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Permit D13-026 - KNIGHT GARAGE - NEW DETACHED GARAGE
KNIGHT GARAGE 12214 42 AV S EXPIRED 09-21-13 D13-026 City ofkukwila • 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.aov Parcel No.: 0179000025 Address: 12214 42 AV S TUKW Suite No: Project Name: KNIGHT GARAGE DEVELOPMENT PERMIT Permit Number: D13-026 Issue Date: 02/13/2013 Permit Expires On: 08/12/2013 Owner: Name: KNIGHT RUDY Address: 15127 NE 24TH ST #454 , REDMOND WA 98052 Contact Person: Name: THEO VERVILLES Address: 17500 WEST VALLEY HY , TUKWILA WA 98188 Contractor: Name: TUFF SHED INC Address: 8939 SOUTH 190TH STREET, #D , KENT, WA 98031 Contractor License No: TUFFSI*038RZ Lender: Name: SELF FUNDED - HOMEOWNER RUDY KNIGHT Address: Phone: 206-391-2020 Phone: Expiration Date: 07/02/2013 DESCRIPTION OF WORK: INSTALL UN -HEATED 20 FT X 20 FT DETACHED GARAGE Value of Construction: $17,524.00 Fees Collected: $716.64 Type of Fire Protection: International Building Code Edition: 2009 Type of Construction: V -B Occupancy per IBC: 26 Electrical Service Provided by: SEATTLE CITY LIGHT **continued on next page** doc: IBC -7/10 D13-026 Printed: 02-13-2013 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N Fire Loop Hydrant: 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: N Number: 0 Size (Inches): 0 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: Date: a_ -1I -r3 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 the performance of work. I am authorized to sign and obtain this development permit and agree to the conditions attached to this permit Signature: Print Name: Vity vis 2`3 Date: This permit shall become null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. 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: Truss shop drawings shall be provided with the shipment of trusses delivered to the job site. Truss shop drawings shall bear the seal and signature of a Washington State Professional Engineer. Shop drawings shall be maintained on the site and available to the building inspector for inspection purposes. 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: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. doc: IBC -7/10 D13-026 Printed: 02-13-2013 7: All wood to remain in placed concrete shSe treated wood. • 8: All construction noise to be in compliance with Chapter 8.22 of the City of Tukwila Municipal Code. A copy can be obtained at City Hall in the office of the City Clerk. 9: 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). 10: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206-431-3670). 11: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. 12: ***PUBLIC WORKS DEPARTMENT CONDPITONS*** 13: The site shall have permanent erosion control measures in place as soon as possible after final clearing has been completed. 14: Runoff from garage roof (directly or through downspouts), shall be collected on-site. Storm runoff shall not impact adjacent properties. doc: IBC -7/10 D13-026 Printed: 02-13-2013 CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 httb://www.TukwilaWA.gov Building Permit No. Project No. Date Application Accepted: I �.3- 13 Date Application Expires: (For office use only) CONSTRUCTION PERMIT APPLICATION 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 LOCATION Site Address: 12214 42nd AVE S. Tenant Name: PROPERTY OWNER Name: Theo Vervilles Name: Rudy Knight City: Tukwila State: WA Zip: 98188 Address: 12214 42nd AVE S. Zip: 98188 City: TukwilaState: WA Zip: 98168 CONTACT PERSON —person receiving all project communication Name: Theo Vervilles Address: 17500 West Valley Hwy City: Tukwila State: WA Zip: 98188 City: Tukwila State: WA Zip: 98188 Phone: (206) 391-2020 Fax: (425) 251-9795 Email: tvervilles@tuffshed.com Zip: 93131 GENERAL CONTRACTOR INFORMATION Company Name: Tuff Shed Inc. Address: 17500 West Valley Hwy City: Tukwila State: WA Zip: 98188 Phone: (425) 251-8833 Fax: Contr Reg No.: tuffsi*038rz Exp Date: 07/01/2014 Tukwila Business License No.: BUS 010514 exp-12/31- H:Wpplications\Fonm-Applications On Line 12011 Applications\Permit Application Revised - 8-9-1 I.docx Revised: August 2011 bh King Co Assessor's Tax No.: 0179000025 Suite Number: Floor: New Tenant: ❑ Yes ❑ .. No ARCHITECT OF RECORD Name: 5-6 Lf Company Name: McGinnis & Associates Architect Name: Sherri Johnston L� t-4;7 Address: 1110 Westmark Drive City: City: Saint Louis State: Mo Zip: 93131 Phone: (314) 835-1224 Fax: Email: ENGINEER OF RECORD Name: 5-6 Lf Company Name: Mcginnis & Associates Engineer Name: Dan Mcginnis L� t-4;7 Address: 1110 Westmark Drive City: City: Saint Louis State: Mo Zip: 93131 Phone: (314) 835-1224 Fax: Email: LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: 5-6 Lf p:/.d Address: fJ4 d y 7► L� t-4;7 City: State: Zip: Page 1 of 4 BUILDING PERMIT INFORMATION - 206-431-3670 Valuation of Project (contractor's bid price): $ 11,100 Describe the scope of work (please provide detailed information): Install un -heated 20' x 20' Detatached Garage Existing Building Valuation: $ Will there be new rack storage? ❑ Yes ❑.. No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below Existing,, Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC 1` Floor 2nd Floor 3`d Floor Floors thru Basement Accessory Structure* Attached Garage fr Detached Garage Attached Carport Detached! Carport , Covered Deck Uncovered Deck 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): 6,975 Floor area of principal dwelling: 750 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? 0 Yes 0 No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: 0 Sprinklers ❑ Automatic Fire Alarm 0 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 0 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\Fomis-Applications On Line\2011 ApplicationsWennit Application Revised - 8-9-11.docx Revised: August 2011 bh Page 2 of 4 PERMIT APPLICATION NOTES - 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. The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND 1 AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING O�R OR AUT /IOR3ZJD G)'NT: Signature: /iv te� Print Name: , x Gp K. v1� Mailing Address: / 150 0 U -1-.14I / £.y 24 1.7, J H: WpplicationsWomis-Applications On Line \20I l Applications'Permit Application Revised - 8-9-11.docx Revised: August 2011 bh Date: Z 3- 2 d J 3 •zvC-3�I—ir2,- Day Telephone: izieg City u1J ?.fig 2 State Zip Page 4 of 4 • 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 Parcel No.: 0179000025 Address: 12214 42 AV S TUKW Suite No: Applicant: KNIGHT GARAGE RECEIPT Permit Number: D13-026 Status: APPROVED Applied Date: 01/23/2013 Issue Date: Receipt No.: R13-00805 Payment Amount: $436.10 Initials: WER Payment Date: 02/13/2013 01:06 PM User ID: 1655 Balance: $0.00 Payee: RUDOLPH KNIGHT TRANSACTION LIST: Type Method Descriptio Amount Payment Check 5223 RD Pmts Re -Dist OP Authorization No. ACCOUNT ITEM LIST: Description 436.10 .00 Account Code Current Pmts BUILDING - RES PLAN CHECK - NONRES PLAN CHECK - RES STATE BUILDING SURCHARGE 000.322.100 000.345.830 000.345.830 640.237.114 Total: $436.10 431.60 -280.54 280.54 4.50 .1....