600.0 ksi 265.0 psi Eminbend - yy 830.0 ksi 1,100.0 psi Density 32.210 pcf Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs Load Combination Support notation : Far left is #1 File: G;1Acad200812084671CALC51208467 calcs.ec6 ENERCALC, INC 1983 -2006, Ver. 6.0,19 Max. Upward Defl 0.0000 0.0000 0.0000 0.0000 = 0.186: 1 7.0 X 16.250 56.59 psi = 304.75 psi +D +L +H = 16.208 ft = Span # 1 Max. " +" Defl Location in Span 0.0000 Location in Span 0.000 0.000 0.000 0.000 Job # 208467 L_ Printe4 ; 4 NOV 2008, 2:01014 0.000 VLMK Consulting Engineers 3933 SW Kelly Ave Portland, OR 97239 Phone: 503 - 222 -4453 Fax: 503 - 248 -9263 Wood Beam Design Description : CHECK 7x29 1/4 GLB (H) Material Properties Analysis Method : Allowable Stress Design Load Combination 2006 IBC & ASCE 7 -05 Fb - Compr Fb - Tension Fc - Prll Fc - Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral- torsion buckling Wood Species Wood Grade DF /DF ;24F -V4 14.00 Applied Loads Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.20, L = 0.350 k /ft, Tributary Width = 1.0 ft Point Load: D = 1.970, L = 3.060k00.0ft Load for Span Number 2 Uniform Load : D = 0.20, L = 0.350 k /ft, Tributary Width = 1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Live Load Deflection = Max Upward Live Load Deflection = Live Load Deflection Ratio = Max Downward Total Deflection Max Upward Total Deflection Total Deflection Ratio = 0.785 1 7.0 X 29.250 1,548.55 psi 1, 964.46 psi +D +L +H = 14.000ft = Span # 1 Overall Maximum Deflections - Unfactored Loads 0.877 in -0.077 in 656 1.516 in -0.156 in 380 Load Combination Span Max. "" Defl Location in Span 1 0.0000 0.000 D + Lr + L D +Lr +L 2 1.5157 26.416 Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Span Max. Downward Defl Location in Span D Only L Only Lr+L Only D +Lr +L 2 2 2 2 Maximum Vertical Reactions - Unfactored Load Combination Support 1 Support 2 Overall MAXimum 30 .354 0.6390 0.8768 0.8768 1.5157 Support 3 11.616 26.416 26.738 26.738 26.416 Title : SHASTA BEVERAGE REROOF Dsgnr: JNF Project Desc.: THE KINGS ROOFING Project Notes : 48.0 tt Calculat 2,400.0 psi 1,850.0 psi 1,650.0 psi 650.0 psi 265.0 psi 1,100.0 psi Job # 208467 —1 5- Printed: 4 NOV 2008, 2: 18PM Ale: GOAcad20081208467 \CALCS \208467 calcs.ec6 ENERCALC, INC:1983.2008 Ver. 6.0.19 per IBC 2006, CBC 2007, 2005 NDS E: Modulus of Elasticity Ebend- xx 1,800.0 ksi Eminbend - xx 930.0 ksi Ebend- yy 1,600.0 ksi Eminbend - yy 830.0 ksi Density 32.210pcf Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs Load Combination Support notation : Far Iet1 is 1 Max. Upward Defl 0.0000 0.0000 0.0000 0.0000 0.376: 1 7.0 X 29.250 = 114.57 psi 304.75 psi +D +L +H 14. 000 ft = Span # 1 Max. " +" Defl Location in Span - 0.1561 5.262 0.0000 5.262 Location in Span 0.000 0.000 0.000 0.000 VLMK Consulting Engineers 3933 SW Kelly Ave Portland, OR 97239 Phone: 503 - 222 -4453 Fax: 503 - 248 -9263 Wood Beam Design Description : CHECK 7x29 1/4 GLB (H) Maximum Vertical Reactions - Unfactored Sup notation ; Fa let' Is #1 Load Combination Support 1 Support 2 Support 3 D Only L Only Lr+L Only D +Lr +L 12.387 4.823 17.967 6.793 17.967 6.793 30.354 11.616 Title : SHASTA BEVERAGE REROOF Dsgnr: JNF Project Desc.: THE KINGS ROOFING Project Notes : Job # 208467 L _ b Printed: 4 NOV 2008, 2: 8PM File: G:IAcad200812084671CALCS1208467 calcsac6 ENERCALC, INC, 1983-2008, Ver: 6.019 UL 3933 SW Kelly Avenue • Portland • Oregon 97239 -4393 503.222.4453 503.248.9263 II G+-I c 4 x I q t (ALLsr. s eAT 8' - o" o , c... L A'D5 Wp = I O OSF (8 = S o Pt.F r7,SP5F(B`)= 1N0PCF cA L-c-5 5eEc_ —t 6Tj g-CSu E X151 G PURL Js PP— E . N17F —aUATE CH E x s U S -Pug-LT-K6 Arr'e t --o V c., LoA vJp = 8 s5 (? = 11 PL-F 1'7 ,SP5F ( ?') = 35?