• Deneinf_f1R PrinfPrl• f19 -11-2M3 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 Parcel No.: 0179000025 Address: 12214 42 AV S TUKW Suite No: Applicant: KNIGHT GARAGE RECEIPT Permit Number: D13-026 Status: PENDING Applied Date: 01/23/2013 Issue Date: Receipt No.: R13-00526 Initials: User ID: WER 1655 Payment Amount: $280.54 Payment Date: 01/23/2013 11:48 AM Balance: $436.10 Payee: RUDOLPH KNIGHT TRANSACTION LIST: Type Method Descriptio Amount Payment Check 5221 280.54 Authorization No. ACCOUNT ITEM LIST: Description Account Code Current Pmts PLAN CHECK - NONRES 000.345.830 280.54 Total: $280.54 Printori• n1 -91-9n11 6/3 -dam - 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 Project: c 1 ,,(,44-{ -- , / r f 6// A-6 � - TypeOf Ins ection•_ i cl.)J p C� � ' 6 Ad / e�: n (4 7 - 5, 42- . „— Date C=al le ite- — Special Instructions: 0 W 9 1;z— 6 (3 Date Wanted: _ /3 a.m.. Requester: PhoneNo:r _39(-2;,U 12 Approved per applicable codes. D Corrections required prior to approval. COMMENTS: (4\K (-,rA A (\( 11 A Inspect_C)A—t)LAA._d REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Dater -�2 INSPECTION NO. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 .: (206),.431-3670 Permit Inspection Request Line (206) 431-2451 Project: 14mi 6 HT r'„ARAC Type of Inspection: I-NoQz)(17 10-rJ Alt Address: 1 2-2 1 LI c1Z AU Date Called: Special Instructions: Date Wanted:. ? 715 611m, p.m. Requester: Phone No: L-I-5—L(2Z -73 8c '...E1Approved per applicable codes. ElCorrections required prior to approval. COMMENTS: 1 V cvo 1'&Q — c\ e o rd\k- to—spe ctor•r .../Gime► 1 ti ��- n /INSPECTION FEE REQUIRF�D. Prior to/next inspection. fee must b aid _t 6300 c-_..ah___t_.. oI..J '..4.. 100 !`..11 to scL....I„1.: r......-.,.v..N..:. Date;'), Tuff Shed 1777 S Harrison St Suite 600 Denver, CO 80210 Truss: TO JobName:663118 Designer. SJ Date: 01/03/13 13:32:34 Page: 1 of 2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 20-0-0 5 /12 9 0-10-8 0-10-8 0-0-0 0-0-0 1 24 in 66 lbs 21-9-0 0-10-8 5-3-14I 4-8-2 4-8-2 5-3-14 0-10-8 mo 5-3-14 10-0-0 bx� II 2v\/i 57� i Y \. \ / 7 Y '',, 14-8-2 20-0-0 I .. ...M4' �_ - l A� C • '��\ 2x41 125 \ 3 - i, III ltd I 3x4 • 3x4 -3x4 • 0-0-0 6-10-10 6-2-136-10-10REVIEWED FOR 6-10-10 13-1-6 2"0 CODE COMPLIANCE Loading(psf) :. 25. . TCDL: 10 BCLL: 0 BCDL• 10 General Bldg Code :. . IRC,2009/ .. _ ..... .TPI 1-2007 ,••BC: RepMlr Increase: Yes DOL.: 115% CSI Summary , TO : 0.32 (1-2).. 0.54 (8-1) Web: 0.20 (3-8) .. Deflection L/ floc) • . Allowed Vert TL: ,. 0.16 in L / 999 _.. (5-6). - L / 180 Vert LL: 0.08 in L/999 (5-6) L/240. HorzTL• 0.05 in 5. • •., FEB 0 4 2013 Reaction Summary . IT Brg Combo. Brg Width Rqd Erg Width Max React . Max Gray Uplift Max MWFRS Uplift Max CBC Uplift Max Uplift Max Horiz . . .. 1' I' 3.5 m • 1.58 in " 961 lbs ' ' -87 lbs-2341bs-2341bs 7lbs 5 1 3.5 in 1.58 in 961 lbs. -8716%-2341bs -23416% � • Material Summary Bracing Summary City of Tukwila BUILDING DIVISION TC HF #2 2.x 4 TC Bracing: Sheathed or Purlins at 3-9-0. Purl in design by Others. BC HF #2 2 x 4 BC Brxing: Sheathed or Purlins at 10-0-0, Patin design by Others. Wets HF Stud 2 x 4_ .. .. * -} Loads 1) This Building 2)Minimmtstorage Member 1C . Summary tress has been designed for the effects of Category II (I = 1.00), Overall Bldg Dims•20 attic loading has been apphed Forces Summary . Table 9-1 0.067 24 lin 1-2 0.325 -1,8111 Ils wind loads in accordance with A SCE 7- 05 ft ft x 20 ft, h = 15 , End Zone Truss, Both in accordance with IRC 301.5 Micaes Manhr ID, max (SI, max axial force, 2-3 0.282 -1,601 11s 34 0.52 -1.611 Its with the following user defined input: 85 end webs considered. DOL= 1.60 man enpr. force ifdiffemn rim max axial face) 4-5 0.325 -1811 Its 5-10 0.167 24 Its mph, Exposure C, Enclosed Gable/Hip,c) .. .-. .1 ..' ► "''r!• VIAar . o d4›, 0. Vt` •. ` ., BC 5-6 • (1.542 L61311u (-263 Its) 68 0.475 L(98Its (-118Its 1 8-1 11.542 1,613Its (-26311s) , "a L W Wei 2-8 0.(9! -343 lb:: 38 0.1)3 53911% (-01 Its) 3-6 0.21)3 53911% (-81 1L) 46 0.(81 :343 Its �82]7G`- G I 44'4' Notes: 49S/0 �1O 1) What this truss has beenchosex for quality assurance inspection, the Double Polygon Method per TPI I-2007/Chapter 3 shall be used NAL i� 2) Brace bottom chord with approved sheathing. - d 3) listed wind uplift reactions based on MWFRS & CBC loading. ' a Plate: 3x6 - Plate: 2x4 \ 41.9 Angle:51 deg Plate: 4x6 }��\ P'-te: 2x4 I ` 4 4 . •- Angle:51 deg 11 gaim ArgIe90deg 14-3-14—►I Argleft deg A copy of this design shall be furnished to the erection contractor. This design is for an mdtvtdual bwldmg component (a truss). 11 is based on specifications provided by the Truss Designer and performed in accordance with TPI:1-2007 and the 2005 NDS design standard. No responsibility is assumed for the accuracy of information provided by the Trus Designer. Dimensions shall be verified by building designer. Creep deflection isnot automatically accounted for by die software. The building designer shall review loading. truss configuration axdimtial deflection data shown to ensure that this designs meas or exceeds minimum loading reqwred by apphcable building codes. Compression chords shall be laterally braced by the roof or floor sheathing, directly attached, unless otherwise noted, Bracing shown is for lateral support of individual truss components only to reduce buckling length. It isnot wind or lateral load bracing or overall building design bracing which is by others. Refer to BCS!