(..F CALLS CS EE L — f9 J E T Sr ) 5013— PvaCLTNSp, -R-E qT.E2v�� - E Job 51-i s AVEU cse IE2oo• KrN(v5 2ooFiN Client Job No. cC/OR40 / By , T7JF Date I\ /o V Sheet No ( I / L4 VLMK Consulting Engineers 3933 SW Kelly Ave Portland, OR 97239 Phone: 503 - 222 -4453 Fax: 503 - 248 -9263 Wood Beam Design Description Material Properties Wood Species Wood Grade CHECK 4x14 PURLINS AT 8' -0" 0.C. Analysis Method ; Allowable Stress Design Load Combination 2006 IBC & ASCE 7 -05 Fb - Compr Fb - Tension Fc - Prll Fc - Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral- torsion buckling Douglas Fir - Larch Select structural Applied Loads Load for Span Number 1 Uniform Load : D = 0.080, L = 0.140 k /ft, Tributary Width = 1.0 ft D ESIGN, SUMMAR Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Live Load Deflection = Max Upward Live Load Deflection = Live Load Deflection Ratio = Max Downward Total Deflection = Max Upward Total Deflection = Total Deflection Ratio = D Only L Only Lr +L Only D +Lr +L Maximum Vertical Reactions - Unfactored Load Combination Support 1 Support 2 Overall MAXimum D Only L Only Lr+L Only D +Lr +L 2.200 0.800 1.400 1.400 2.200 2.200 0.800 1.400 1.400 2.200 0.640 1 4x14 1,288.86 psi 2,012.50 psi +D +L +H 10.067ft Span # 1 0.395 in 0.000 in 607 0.621 in 0.000 in 386 0.2258 0.3952 0.3952 0.6210 0(0.08) L(0.14) 4x14 20.0 ft Overall Maximum Deflections- Unfactored Loads Load Combination Span Max. " -" Defl Location in Span Load Combination D +Lr +L 1 0.6210 10.067 Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Span Max. Downward Defl Location in Span 10.067 10.067 10.067 10.067 Title : SHASTA BEVERAGE REROOF Dsgnr: JNF Project Desc.: THE KINGS ROOFING Project Notes : Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs Support n Far left is #1 625 psi 180 psi 1000 psi Calculations per IBC 2006, CBC 2007, 2005 NDS 1,750.0 psi E : Modulus of Elasticity 1,750.0 psi Ebend- xx 1900 ksi 1700 psi Eminbend xx 690ksi 0.0000 0.0000 0.0000 0.0000 File: G:1Acad20081208467ICALCS\208467 calcs.ec6 ENERCALC, INC, 1983-2008, Ver: 6.0,19 41(11111K cONSO Density Job # 208467 , Printed: 4 NOV 2008, 3:18PM 32.21 pcf Service loads entered. Load Factors will be applied for calculations. Max. Upward Defl Location in Span Max. " +" Defl Location in Span 0.0000 0.000 0.000 0.000 0.000 0.307: 1 4x14 63.52 psi 207.00 psi +D+L +H 18,926 ft Span # 1 0.000 VLMK Consulting Engineers 3933 SW Kelly Ave Portland, OR 97239 Phone: 503 - 222 -4453 Fax: 503 - 248 -9263 Wood Beam Design 2 Description : CHECK 2x4 SUB - PURLINS AT 2' -0" O.C. Material Properties Analysis Method : Allowable Stress Design Load Combination 2006 IBC & ASCE 7 -05 Fb - Compr Fb - Tension Fc - Prll Fc - Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral- torsion buckling Wood Species Wood Grade Applied Loads Load for Span Number 1 Uniform Load : D = 