-B3for recommended truss handling and erection. Do not apply loads beyond weight of erectors until a8 permanent bracing ism place. Concentration of construction loads greater than the design loads shall not be applied to the teases at any time.. Trusesshall behandled with care (riortoerection to avoid damage. Lumber moisture content shall be!9%orlesat the time of fabrication, unless noted otherwise (U N 0 ). Connector plates shall be manufactured by Eagle Metal Products (ESR -1082). Plata shall be applied on both faces oftruss ateach joint. Plate dimensions are listed width x length. Slots (holes) in plate shall nn parallel to the plate length. The plate shall be centered on joint and/or placed in accordance with the current version of TPI. Design aswnes adequae anchorage will be providedto resist uplift at supports. The seal on thisdrawmg indicates acceptance of profesunsal engineering responsibility solely for the truss component design shown. The suttabil try and use of the component for any particular bwldmg destgius the responsibihty of the building designer, per ANSIIIPI 1-2007 Chapter 2. Tintatomiy,.94 CITY orlltUR WILA JAN 2 3 201 ] J PERMIT CENTER Tuff Shed 1777 S Harrison St Suite 600 Denver, CO 80210 Truss: TO JobName:663118 Designer. sf Date: 01/03/13 13:32:34 Page: 2 of 2 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 20-0-0 5 /12 9 0-10-8 0-10-8 0-0-0 0-0-0 1 24 in 661bs Plate: 3x6 - 5 Plate: 3x4 - 6Plate: 3x4 - 7 cv Plate: 3x4 - 8 } 1111®!r® f Mil ®A® Angle. deg N ArgleAdeg H-3-14—►l CO 1 • CO ch 11, it -2-5 -►H Argle9deg Angle9deg 14-2-5-* • A copy of this design shall be furnished to the erection contractor. This design is for an indtvtdual butldmgcomponent ta muss). Itis based on specifications provided by the Truss Designer and performed m accordance with TP1:1-2007 and the 2005 NDS design standard. No responsibility is assumed for the accuracy of information provided by the Truss Designer. Dimensions shall be verified by txuldmg designer. Creep deflecnon isnot automatically accounted for by the software. The building designer shall review loading, truss conftgurati on and initial deflection data shown to ensure that this design meas or exceeds minimum loading required by applicable building codes. Compression chords shall be laterally braced by the roof or floor sheathing. directly attached unless otherwise noted. Bracing shown is for lateral support of individual truss components only to reduce buckling length. It isnot wind or lateral load bracing or overall building design bracing which is by others. Refer to BCSI-133 for recommended truss handling and erection. Do not apply loads beyond weight of erectors until all permanent bracing ism place. Concentration of construction loads greater than the design loads shall not be applied to the trusses at any time. Trusses shall be handled with care poor to erection to avoid damage. Lumber moisture content shall be 19% or less atthe time offabrication. unless noted otherwise(U.N.O.). Connector plates shall be manufactured by Eagle Metal Products (ESR -1082). Plats shall be apphed on both faces of Huss at each joint. Plate dimensions are hsted width x length. Slots (holes) in plate shall rim parallel to the plate length. The plate shall be centered onjoint andror placed in accordance with the current version of TPI. Design assumes adequate anchorage will be providedto resist uplift at supports. The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. The suitability and use of this component for any particular building design is the responsibility of the building designer, per ANSI/I'PI 1-2007 Chapter 2. TrueBuildlNJ Software v5.01.94 Eagle Metal Products ' Dallas, TX 75214 Tuff Shed 1777 S Harrison St Suite 600 Denver, CO 80210 Truss: T01 JobName:663118 Date: 01/03/13 13:34:03 Page: 1 of 1 SPAN PITCH QTY OHL OHR PLYS SPACING WGT/PLY BRDFT/PLY 20-0-0 5 /12 9 0-10-8 0-10-8 1 24 in 66 lbs 413 21-9-0 0-10-8 5-3-14 4-8-21 4-8-2 5-3-14 0-10-8 I FJ 5-3-14 10-0-0 14-8-2 20-0-0 4x I • 2424\ _// \.\' 211t 512 / / \ 15 .w?' Yv3, •Y%NI W4 I. f% B2 II B1 mil i z3 3x4 • 3x4 - 3x4 • 0-0-0 0-0-0 6-10-10 6-2-13 6-10-10 6-10-10 13-1-6 20-0-0 Heel to Peak Overall Truss Height Overhang Rake Distance Left Right 4-10-3 Left Right 10-11-10 10-11-10 0-11-6 0-11-6 Plates Qty Size Qty Size 36 2x4 54 3x4 36 3x6 18 4x6 Notes • Camber of 0.07 in recommended. BDFT •Top Chords: 16.00 Bottom Chords: 1333 Webs: 12.00 Non Structurals: 0.00 Loads ' TCLL: 25.0 psf TCDL: 10.Opsf BCLL: 0.0 psf . BCDL: 10.0 psf T1,T2 OL: 11-10-13 B1,B2 OL: 10-0-0 B1,92 0-7-13 9-4-3 22.6\ SCARF: 0-8-7 3-4 67.4/ / 11-9-6 ^ / 67.4/ 901 9-8-6 ^ \ BUTT: 0-0-4 0-4 \ I (18) 2 X 4 HF 82-12 ft 901 10-0-0 (18) 2 X 4 HF 82-10 ft W1,W4 OL: 2-5-0 2-3-5 W2,W3 OL: 5-1-5 4-6-4 78.9/ / 2-4-3 \ 74\ 49.7/ ,/ 4-9-13 .\. 40.3\ 2-5-0 (18) 2 X 4 HF Stud -3 ft . 5-1-5 (18) 2 X 4 HF Stud -6 ft ' Tuff Shed 1777 S Harrison St Suite 600 Denver, CO 80210 Truss: LO1 JobName:663118 Designer. SJ Date: 01/03/13 13:35:46 Page: 1 of 3 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 20-0-0 5/12 2 0-10-8 0-10-8 0-0-0 0-0-0 1 24 in 701bs 4 k 21-9-0 0-10-8 10-0-0 10-0-0 0-10-B 10-0-0 20-0-0 5 9-0-0 14-43' ' . 12 • —11 10 344 - 20-0-0 0-0-0 20-0-0 . Loading (psi) TCLL : 25 . TCDL : 10 BCLL: 0 BCDL: 10 General Bldg Code : .IRC 2009/ .. TPI 1-2007 Rep Mbr Increase :No D_O L.: 115 % CSI Summary TC015(1-2) BC. 006 (16-17) Web : 0.04 (8-10) Deflection L/ (loc) . Allowed Vert TL 0.01 in L / 999 (9-10) L / 180 Vert LL: Din L/999 (17-1) L/240 Horz TL: 0 in Reaction Summary .JT Brg Combo Brg. Width Max React. Ave React Max Gray Uplift Max MWFRS Uplift Max.0&C Uplift . Max Uplift, . Max Horiz 1 '1 286 lbs . 96 plf--41 lbs - 74 lbs -74 lbs 123 lbs Material Summary TC HF#22x4 BC HF#22x4 Webs HE Stud 2 x 4 Loads Summary Bracing Sununary TC Bracing: Sheathed or Purlins at 6-3-0, Purlin design by Others. BC Bracing: Sheathed or Purlins at 10-0-0, Purlin design by Others. 1) This tress has been designed for the effects of wind loads in accordance with A SCE 7 - 05 with the following user defined input: • 85 mph, Exposure C. Enclosed Gable/Hip, Building Category II (I = 1.00), OveralIBIdg Dims 20 ft x 20 ft, h = 15 ft, End Zone Truss, Both end webs considered. DOL=1.60 Member Forces Summa rti' • Tableii3wt:s ManhrID, max CSI, nux todalforu;max umpr.fua.ifdiartn!Rau max axial fume) TC 18-1 1-2 0.077 0.150 24 IN- 15716- . (-11311x) 3-4 4-5 0.050 0.050 -81 Its -81 IN 6-7 7A 0.050 0.114 -81 Its -9011 , 9-19 0.077 24 Its 2-3 0.114 -91118 5-6 0.050 -8-1 IN 8-9 0.150 1571N (-11311x) BC 9-10 0.061 -141114 11-12 0.021 0114 14-15 0.026 0 I 16-17 0.061 ' .0(64 10-11 0.1161 01N 12-14 0.021 0 I 15-16 0.026 0114 17-1 1.061 -141 IN • Webs 2-17 0.043 -208114 4-15 0 042 -144 as 612 n 042 -1441N 4-10 0.193 -2081ts 3-16 0.027 -117118 5-14 0.038 -97114 7-11 0.027 -117114 Notes: I) Gable requires continuous bottom chord bearing. 2) Gable webs placed a 24 " OC, U.N.O. 3) Attach gable webs with 2x4 20ga plates, U.N.O. 4) For out -of -plane wind loading, refer to BCSI-B6 published by the WTCA. 5) What this truss has been chosen for quality assurance inspection, the Double Polygon Method perTA 1-2007/Chapter 3 shall be used 6) Listed wind uplift reactions based on MWFRS & C&C loading. A copy of this design shall be furnished so the erection contractor. This design s for an individual bmldmg component(a cuss). It is based on specifications provided by the Truss Designer and performed in accordance with TPI:1-2007 and the 2005 NDS design standard. No responsibility is assumed for the accuracy of information provided by the Truss Designer. Dimensions shall be verified by building designer. Creep deflection isnot automatically aocountedforbythe software. The budding designer shall review loading, truss configuration and initial deflection data shown to ensure: that this design meas or exceeds minimum loading required by applicable building codes. Compression chords shall be laterally braced by the roof or floor sheathing. directly attached unless otherwise noted. Bracing shown is for lateral support of individual toss components only to reduce buckling length. It isnot wind or la eral load bracing or overall building design bracing which is by others. Refer 10 07S1 -B3 forrecommended!russ handlingand erection. Do not apply loads beyond weight of erectors until all permanent bracing is in place. Concentration of construction loads greater than the design loads shall not be applied to the trusses at any time. 'fl-usses shall be handiedwilh care riorto erection 10 avoid dantage. Lumber moisture content shall be 19% or less at the time of fabrication, unless noted otherwise (U.N.O.). Connector plates shall be manufactured by Eagle Metal Products (ESR -I082). Plates shall be applied on both faces of truss at each joint. Plate dimensions are listed width x length. Slots (holes) in plate shall run parallel to the platelength. The plate shall be centered on joint and/or placed in accordance with the current vesionofTPI. Design assumes adequate anchorage will be providedto resist uplift at supports. The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. The suitability and use of this component for any partial lar building design n the responsibility of the building designer, per ANSI/TPI 1-2007 Chapter 2. TmeBuild07 Software v5.01.94 Eagle Metal Products Dallas, TX 75214 Tuff Shed 1777 S Harrison St Suite 600 Denver, CO 80210 Truss: LO1 JobNatne: 663118 Designer. SJ Date 01/03/13 13:35:46 Page: 2 of 3 SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 20-0-0 5 /12 2 0-10-8 0-10-8 0-0-0 0-0-0 1 24 in 70 lbs Plate: 3x4 - Plate: 2x4 I 2 f Plate: 2x4 1 3 f Plate: 2x4 I 4 I 1 .41111-401 i Plij. 41 4 PO 10 APII.11. Angle:90deg Angle90deg M [V N-3-14—*I ArgleOdeg Argle:90deg Plate: 4x6 - rn 5 Plate: 2x4 1 6 Plate: 2x4 1 7 Plate: 2x4 1 p 1 Angle0deg P. ... .11 I M PIa-A hill I 7411111)PI1Pll 11111 Argle90deg Argle:90deg • Angle90deg Plate: 3x4 - • 9 Plate: 2x4.1. • 1 0 Plate: 2x4 1 - 1 1 Plate: 2x4 1 1 2 ,Pill ..„4111111116V1111 ..a..... Pe f El on mom CO i ra N Angle:deg 14-3-14—*I • Angle:90deg Angle90deg Angle90deg Plate: 3x4 - 1 3 N Plate: 2x4 1 1 4 Plate: 2x4 1 1 5 Plate: 2x4 1 1 6 i 114 ill I Pill All b.. I Pil Alb \ Pll CO IlltiggiWP E °? M111=.M I 1111billiggP • C? ffil Arg Ie0 deg (7 1 • a Ang Ie90 deg Ang Ie.90 deg Ang Ie90 deg A copy of this design shall be furnished to the erection contractor. This design is for an individual buildmg component to truss). Itis based on specifications provided by the Truss . Designer and performed m accordance with TPI:I-2007 and the 2005 NDS design standard. No.responsibihty is assumed for the accuracy of information provided by the Truss Designer. Dimensions shall be verified by building designer. Creep ddlecuonisnot automatically accounted for bythe software. The building designer shall review loading. truss configuration aid initial deflection data shown to ensure that this design meets or exceeds minimum loading required byapplicable building codes. Compression chords shall be laterally braced by the roof or floor sheathing. directly arched unless otherwise noted. Bracing shown is for lateral support of individual truss components only to reduce buckling length. It isnot wind or lateral load bracing or overall building design bracing which is by others. Refer to BCSI-B3 for recotranended truss handling and erection. Do not apply loads beyond weight of erectors until all permanent bracing is m place. Concentration of construction loads greater than the design loads shall not be applied to the trusses at any time. Trusses shall be handled with care prior to erection to avoid damage. Lumber moisture content shaft be 19% or less at the time of fabrication, unless noted otherwise (IJ N 0.). Connector plates shall be manufactured by Eagle Metal Products (ESR -1082). Plats shall be applied on both faces of truss at each joint. Plate dimensions are listed width x length. Slots (holes) in plate shall run parallel to the plate length. The plate shall be centered onjoint and/or placed in accordance with the current version of TPI. Design assumes adequate anchorage will be provided to resist uplift at supports. The seal on this drawmg indicates acceptance of professional engineermg responsibility solely for the tress component design shown. The suitability and use of this component for any particu lar building design is the responsibility of the building designer, per ANSIrTPI 1-2007 Chapter 2. TrueBuild0) Software v5.01.94 Eagle Metal Products Dallas, TX 75214 Tuff Shed 1777 S Harrison St Suite 600 Denver, CO 80210 Truss: L01 JobNatne: 663118 Designer. S1 Date: 01/03/13 13:35:46 Page: 3 of 3 SPAN 20-0-0 PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY 5 /12 2 0-10-8 0-10-8 0-0-0 0-0-0 1 24 in 70 lbs Arg le90 deg A copy of this design shall be furnished to the erection contractor. This design is for an m drvidual building component (a truss). Itis based on specifications provided by the Truss Designer and performed in accordance with TPI:1-2007 and the 2005 NDS design standard. No responsibility is assumed for the accuracy of information provided by the Truss Designer. Dimensions shall be verified by bur ldmg designer. Creep deflection is not automatically accounted for by the software. The budding designer shall review loading. truss configuration aid initial deflection data shown to