0.0170, L = 0.0350 DESIGN S(IMM4L Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Live Load Deflection = Max Upward Live Load Deflection = Live Load Deflection Ratio = Max Downward Total Deflection Max Upward Total Deflection Total Deflection Ratio Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. "" Defl Location in Span Load Combination D + Lr + L 1 0.4757 4.027 Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Span Max. Downward Defl Location in Span D Only 1 L Only 1 Lr +L Only 1 D +Lr +L 1 Maximum Vertical. Reactions - Unfactored Load Combination Overall MAXimum D Only L Only Lr +L Only D +Lr +L Douglas Fir - Larch Select structural 0.208 0.068 0.140 0.140 0.208 k /ft, Tributary Width = 1.0 ft 0.540: 1 2x4 1,629.97 psi 3,018.75 psi +D +L +H 3.973ft Span # 1 0.1555 0.3202 0.3202 0.4757 Support1 Support2 0.208 0.068 0.140 0.140 0.208 0.320 in 0.000 in 299 0.476 in 0.000 in 201 D(0.017 L(0.035) 8.0 ft 4.027 4.027 4.027 4,027 Title : SHASTA BEVERAGE REROOF Dsgnr: JNF Project Desc.: THE KINGS ROOFING Project Notes : Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs Support notation ; For left l5 1 Job # 208467 Pnnte0: 4 NOV 2006, 3:2OPM (c File: G: cad200812094671CALCS1208467calcs .ec8 ENERCALC, INC. 1983-2006, Ver: 6.0.19 . ,EGINEE Calculations per IBC 2006, CBC 2007, 2005 NDS E : Modulus of Elasticity Ebend - xx 1,900.0 ksi Eminbend - xx 690.0 ksi 1,750.0 psi 1,750.0 psi 1,700.0 psi 625.0 psi 1 80.0 psi 1,000.0 psi Density 32.210 pcf Service loads entered. Load Factors will be applied for calculations. Max. Upward Defl 0.0000 0.0000 0.0000 0.0000 Desi•n OK Max. " +" Defl Location in Span 0.0000 Location in Span 0.000 0.000 0.000 0.000 0.268 : 1 2x4 55.44 psi 207.00 psi +D +L +H 0.000 ft Span # 1 0.000 VLMK C O N S U L T I N G E N G I N E E R S 3933 SW Kelly Avenue • Portland • Oregon 97239 -4314 Drifted Snow Design Based on the 2006 International Building Code Section 1608 and ASCE 7 -05 Chapter 7 lu %i , BALANCED SNOW projection type, L, drifts on lower roofs P }2 � (Ib /ft ground snow load (Figure 7 -1 and Table 7 -1) I= 1.001 importance factor (Table 7 -4) C 11 :00 ` thermal factor (Table 7 -3) C ;, exposure factor (Table 7 -2) pf= 17.5 (Ib /ft Pf(design) 25 (Ib /ft2) y = 17.3 (Ib /ft hb= 1.45 (ft) l„= (Input below) h (Input below) hd= (calculated below) Pmax= (calculated below) projection l„ hr hd Pmax W Pd Location type (ft) (ft) (ft) (lb/ft (ft) (Ib /ft North Wall 4. _ ' j 1" 321 ,15.00 j 5.7 122.7 22.6 97.7 SURCHARGE LOAD DUE TO DRIFTING F E 503.222.4453 503.248.9263 vImk @vlmk.corn www.vlmk.com snow load on flat roofs (roof slope <_ 5 °) minimum snow roof load density of drifted snow height of balanced snow load length of roof upwind of the drift total height of roof projection height of snow drift max drift load + roof snow load, g(h +h Job SHASTA BEVERAGE REF Job No. 208467 Date 11/08 Sheet No. C -20 SURCHARGE LOAD DUE TO DRIFTING BALANCED SNOW /IiIl 11111 Il I� -- LOAD 1 !!!!!!!!!!!!! projection type, P, drifts on roof projections (e.g. parapets and mechanical units) 3933 SW Kelly Avenue 503.222.4453 LoAD5 x EXZS1- 4-1\1(. i cHEO oPa(J4L oFF2� VP-Lai \J5 Cw o2- Sr CA5E) Wvt-= l\ P5F C a-"/ ad-PL-F Inl 11.5SF6)- 4u /►a„ f)_ 35PLF (ASo • L- P,e51)1_13 • Portland • Oregon 97239 -4393 503.248.9263 0 E)ci - n) b U1 fskR-e f-1 Du 5E / / f" / / / / / / E) � P v4- 1. =t..lS .E flbeao F� Job 5HA$•� I�GI Client K -1\-)(35 ( /} 2f J M Job No a B �l in By SNP Date 1 . /0 S Sheet No `_ gi O (,■Rl... OF FL[..E Wv,, -W ,., +Wv 0'7. 