ensure that this design meas or exceeds minimum loading required by apph cable building codes. Compression chords shall be laterally braced by the roof or floor sheathing, directly attached unless otherwise noted. Bracing shown is for lateral support of individual truss components only to reduce buckling length. It isnot wind or lateral load bracing or overall building design bracing which is by others. Refer to SCSI -B3 for recommended truss handling and erection. Do not apply loads beyond weight of sectors until all permanent bracing. is in place. Concentration of construction loads greater than the design loads shall not be applied to the trusses at any time. Trusses shall be handled with care prior to erection to avoid damage. Lumber moisture content shall be 19% or less at the time of fabrication. unless noted otherwise (U.N.O.). Connector plates shall be manufactured by Eagle Metal Products (ESR -1082). Plats shall be applied on both faces of truss at each joint. Plate danensioris are listed width x length. Slots (holes) in plate shall nm parallel to the plate length. The plate shall be centered onjoint and/or placed in accordance with the current version of TPI. Design assumes adequate anchorage will be provided to resist uplift at supports. The seal on this drawing indicates acceptance of professionalengineerngresponsibilitysolelyforthetrusscomponentdesign shown The suitability and use of this component for any particular building design is the responsibility of the building designer, per ANSI/IPI 1-2007 Chapter 2. TrueBuild® Software v5.0I.94 Eagle Metal Product Dallas, TX 75214 Tuff Shed 1777 S Harrison St Suite 600 Denver, CO 80210 Truss: LO JobName: 663118 Date: 01/03/13 13:35:58 Page: 1 of I SPAN PITCH QTY OHL OHR PLYS SPACING WGT/PLY BRDFT/PLY 20-0-0 5 /12 2 0-10-8 0-10-8 1 24 in 70 lbs 45.3 21-9-0 10-0-0 10-0-0 0-10-81 10.10.81 i 1 512 o 4 dYY d i 10-0-0 2 3 46 4 6 C 20-0-0 7 ----*015 8 B2 0 1 81 . . . . . .17 . . . . ,. . l6 . . . . ., ' 75•., .�. _ • _fw . 43.:.- : ., , t2. . . . ii..__._._. -._..10'.._.__::-'..'.-_. `._.._..:._.»_-_! / 3x4- 0-0-0 .. 0-0-0 ' 20-0-0 20-0-0 Heel to Peak Overall Truss Height Overhang Rake Distance Left ' Right 4-10-3 LeR Right 10-11-10 .• 10-11-10' 0-11-6 ' 0-11=6 Plates Qty Size Qty Size 52 2x4 12 3x4 4 4x6 Notes * Gable block plate size 2x4, typical. BDFT Top Chords:- ', 16.00 Bottom Chords: 14.67 Webs: 14.67 Non Structurals: 0.00 Loads TCLL: , 25.0'psf TCDL: 10.0psf BCLL: 0.Opsf BCDL: 10.0 psf T1, T2 OL: 11-10-13 31 OL: 9-6-0 B1 0-7-13 8-10-3 22.6 \ SCARF: 0-8-7 3-4 67.4/ / 11-9-6 ^ / 67.4/ 901 9-2-6 ^ BUTT: 0-0-4 0-4 \ I (4) 2 X 4 HF 82-12 ft 1901 9-6-0 (2) 2 X 4 HF 82-10 ft - B2 OL: 10-6-0 B2 0-7-13 C OL:. 3-1-8 9-10-3.3-0-0 SCARF: 0-8-7 901 22.6\ 10-2-6 3-4 0-0-4 BUTT: - I 0-4 . 901 •• 3-0-12 \ 67.4\ 10-6-0 901 (2) 2 X 4 HF 82-12 ft 3-1-8 (4). 2 X 4 HF. Stud -4 ft Gable Block: B (4)2-3-8_3' 1 A (4)1-5-8_2' D OL: 3-10-12 67.4\ ' 901 3-10-12 67.4/ (2) 2 X 4 HE Stud -4 ft McGINNIS & ASSOCIATES FILE COPY Consulting Engineers, Inc. 1110 Westmark Drive Perm!t !!O. Saint Louis, Missouri 63131-1735 Pfr- JOB: TS Accessory Building #170-663118 NO. 20426 SHEET NO. 1 OF 12 CALC. BY SC DATE 1/14/2013 Structural Calculations for: Rudy Knight Tuff Shed Project No. 170-663118 Building Dimensions: Overall Building Width: Overall Building Length: FOR Building Overhangs: REVIEWED CODE COMPLIANCE APPROVED FEB 0 4 2013 City of Tukwila BUILDING DIVISION Project Location: Tukwila, WA Building Code: IBC 2009 B := 20:ft + 0•in L := 20•ft + 0•in over 12•in Plate Heights: Finished Floor Elevation: Top of Plate Elevation: Roof Pitches: ,5 pitch := 12 Peak Roof Height:. Mean Building Height: Consider Vertical Loads: Dead Loads: Roof Dead Load, DLroof: Wall Dead Load, DLwaii: Live Loads: Roof Angle: (nb. ridge runs parallel to Length) Lover := 12•ir hfloor1 0.5•ft hfloor2 = 8.375•ft O := atan(pitch) 5 -pitch hpeak hfloor2 + • 2 hmean (hfloor2 + hpeak)'0.5 DLroof 10. psf DLwall := 8. psf Roof Live Load Correction Factors: pl = 1 Roof Live Load: Snow Loads: Roof Snow Load: Roof Load Summary Roof Support: Trusses @ 24 in. c/c Truss Span (ft): 20 Roof Dead Load (psf): 10 Roof Live Load (psf): 25 Roof Snow Load (psf): 20.00 Governing Total Load (psf): 35 See Calculations to Follow LLroof = 25' Psf SLroof 20psf Roof End Reactions: Dead Load: Total Load: pZ = 0.95 Rroof_DL (2 + Bover •I• DLroof.rtspacing Rroof_DL = 2\20 Ib / r B \ . /(SLroofl� Rroof_LL = 12 +Bover •• max •rtspacing \ / \.: 0f 5 hplate hfloor2 O=.22.62•deg- hpeak = 12.54 ft, hmean = 10.46 ft Rroof_LL = 550 Ib t� l 3 - Oz l0 RECEIVED CITY OF TUKWILA JAN 2 3 2013 PERMIT CENTER P:\O_PROJECTS\20000\20400\20426_TS170_663118 McGINNIS & ASSOCIATES Consulting Engineers, Inc. 1110 Westmark Drive Saint Louis, Missouri 63131-1735 JOB: TS Accessory Building #170-663118 NO. 20426 SHEET NO. 2 OF 12 CALC. BY SC DATE 1/14/2013 3 Foot Opening Headers Beam Design Data Member: 2x4 . Beam Span (ft): 3 # of Memb: 2 Unbraced Length (ft): 3 Adjustment Factors - NDS Table 2.3.1 CD CM C, CL C, Cr 1.15 1.00 1.00 See Below 1.00 1.00 Effective Length Factor: k = 1.84 (Ref NDS Table 3.3.3) Le :=• k•L„ Le = 5.52ft Selected Member Properties Species.: . Commercial .Grade - Member Size # of Mem. b d Area S. 1x .. E (in) (in) (in2) (in3) (in4) .. .. (ksi) Hem -Fir .. No.2 . 2x4. . 2 1.5 3.5 10.50. 6.13 10.72 . 1300, Concentrated Load Data Number DL (kips) LL (kips) a dist.. (ft) Description P1 0.00 0.00 0.00 0.28 P2 0.00 0.00 0.00 w2 P3 0.00 0.00 0.00 0.00 P4 0.00. 0.00 0.00 0.00 P5 0.00 0.00 0.00 0.00 P6 0.00 0.00 0.00 Uniform Load Data Number DL (kip/ft) LL (kip/ft) a dist. (ft) c dist. (ft) trib. wt. (ft) Description w1 0.11 0.28 0.00 0.00 11.00 Roof Load w2 0.00 0.00 0.00 0.00 0.00 Max Live Load Deflection (in) w3 0.00 0.00 . 0.00 0.00 0.00 704 w4 0.00 0.00 0.00 0.00 0.00 w5 .0.00 0.00 0.00 0.00 0.00 w6 0.00 0.00 0.00 0.00 0.00 Calculated Adjustment Factor CL= 0.9965 Reactions Maximum Shear Stress (psi) DL (kips) LL (kips) TL (kips) Left End 0.17 0.41 0.59 Right End 0.17 0.41 0.59 L h--.4 4 b�' c 1111111111 RL . Shears, Moments, & Deflections Maximum Shear Stress (psi) 84 Allowable Shear Stress (psi) 173 OK Maximum Bending Stress (psi) 861 Allowable Bending Stress (psi) 1,461 OK Max Dead Load Deflection (in) 0.015 2376 Max Live Load Deflection (in) 0.036 1001 Max. Total Load Deflection (in) 0.051 704 USE 2 - 2x4 RR P:\0 PROJECTS\20000\20400120426 TS170 663118 McGINNIS & ASSOCIATES Consulting Engineers, Inc. 1110 Westmark Drive Saint Louis, Missouri 63131-1735 JOB: TS Accessory Building #170-663118 NO. 20426 SHEET NO. 3 OF 12 CALC. BY SC DATE 1/14/2013 8 Foot Endwall Opening Header Effective Length Factor: k = 1.84 (Ref NDS Table 3.3.3) Le := k• Lu Le = 14.72 ft Selected Member Properties Species Beam Design Data Member: # of Mem. 2x10 Beam Span (ft): 8 # of Memb: IX 2 Unbraced Length (ft): 8 Adjustment Factors - NDS Table 2.3.1 CD CM (ksi). Ct CL C, Cr 1.15 1.00 27.75 1.00 See Below 1.00 1.00 Effective Length Factor: k = 1.84 (Ref NDS Table 3.3.3) Le := k• Lu Le = 14.72 ft Selected Member Properties Species Commercial Grade . . Member Size # of Mem. b d Area S. IX -E (in) (in) (in2) (in3): (in)" " (ksi). Hem -Fir ' . No.2 ... 2x10 - 2 . .1.5 . 9.25 27.75 42.78 197.86 . 1300 Concentrated Load Data Number DL (kips) •LL (kips) a dist. (ft) . Description P1 0.00 0.00 0.00 0.28 P2 0.00 0.00 0.00 w2 P3 0.00 0.00 0.00 0.00 P4 0.00 0.00 0.00 0.00 P5 0.00 0.00 0.00 0.00 P6 • 0.00 .0.00 0.00 . Uniform Load Data Number DL (kip/ft) LL (kip/ft) a dist. (ft) c dist. (ft) trib. wt. (ft) Description w1 0.11 0.28 0.00 • 0.00 11.00 Roof Load w2 0.00 0.00 0.00 0.00 0.00 OK w3 0.00 0.00 0.00 0.00 0.00 w4 0.00 0.00 0.00 0.00 0.00 w5 0.00 0.00 0.00 0.00 0.00 w6 0.00 0.00 0.00 0.00 0.00 Calculated Adjustment Factor CL = 0.9723 Reactions DL (kips) LL (kips) TL (kips) Left End 0.50 1.10 1.60 Right End 0.50 . 1.10 1.60 L 1111111111 c. rAr RL L Shears, Moments, & Deflections Maximum Shear Stress (psi) 87 Allowable Shear Stress (psi) 173 OK Maximum Bending Stress (psi) 899 Allowable Bending Stress (psi) 1,141 OK Max Dead Load Deflection (in) 0.045 2136 Max Live Load Deflection (in) 0.099 974 Max Total Load Deflection (in) 0.143 669 USE 2 - 2x10 P:\0 PROJECTS\20000\20400\20426 TS170 663118 McGINNIS & ASSOCIATES Consulting Engineers, Inc. 1110 Westmark Drive Saint Louis, Missouri 63131-1735 JOB: TS Accessory Building #170-663118 NO. 20426 SHEET NO. 4 OF 12 CALC. BY SC DATE 1/14/2013 Consider Lateral Loads Determine Wind Loads: Basic Wind Speed (3 second gust): Wind Load Importance Factor: Exposure Category: Project Location: Tukwila, WA Building Code: IBC 2009 Vwind 85'mph Iw := 0.87 Exposure := "B" Height and,,Exposure.Coefficient: X = 1 Basic Wind Pressures: . nb. intermediate roof angles are interpolated Main Windforce Resisting System Loads: pg30 (ASCE 7 - Figure 6-2) Horizontal Loads (psf) Vertical Loads (psf) Interior Zone: . Wall Roof Interior Zone: Windward Roof Leeward Roof Transverse • 10.5 0.1 Transverse -6.0. -7.1' Longitudinal . .7.6 -3.5. Longitudinal -9.6 -6.1 Calculated Wind Pressures: Opsf minimum roof lateral load - Figure 6-2 footnote 7. Calculated Wind Loads Horizontal Loads (psf) Vertical Loads (psf) Interior Zone: Wall Roof Interior Zone: Windward Roof Leeward Roof Transverse 9.1 0.1 Transverse -5.2 -6.2 " Longitudinal 6.6 0.0 Longitudinal -8.4' -5.3 Wind Loads Transverse Direction: Trib_arearoof_t .= hpeak—.hfloor 2• Trib_areawall_t := 0.5 hplate Transverse wind forces: Distributed forces at roof: Pwhtr = 0.12. psf 5 = 20ft L=20ft Trib_arearooft = 4.17 ft Trib_areawaii_t = 4.19 ft Pwhtw = 9.13• psf hpeak = 12.54 ft Fdwind_t max[Pwhtr Trib_arearoof_t + Pwhtw'Trib_areawall_t, 10.psf•(Trib_areamour, + Trib_areawail_t)] Force at roof: Fwind_t := Fdwind_t•L Fwind_t = 1671 Ib • Fdwind_t='83,54•plf Wind Loads Longitudinal Direction: B .= 20 ft Trib_area all_I (-mean — hfloor2) + 0.5•hplate L=20ft Longitudinal wind forces: Pwhlw = 6.61 psf Distributed forces at roof: FdwindI := max(Pwhlw,10psf)•Trib_areawall_I Force at roof: Find I := Fdwind I•B hmean = 10.46 ft Trib_areawall_I = 6.27ft Fdwind_I = 62.71 • pIf Fwind_I = 12541b P:\0 PROJECTS\20000\20400\20426 TS170 663118 McGINNIS & ASSOCIATES Consulting Engineers, Inc. 1110 Westmark Drive Saint Louis, Missouri 63131-1735 JOB: TS Accessory Building #170-663118 NO. 20426 SHEET NO. 5 OF 12 CALC. BY SC DATE 1/14/2013 SEISMIC LOADS: Occupancy Category: Max Considered Earthquake Coefficients: Seismic Site Class: Seismic Importance Factor: Site Coefficients: {tables 1613.5.3(1-2)} Adjusted Max considered Earthquake: Design Spectral. Response Acceleration: Structural System: Response Modification,Factor: Approximate•Fundamental Period: Seismic Response Coefficient: {Per ASCE 7 12.8} Seismic Design Category: Determine structural dead load: Ws Floor and Roof Dead Loads: Area of Roof & Floor: Total Roof Dead Load: Exterior Wall Dead Loads Length of wall: Wall Dead Load: Total Structural Dead Load: Occupancy := "1I" Ss := 1.424 Site Class := "D" IE := 1.0 Fa = 1 Sms = 1.42 Si := 0.488 F5= 1.51 Sm1= 0.74 Sds = 0:95 Sd = 0.49 Redundancy Factor: p := 1.3 Load Combination LCE := 0.7 modifer (service load) Basic_Structural_System := "Bearing Wall System" • Seismic_Resisting_System := ."Light Framed Walls w/ Wood Shear Panels" IR 6.{ASCE 7 table 12.2-1} .75 "peak Ta := .020 f- t •sec • ( Ts := (Sd1 ± Sds)•sec Sds C5 := if Si < 0.6, max 0.01, R.- IE/ SDC = "D" Area := (L + 2•Lover)'(5 + 2'Bover) Wroof Area•DLroof SLroof > 30, Area. psf Wall load tributary to roof: Lwall:= L+5+L+B. Wroof_shear := if Ta=0.13s T5=0.52s / 5ds 0.5. Si \ ,max 0.01, R-IE'R -IE ) CS = 0.15 Area = 484 ft2 Wroof = 4.84• kip SLroof DLroof + 5 •Wroof _ "mean Wwall_shear DLwall•Lwall. 2 Wwall_ot DLwall'Lwall'hmean Ws_shear Wroof_shear + Wwall_shear Ws_ot Wroof + Wwall_ot Lwall = 80ft Wwall_shear = 3.35• klp . WwalLot = 6.69.kip Ws_shear = 8'kip Ws of = 11.53. kip P:\0 PROJECTS\20000\20400120426 TS170 663118 McGINNIS & ASSOCIATES Consulting Engineers, Inc. 1110 Westmark Drive Saint Louis, Missouri 63131-1735 JOB: TS Accessory Building #170-663118 NO. 20426 SHEET NO. 6 OF 12 CALC. BY SC DATE 1/14/2013 Determine Total Base Shear Forces: FELT := LCE' P'Cs'Ws shear FED FdEDt := L Compare Seismic Forces at Roof: Wind & Seismic Forces: FED = 1.1•kip Use. Maximum Forces: Ib FdEQt = 54.4 ft • Ib FdEQI = 54.4 ft Froof_t := max(FED, Fwind_t) Fdroo{_t := max(FdEQt, Fdwind_t) FED FdEQI 5 Fwind_t = 1.7•kip Ib Fdwind_t = 83.54 ft Ib FdwindI = 62.71 Wind Govems Transverse. Load. Roof Diaphragm Design: Controlling Lateral Load: Strut Reaction, R: Fwind_I = 1.3•kip Froof 1 max(FED, Fwind_I) Fdroof_I := max(FdEQi,Fdwind_I) Wind Governs Longitudinal Load. Transverse Load Govenis Diaphragm Design. 