7 it?. )p,(0-1) + (11.1 49 .c.)(aa,c, -3)> /a 6?4` -/) = 1 78 P(.F EEC -0] VLMK Consulting Engineers 3933 SW Kelly Ave Portland, OR 97239 Phone: 503 - 222 -4453 Fax: 503 - 248 -9263 Wood Beam Design Description : CHECK ORIGINAL OFFICE PURLINS (WORST CASE) Material Properties Analysis Method : Allowable Stress Design Load Combination 2006 IBC & ASCE 7 -05 Fb - Compr Fb - Tension Fc - Prll Fc - Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral- torsion buckling Wood Species Wood Grade Douglas Fir - Larch Select structural Applied Loads Load for Span Number 1 Uniform Load : D = 0.0220, L = 0.0350 k /ft, Tributary Width = 1.0 ft Uniform Load : L = 0.1780 k /ft, Tributary Width = 1.0 ft r)ESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span fb : Actual = FB : Allowable = Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward Live Load Deflection = Max Upward Live Load Deflection = Live Load Deflection Ratio = Max Downward Total Deflection Max Upward Total Deflection Total Deflection Ratio Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. "" Defl D +Lr +L 1 0.6517 7.173 Maximum Deflections for Load Combinations.- Unfactored Loads Load Combination Span Max. Downward Defl Location in Span D Only L Only Lr+L Only D +Lr +L Maximum Vertical Reactions - Unfactored Load Combination Support 1 Support 2 Overall MAXimum 1.674 D Only 0.157 L Only 1.518 Lr+L Only 1.518 D +Lr +L 1.674 1.674 0.157 1.518 1.518 1.674 0.977. 1 2x12 2,262.16 psi 2,314.38psi +D +L +H 7.077 ft Span # 1 0.591 in 0.000 in 289 0.652 in 0.000 in 262 0.0610 0.5907 0.5907 0.6517 Location in Span CHO.a2A)18O35) 2 12 14.250 ft Title : SHASTA BEVERAGE REROOF Dsgnr: JNF Project Desc.: THE KINGS ROOFING Project Notes : Calcu 1,750.0 psi 1,750.0 psi 1,700.0 psi 625.0 psi 180.0 psi 1,000.0 psi Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 7.173 7.173 7.173 7.173 Load Combination Support "rotation : Far left io #1 Max. Upward Defl 0.0000 0.0000 0.0000 0.0000 Job # 208467 Fasted: 4 NOV 2008, 5: OPv File: GdAcad200812084671CALCS1208467 calcs.ec6 ENERCALC, INC 1983-2008 yen 6.019 ions per IBC 2006, CSC 2007, 2005 NDS E : Modulus of Elasticity Ebend- xx 1,900.0 ksi Eminbend - xx 690.0 ksi Density 0.0000 Location in Span 0.000 0.000 0.000 0.000 32.210 pcf Service loads entered. Load Factors will be applied for calculations. 0.632 : 1 2x12 130.85 psi 207,00 psi +D +L +H 13.389 ft Span # 1 Max. " +" Defl Location in Span 0.000 VLMK C O N S U L T I N G E N G I N E E R S 3933 SW Kelly Avenue • Portland • Oregon 97239 -4393 R�vLTs 503.222.4453 503.248.9263 0 C H K C) ADP.L u ( --tn/5 (5+-1 o &y) Lo 5 Wvt.= I P5f 0I4 ∎it,) = 15PLF WSD= 61 -. " / = ( 3oet SEE CP-do� LIB fk-F EE ao3 5'r G 'URL1 -'5 ARe Q ✓Arrei (-.H EC -► F r- ACID o,,) e u r_c r_nJS (»-J6) Cotes w 15fc. 3PLY W517 C_ AL-c 5 C Ee 5 n.)c., 42u .tikre Date Wn�.