1 Rroof := Fdroof_t' L 2 Rroof Uniform Shear in Strut, v: vd := Chord Forces (T = C): Tchord B droof_t' I- 2 8.5 Diaphragm and Fasteners Design Strength: Roof deck is 7/16" wood structural panel with 8d common nails @6" o.c. at edges. Use 8d common. nails @12" o.c. for interior nailing. Rroof = 835 Ib Ib vd = 42 ft Tchord = 209 Ib Ib yellow := 214• ft • Since vallow = 214.0 Ib/ft >= vd = 41.8 Ib/ft OK Consider Diaphragm Chord/Drag: Area of Chord: Allowable Tension in Chord: Load duration factor: chord := "Double 2x4 Hem Fir Top Plate" Achord := 5.25•in2 Ft:= 400•psi CD := 1.6 Pa := Ft Achord'CD Fastener type: fastener "16d nails" Allowable shear per fastener: vfast.enPr := 122.1b Tchord Number of Nails Required: Pa = 33601b Nfasteners Use Double 2x4 Hem Fir Top Plate with 8 - 16d nails each side of splice minimum. Consider Drag Strut: dragspacing 5 Rroof _ vfastener dragspacing = 35.05 in vfastener' CD P:\0 PROJECTS\20000\20400\20426 TS170 663118 McGINNIS & ASSOCIATES Consulting Engineers, Inc. 1110 Westmark Drive Saint Louis, Missouri 63131-1735 JOB: TS Accessory Building #170-663118 NO. 20426 SHEET NO. 7 OF 12 CALC. BY SC DATE 1/14/2013 Consider 2x Wood Studs -. Member := "2x4" No of Members: n := 1 Selected Member Properties Species Commercial Grade Member Size # of Mem. b d Area S„ 1x E (in) (in) (in2) (in3) (in4) (ksi) Hem -Fir Stud 2x4 1 1.5 3.5 5.25 3.06 5.36 1200 Plate Height: ht := hplate — 4.5•in Compression Parallel to Grain Non -Adjusted Design Value: Grading Adjustment Factor: Coefficient Used for Column Stability Factor: Maximum Bending L, := 12•ir Unbraced Length Factor: Fc = 800•psi KcE := 0.3 k:= .11 Unbraced Length kl := k•ht (See NDS Section 3.7.1) (See NDS Section 3.7.1) Effective Length Factor: k := 1.84 Unbraced Length: (Ref NDS Table 3.3.3) Determine the allowable axial compressive stress per NDS Section 3.6 . Adjustment Factors - NDS Table 2.3.1 CM Ct CF Ci Cr CT 1.00 1.00 1.00 1.00 1.15 1.00 Modified Modulus of Elasticity: Stress used for column stability factor: Column stability factor: Allowable axial compression design stress w/ no lateral load: Maximum Allowable Axial Load w/ no lateral load: Allowable axial compression design stress with lateral load: E E'CNI CtCi'Cr CF:= KcE•E' ( kl \2 ddressed( id) l+ 2c CD := 1.15 CD := 1.6 (FCEI 1 + I — Fc 2c J 2 FcE Fc c Le := k• L, Le = 1.84 ft .:. Fc_No_LL := Fc•CD•CM•Ct CF•Ci•CP pallow_No_LL A(id)•F'c_No_LL Fc w LL Fc'Cn'CM'Ct'CF'Cr'CP kl = 8ft E' = 1200000.psi FcE = 478.52•psi CP = 0.5 Fc_No_LL = 4591)si pallow No LL = 2409 Ib Fc_ _LL = 639•ps1 P:\0 PROJECTS\20000\20400\20426 TS170 663118 McGINNIS & ASSOCIATES Consulting Engineers, Inc. 1110 Westmark Drive Saint Louis, Missouri 63131-1735 JOB: TS Accessory Building #170-663118 NO. 20426 SHEET NO. 8 OF 12 CALC. BY SC DATE 1/14/2013 Determine the allowable bending stress Der NDS Section 3.3 ( Determine the slenderness ratio: Le•ddressed(id) RB := if Lu > 0•ft,I 2 ,1 vl bdressed(id) Coefficient used for beam KbE :_; 0.439 stability factor: Tabulated bending design value from Table 4A: Tabulated bending design value multiplied by applicable adjustment factors: Beam stability factor: Allowable bending, stress:, Lateral pressure: Stress value used for beam stability factor: Fb_material = 675. Psi Fb'star := Fb material'CM'Ct CF' Ci•CD•Cr CL := FbE 1+ F bstar Lu > 0•ft, L9 R8=5.86 KbE• E' FbE :_ R 2 a 1+ Fbllow Fb_materiarCm. Ct. CF. Ci•CD•CL•Cr Pwhtw= 9.13•psf Maximum moment due to lateral pressure: Maximum bending stress: Tributary width of member: Mmax Pwhtw.twidth•ht2 •0.125 Mmax fb :— Sx(id) Find the maximum compressive stress to satisfy the bending and axial compression interaction equation. Solving for the compressive stress results in: Maximum allowable axial load w/ lateral load: fc = 292•psi Fallow w LL := A(id)•fc Controlling allowable axial load: Pal low = 15321b Required axial load capacity: Prequired Stud deflection @ midheight: / FbE Fbstar). 1.9 2 twidth 16•ir Mmax = 97ft•Ib fb = 899.psi fb b allow' <_ 1.0 fo Fallow w LL = 1532 Ib FbE Fbstar ,1.0 0.95 1 FL=15.34ksi CL = 1 Fb_allow =. 1237. psi (NDS equation 3.9-3) Axial load w/ lateral load governs Rroof_DL + .SRroof_LL rtspacing — twidth °lateral:= 5 Pwhtw. twidth • ht 4 384• E• Ix(id) Prequired = 330 Ib °lateral = 0.17•in ht °lateral = 550 P:\0 PROJECTS\20000\20400\20426 TS170 663118 McGINNIS & ASSOCIATES Consulting Engineers, Inc. 1110 Westmark Drive Saint Louis, Missouri 63131-1735 JOB: TS Accessory Building #170-663118 NO. 20426 SHEET NO. 9 OF 12 CALC. BY SC DATE 1/14/2013 Shear Wall Design: Consider Walls A&C: Percentage of lateral force taken by walls A&C: Total Wall Length: Seismic Force: 'wall := 20•ft'+ Oir Fastener type (penny weight): nail_size := 8 Percent := 50% Fastener spacing at edge: edge_spacing := 6•in Code provisions: {18% reduction if hem -fir studs are used} {40% allowable increase for wind design permitted} Adjustment for perforated shearwall: Perfortated multiplier: Shear Stress: Co = 1 Length of Shear Wall: IshearwalI := 20 -ft + Oir Tranverse Wind Force: Fwir G t = 1670.83 Ib Sheathing grade: Sheathing thickness: sheathing := "Smart Panel" 3 thickness := g •in {Reduction for panels applied over gypsum {Aspect ratio reduction for seismic}.• max_height_opening := 0:ft SDPWS Table 4.3.3.5 FEQ Percent Vseismic •_ Ishearwall _ vseismic — 2 7'rIf vwind wind_t'Percent 'shearwal I For 0.375 in. Smart Panel applied directly to framing w/ 8d nails @ 6 in. edge spacing. Seismic Design: Wind Design: Check Uplift: Roof Tributary Area: vwind = 42•plf Since Vseismic = 27 Ib/ft <= \tallow = 148 Ib/ft OK Since vwind = 42 Ib/ft <_ \tallow = 148 Ib/ft OK At := 2.5ft Overturning Moment: Mot_EQ FEQ'Percent•hplate = 4.56•kip•ft Resisting Moment: Chord Forces: Uplift Anchorage at shear wall ends: lwal l 2 Mot_wind Fwind_t'Percent•hplate = 7.kip•ft wall Mres_EQ := (0.6— 0.14•Sds)' DLroof 2 At DLwall'Ishearwall'hplate' 2 Mres_wind 0.6• 'wall2 'wall DLroof 2 At + DLwall' Ishearwall' hplate' 2 tension := max(vseismic'hpiate,vwind•hplate) uplift := max Mot EQ — Mres_EQ Mot_wind — Mres_wind� 'wal l 'wall Mres_EQ = 8.59 kip ft Mres_wind= 11.04•kip-ft . tension = 350 Ib OK uplift = —202 Ib No Anchorge Required P:\0 PROJECTS\20000\20400120426 TS170 663118 McGINNIS & ASSOCIATES Consulting Engineers, Inc. 1110 Westmark Drive Saint Louis, Missouri 63131-1735 JOB: TS Accessory Building #170-663118 NO. 20426 SHEET NO. 10 OF 12 CALC. BY SC DATE 1/14/2013 Shear Wall Design: Consider Wall B: Percentage of lateral force taken by wall B: Total Wall Length: Seismic Force: 'Krell 3 -ft + Oin FEQ = 1088.06 Ib Fastener type (penny weight): Fastener spacing at edge: Code provisions: {18% reduction if hem-fir.studs are used} {40% allowable •increase for wind design permitted} ° {Aspect ratio reduction for seismic} Adjustment for perforated shearwall: max_height_opening := 0.ft Minimum panel: • Percent := 16.7% nail_size := 8 edge_spacing':= 6•in {Note: 3-3'-0" panels each resist 16.7% of lateral force .