+ W Job ./r� 5 A 5gV y't ILEem Client i<sn165 gOO! . J(., Job No 1','DS q6 By F nt.1 - w,� Sheet No ,;.3 VLMK Consulting Engineers 3933 SW Kelly Ave Portland, OR 97239 Phone: 503 - 222 -4453 Fax: 503 - 248 -9263 Wood Beam Design Description : CHECK OFFICE ADDITION PURLINS (SHORT) Material Properties Analysis Method : Allowable Stress Design Load Combination 2006 IBC & ASCE 7 -05 Wood Species Wood Grade Beam Bracing Fb - Compr Fb - Tension Fc- Prll Fc - Perp Fv Ft : Beam is Fully Braced against lateral- torsion buckling Douglas Fir - Larch : Select structural Applied Loads Load for Span Number 1 Uniform Load : D = 0.0150, L = 0.0230 k /ft, Tributary Width = 1.0 ft Varying Uniform Load : L(S,E) = 0.130 - >0.0480 k /ft, Extent = 0.0 - -» 14.250 ft, Tributary Width = 1.0 ft DESIGKS MARY Maximum Bending Stress Ratio = Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward Live Load Deflection = Max Upward Live Load Deflection = Live Load Deflection Ratio = Max Downward Total Deflection = Max Upward Total Deflection = Total Deflection Ratio = Overall Maximum Deflections - Unfactored Loads 0.530 1 2x12 1,226.06 psi 2,314.38psi +D +L+H 6.790ft Span # 1 0.311 in 0.000 in 550 0.352 in 0.000 in 485 Load Combination Span Max. " -" Deft Location in Span D + Lr + L 1 0.3523 7.077 Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Span Max. Downward Defl Location in Span D Only L Only Lr+L Only D +Lr +L Maximum Vertical Reactions -.Unfactored Load Combination Support 1 Support 2 Overall MAXimum 1.002 0.808 D Only 0.107 0.107 L Only 0.895 0.701 Lr+L Only 0.895 0.701 D +Lr +L 1.002 0.808 0.0416 0.3108 0.3108 0.3523 7.173 7.077 7.077 7.077 Support nota Title : SHASTA BEVERAGE REROOF Dsgnr: JNF Project Desc.: THE KINGS ROOFING Project Notes : Service loads entered. Load Factors will be applied for calculations. Desi • n OK Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs Load Combination For iett is #1 1,750.0 psi 1,750.0 psi 1,700.0 psi 625.0 psi 180.0 psi 1,000.0 psi File: G:IAcad200812084671CALCS1208467 calcs.ec6 ENERCALC, INC 1963 -2008, Ver. 6.019 K CONSULTING Calculations per IBC 2006, CBC 2007, 2005 NDS E : Modulus of Elasticity Ebend- xx 1,900.0 ksi Eminbend - xx 690.0 ksi Max. Upward Defl 0.0000 0.0000 0.0000 0.0000 Density Job # 208467 (____ Panted: 4 NOV 2000, 5:43PM 32.210 pcf 0.369 : 1 2x12 76.42 psi 207.00 psi +D +L +H 0.000 ft Span # 1 Max. " +" Defl Location in Span 0.0000 Location in Span 0.000 0.000 0.000 0.000 0. 000 VLMK Consulting Engineers 3933 SW Kelly Ave Portland, OR 97239 Phone: 503 - 222 -4453 Fax: 503 - 248 -9263 itytt Wood Beam Design Description : CHECK OFFICE ADDITION PURLINS (LONG) Material Properties Analysis Method : Allowable Stress Design Load Combination 2006 IBC & ASCE 7 -05 Fb - Compr Fb - Tension Fc - Prll Fc - Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral- torsion buckling Wood Species Wood Grade Applied Loads Load for Span Number 1 Uniform Load : D = 0.0150, L = 0.0230 kilt, Tributary Width = 1.0 ft Varying Uniform Load : L(S,E) = 0.0480 - >0.0 k /ft, Extent = 0.0 -» 8.250 ft, Tributary Width = 1.0 ft .DESiGhi. SCMMtllt,4. Y Maximum Bending Stress Ratio Section used for this span fb : Actual = FB : Allowable = Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Live Load Deflection = 0.176 in Max Upward Live Load Deflection = 0.000 in Live Load Deflection Ratio = 1162 Max Downward Total Deflection Max Upward Total Deflection Total Deflection Ratio Overall Maximum Deflections - linfactored Loads Load Combination Span Max. " -" Defl D Only L Only Lr+L Only Di-Lr+L : Douglas Fir - Larch : Select structural L(0.040 0 Load Combination Support 1 Support 2 Overall MAXimum D Only L Only Lr+L Only D +Lr +L 0.489 0.128 0.361 0.361 0.489 0.355 0.128 0.228 0.228 0.355 0.272 1 2x12 628.92 psi 2,314.38psi +D +L +H 7.644ft Span # 1 0.0843 0.1755 0.1755 0.2597 0.260 in 0.000 in 785 Location in Span D ,0151 .(0.023 2x12 D +Lr +L 1 0.2597 8 Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Span Max. Downward Defl Location in Span 8.557 8.329 8.329 8.443 Title : SHASTA BEVERAGE REROOF Dsgnr: JNF Project Desc.: THE KINGS ROOFING Project Notes : Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs Load Combination Maximum Vertical. Reactions - Unfactored Support notation Far left is #1 625.0 psi 1 80.0 psi 1,000.0 psi Calculations p =er IBC 2006, CBC 2007, 2005 NOS 1,750.0 psi E : Modulus of Elasticity 1,750.0 psi Ebend- xx 1,900.0 ksi 1,700.0 psi Eminbend - xx 690.0 ksi Density Service loads entered. Load Factors will be applied for calculations. 0.0000 Max. Upward Defl Location in Span 0.0000 0.0000 0.0000 0.0000 File: G:lAcad200812084671CALCS1208467 calcs.ec6 ENERCALC, INC. 1983 -2008, Ver: 6.0,19 Max. " +" Defl Location in Span 0.000 0.000 0.000 0.000 Job# 208467 G. - 5 ?noted: 4 NOV 2000, 0.44PM 32.210 pcf 0.177 : 1 2x12 36.70 psi 207.00 psi +D +L+H 0.000 ft Span # 1 0.000 SPECIES AND COMMERCIAL GRADE ALLOWABLE UNIT STRESSES, POUNDS PER SQUARE INCH RULES UNDER WHICH GRADED Extreme Fiber in Bending (and Tension Parallel to Grain) Maximum Horizontal Shear Compres- sion Per- pendicular to Grain Compres- sion Parallel to Grain Modulus of Elasticity SYMBOL:( I (or 1') H q c E' HEMLOCK. WESTERN Select Structural MC15 L.F. 1800 115 - 365 1200 Select Structural DRY L.F. 1600 110 365 1100 Select Structural L.F. 1600 100 365 1100 1500f. Industrial MC15 L.F. 1650 115 365 1150 1500f. Industrial DRY L.F. 1550 110 365 1100 1500f. Industrial L.F. 1500 100 365 1000 1200f. Industrial MC15 L.F. 1450 90 365 1050 1200f. Industrial DRY L.F. 1300 100 365 900 1200f. Industrial Select Structural MC15 L.F. J. & P.18 1200 1800 80 115 365 365 900 1300 U .B.C. Select Structural DRY J. & P. 1650 110 365 1250 (All) 1400 000 S tandard Select Structural J. & P. 1600 100 365 1200 1,600,000 No. 25-4-67 Construction MC15 J. & P. 1650 115 2-8-9 365 1250 Construction DRY J. & P. 1550 110 365 1150 Construction J. & P. 1500 100 365 1100 Standard MC15 J. & P. 1450 90 365 1150 Standard DRY J. & P. 1300 85 365 1000 Standard J. & P. 1200 802-8-9 365 1000 Construction B. & S. 1500 100 365 1000 Construction P. & T. 1200 100 365 1100 SPECIES AND COMMERCIAL GRADE ALLOWABLE UNIT STRESSES, POUNDS PER SQUARE INCH RULES UNDER WHICH GRADED Extreme Fiber in Bending (and Tension Parallel to Grain) Maximum Horizontal Shear Compres- Sion Per- pendicular to Grain Compres- sion Parallel to Grain Modulus of Elasticity SYMBOL.( I (or I') H q c N DOUGLAS FIR AND LARCH Dense Select Structural DRY J. & P. 2150 130 455 1750 Select Structural MC15 J. & P. 2100 135 415 1650 Dense Select Structural J. & P. 2050 120 455 1650 Dense Construction MC15 J. & P.16 2050 135 -4-5 455 1600 Select Structural DRY J. & P. 2000 130 415 1600 Select Structural J. & P. 1900 120 415 1500 Dense Construction DRY J. & P. _185Q__ .130. 455 1450 Dense Construction J. & P. ,- - 1750 1 455 1400 Construction Mt,1b J. & P. 775 135 390 1400 Construction DRY J. & P. 1600 130 390 1200 (All) U.B.C. Standard Construction Standard MC15 J. & P. J. & P. 1500 1500 120 2-4-5 110 390 390 1200 1200 1,600,000 No. 25 -4 -67 Standard DRY J. & P. 1350 105 390 1100 Standard J. & P. 1200 95 390 1000 Dense Select Structural B. & S. 2050 120 455 1500 Select Structural B. & S. 1900 120 415 1400 Dense Construction B. & S. 1750 120 455 1200 Construction B. & S. 1500 120 390 1000 Dense Select Structural P. & T. 1900 120 455 1650 Select Structural P. & T. 1750 120 415 1500 Dense Construction P. & T. 1500 120 455 1400 Construction - P. & T. 1200 120 390 1200 TABLE NO. 25- A-- ALLOWABLE UNIT STRESSES FOR VISUALLY STRESS - GRADED LUMBER (Continued) TABLE NO. 25-A--ALLOWABLE UNIT STRESSES FOR VISUALLY STRESS - GRADED LUMBER (Continued) 0 to , ' .V.- el , `4- 6 L •,se,s I. .I f V 1... il-lo LA- . 2* . k 4 V • ..,:.. 4. _ ... . %OM,. - . --9 119. 9,0 7 - 00•• / ..... *tie- 4.A....4,_ - .r° ; ... - et;e41 d .g \., tira_rr.• itr • ' IA. I •Na al 4 To • tr.. VI ' • tr : , ty. 7-r io "..; p/•, 111 ;"' ' 0 , 75J I 6' 7 ' ? "' LL tt , L _ ( Ii r... V • +.4.7•4 ( .044e r oe -Vagalij, prVirr \ • I - ..., ‘ Tin, Arr. 1...,4, • - • , 1 arga 4 -1,-4,- - 8 C1 r.141 Ct 72-0 . ' 4 ],-1/ i 1 4 13.5 I ----,.' 1111 1:1 4 r4.04,ff Mil P.9 Tarzilla 1.11Fre...r4i11 h4viie YINI•rffrtteicialm Za7/2 TMLIMEg`..pgr,y795 1111 ;41tOt4.724. .:. • 1.711114 lerWF 4 MV..Z.W..1114E.. Pro 4 ye.r■ ff10 27-0 01-TA &E. h 0 re. . . .sr ,=3) • .a.; • -- • 4...". • ; N O . • j n . h //IF z Z. FOAM:NG J.3 ' 4.8 '71i 0h.. 1A.11tei ArrriL,.., •fifre.rriy..•rr. • trdirdr. a - 4 .."16464‘4.1.212X-P,M- C./ ' . 4 4e.G 1 .;••• -- ( I ) ,rrritrrirrrv,rry.4. r Ark,. • 1J ) PG LL _ Conc. ..girryger CAP/Ofy or 0.2 Orl I I 8.2 --_ ..j Now CbIrwers ow, 12. precool r2 ar/s.../ .1.ti'• cv.ionn o'' Aroim. <nem M..r. 44,0 . 1.4•11, C/P - ..LI= • Jt! 1. .2% a. I 4 Jgrr.P.i..3. 4- efi • ,51,%; ••• - by, ./ ••••-j .1 1.--<4.6 1 -‘17 R: L - F V,:4 1. I. A.J. 3.gf.ar , — _ • CarcgE7e C-WOPY .7.5Vre• KELLY MICHELS 10319 NE MARX ST PORTLAND OR 97220 RE: Permit No. D08 -483 1227 ANDOVER PK E 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 11/09/2009. 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. -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 11/09/2009, 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, Q o Bill Rambo Permit Technician File: Permit File No. D08 -483 City of Tukwila 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 04 -02 -2009 KELLY MICHELS 10319 NE MARX ST PORTLAND OR 97220 RE: Permit No. D08 -483 1227 ANDOVER PK E TUKW Dear Permit Holder: In reviewing our current records the above noted permit has not received a fmal inspection by the City of Tukwila Building Division. Per the International Building Code and/or the International Mechanical Code, every permit issued by the Building Division under the provisions of this code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days. Based on the above, you are hereby advised to: Call the City of Tukwila Inspection Request Line at 206 - 431 -2451 to schedule for the next or fmal inspection. This inspection is intended to determine if substantial work has been accomplished since issuance of the permit or last inspection; or if the project should be considered abandoned. If such determination is made, the Building Code does allow the Building Official to approve one or more extensions of time for additional periods not exceeding 90 days each. Extension requests must be in writing and provide satisfactory reasons why circumstances beyond the applicants control have prevented action from being taken. In the event you do not call for the above inspection and receive an extension prior to 05/19/2009 , 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 City of Tukwila Department of Community Development Jack Pace, Director xc: Permit File No. D08 -483 Jim Haggerton, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax - 206 -411 -3661 ACTIVITY NUMBER: D08 -483 PROJECT NAME: SHASTA BEVERAGE SITE ADDRESS: 1227 ANDOVER PK E X Original Plan Submittal Response to Correction Letter # DATE: 11 -05 -08 Response to Incomplete Letter # Revision # After Permit Issued D PMENTS: A 3 ART A wc� te - o s Building Division Public Works • PE MIT COORD COPY • PLAN REVIEW /ROUTING SLIP Ir n PAM. 114 Fire Prevention Structural Complete Incomplete ❑ Planning Division Li Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 11-06-08 Not Applicable Comments: L Permit Center Use Only. ..,a: ` - .,;+• '� • ' cr= yr' ;.;Q -. : .. INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS ROUTING: Please Route Documents/routing slip.doc 2 -28 -02 Structural Review Required ❑ No further Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 12 -04 -08 Approved Approved with Conditions Not Approved (attach comments) n Notation: REVIEWER'S INITIALS: DATE: Permit'Center Use' Only • CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Bond Bond Company Name Bond Account Number Effective Date Expiration Date Cancel Date Impaired Date Bond Amount Received Date 4 CBIC 625868 08/10/2001 Until Cancelled $12,000.00 07/26/2001 3 CBIC 625868 08/10/199408/10 /2001 $6,000.00 09 /27/2007 2 FIREMANS FUND INS CO SLR6449568 05/06/1986 09/01 /1994 $6,000.00 09/29/2007 1 INS CO SKB1879 05/06/1985 05/06/1986 Insurance Company Name Policy Number Effective Date Expiration Date Cancel Date Impaired Date Amount Received Date 23 CI MERCURY INS fmwa000362 10/01/2008 10/01 /2009 $1,000,000.0009 /30/2008 22 FIRST MERCURY INS FMFL003157 10/01/2007 10/01 /2008 $1,000,000.00 09 /27/2007 21 FIRST MERCURY INS FMFL002097 10/01/2006 10/01 /2008 $1,000,000.00 09/29/2007 Name Role Effective Date Expiration Date WEINSTEIN, JAN C 01/01/1980 TAYLOR, THOMAS D 01/01/1980 Untitled Page Business Owner Information Bond Information Insurance Information • S 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. Business and Licensing Information Name Phone Address Suite /Apt. City State Zip KING'S ROOFING CO OF WA, THE 3606969374 10319 NE MARX PORTLAND OR 97220 County OUT OF STATE Business Type CORPORATION Parent Company UBI No. Status License No. License Type Effective Date Expiration Date Suspend Date Previous License Next License Associated License Specialty 1 Specialty 2 600576456 ACTIVE KINGSRC152K2 CONSTRUCTION CONTRACTOR 5/22/1985 10/14/2010 KINGSRC171 NA TAYLOMCO54J N ROOFING UNUSED Page 1 of 2 https: // fortress .wa.gov /lni/bbip/Detail.aspx ?License= KINGSRC 152K2 11/20/2008