= 50% total} Length of Shear Wall: Tranverse Wind Force: Sheathing grade: 'Sheathing thickness: Ishearwall 3•ft+ Oin Fwind_I = 1254.17.Ib sheathing : "Smart Panel 3 thickness := • 8 -in {Reduction for panels applied over gypsum} Perfortated multiplier: Co = 1 SDPWS Table 4.3.3.5 Shear Stress: Vseismic FEQ• Percent Ishearwal I Vseismic = 61•plf Vwind Fwind ('Percent Ishearwall For 0.375 in. Smart Panel applied directly to framing w/ 8d nails @ 6 in. edge spacing. Seismic Design: , Wind Design: Check Uplift: Roof Tributary Area: Overturning Moment: Resisting Moment: Chord Forces: Iran -el 3ft vwind = 7°' Of Since Vseismic = 61 :Ib/ft <_vanow = 106 Ib/ft OK Since vwind = 70 Ib/ft <= \tallow = 148 Ib/ft OK At := 0.5E Mot_EQ := FEQ. Percent•hplate = 1.52 -kip -ft ( Mres_EQ :_ (0.6 — 0.14•Sds)' DLroof i Mot_wind FwindI'Percent•hplate = 1.75•kip•ft 'wall2 'wall 2 At +DLwall' Ishearwall'hplate 2 'wall (wall Mres_wind 0.6 DLroo{ 2 At + DI -wall. Isheary all' hp late' 2 / tension := max(vseismic'hplate,Vwind'hplate) Mot EQ — Mres_EQ Mot_wind — Mres_wind\ Uplift Anchorage uplift := max at shear wall ends: 'wall 'wall Mres_EQ= 0.35•kip•ft Mres_wind = 0.45•kip•ft tension = 585 Ib OK uplift = 434 Ib Sill plate will suffice P:\0 PROJECTS\20000\20400\20426 TS170 663118 McGINNIS & ASSOCIATES Consulting Engineers, Inc. 1110 Westmark Drive Saint Louis, Missouri 63131-1735 JOB: TS Accessory Building #170-663118 NO. 20426 SHEET NO. 11 OF 12 CALC. BY SC DATE 1/14/2013 Shear Wall Design: Consider Wall D: Percentage of lateral force taken by wall D: Total Wall Length: Seismic Force: Iwall 20•ft + Oin Fin =. 1088.06 Ib Fastener type (penny weight): nail_size := 8 Percent := 50% Fastener spacing at edge: edge_spacing := 6 -in Code provisions: {18% reduction if hem-firstuds are used} {40% allowable increase for wind design .permitted} Adjustment for perforated shearwall: Perfortated multiplier: Shear Stress: Length of Shear Wall: Ishearwall 20 -ft + •Oin Tranverse Wind Force: ' FWind:l = 1254.17 Ib Sheathing grade: Sheathing thickness: sheathing := "Smart. Panel" 3 thickness :=gin {Reduction for panels applied over gypsum} {Aspect ratio reduction for seismic} maxheight_opening := O;ft Co = 1 SDPWS Table 4.3.3.5 FEQ•Percent "seismic shearwall vseismic — 27..PI "wind F wind_I' Percent shearwall For 0.375 in. Smart Panel applied directly to framing w/ 8d nails @ 6 in. edge spacing. .Seismic Design: .Wind Design: Check Uplift: Roof Tributary Area: Overturning Moment: Resisting Moment: Chord Forces: "wind = 31 • pif Since '"seismic. = 27 Ib/ft <_ "allow 148 lb/ft OK Since . "wind =.. 31 Ib/ft <= "allow = 148 Ib/ft OK At := 0.56 Mot_EQ FEQ•Percent•hplate = 4.56 -kip -ft i Mres_EQ (0.6 — 0.14•Sds)• DLroof Mres_wind 0.6• Mot_wind Fwind_i•Percent•hplate = 5.25 -kip -ft Iwall2 'wall At + DLwall 'shearwal l' hplate• 2 'wall 'wall DLroof•At + DLwaIr IshearwaII' hplate• 2 tension := max(vseismic•hplate>vwind•hplate) Uplift Anchorage uplift := max at shear wall ends: / Mot_EQ — Mres_EQ Mot_wind — Mres_wind\ 'wall 'wall i • Hres_EQ= 15.6 -kip -ft 20.04 -kip -ft Mres_wind = tension = 263 Ib OK uplift = —552 Ib No Anchors Required P:\O PROJECTS\20000\20400\20426 TS170 663118 McGINNIS & ASSOCIATES Consulting Engineers, Inc. 1110 Westmark Drive Saint Louis, Missouri 63131-1735 JOB: TS Accessory Building #170-663118 NO. 20426 SHEET NO. 12 OF 12 CALC. BY SC DATE 1/14/2013 Overall Overturning: Driving Forces: Overturning Moments: Mott Fwind_t•hplate Uplifting Moment: Combined Driving Moment: Resisting Moment: Mott FEQ. Hplate B2 Muplift:=-Pwvtw•L•3 8 - 52 Pwvcl L• 8 Mdriving max(Mot1 + Muplift, Mot2)• Mres := (Ws - pt. 2 )..0.6 • Since Mre 69.2- >= driv ing 35.8 OK Foundation Design: Consider Continuous Wall Footings: Maximum allowable bearing pressure: Roof Tributary Width: Wall Height: • Fb := 1000.psf •5 tWroof •_. + 5over hpiate = 8.38ft Maximum axial load per foot of wall: Pmax TLroof•tWroof + DLwall• hpiate Minimum footing width required: Pmax bfooting Fb (hooting 12•in Ib Pmax = 452 ft bfooting = 5.4•in Use 12" wide x 12" deep footing. Mott = 13.99 kip ft, mo te=9.11 kipft Muplift= 21.77•kip•ft Mdriving = 35.76•kip•ft. = 69.2•kip•ft P:\0 PROJECTS\20000\20400\20426 TS170 663118 08-01-2013 City of Tukwila Jint Haggerton,ltlayor Department of Community Development Jack Pace. Director THEO VERVILLES 17500 WEST VALLEY HY TUKWILA WA 98188 RE: Permit No. D13-026 KNIGHT GARAGE 12214 42 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 09/21/2013. 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 09/21/2013, 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, '?>,TB Bill Rambo Permit Technician File: Permit File No. D13-026 6300 Southcenter Boulevard Suite # 100 • Tukwila. Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 PE c Cwy ; D PLAN REVIEW/ROUTING SLIP .ACTIVITY NUMBER: D13-026 PROJECT NAME: KNIGHT GARAGE SITE ADDRESS: 12214 42 AV S X Original Plan Submittal _ DATE: 01-23-13 Response to Incomplete Letter # Response to Correction Letter # Revision # After Permit Issued DEPARTMENTS: L 4-uLFL. ding iivision Pub -lic Works (3 AM 0/A- - t i -p Fire Prevention Planning Division I (', Structural ❑ Permit Coordinator 1 DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: Incomplete DUE DATE: 01-24-13 Not Applicable n Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg 0 Fire 0 Ping 0 PW 0 Staff Initials: TUES/THURS ROUTING: Please Route 1%1 Structural Review Required n No further Review Required ❑ REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Approved with Conditions )4 Notation: REVIEWER'S INITIALS: DUE DATE: 02-21-13 Not Approved (attach comments) n DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire 0 Ping 0 PW 0 Staff Initials: Documents/routing slip.doc 2-28-02 Contractors or Tradespeople P ter Friendly Page General/Specialty Contractor A business registered as a construction contractor with L&I to perform construction work within the scope of its specialty. A General or Specialty construction Contractor must maintain a surety bond or assignment of account and carry general liability insurance. Business and Licensing Information Name TUFF SHED INC UBI No. 601645132 Phone 4252518833 Status Active Address 17500 W Valley Hwy Ste 100 License No. TUFFSI'038RZ Suite/Apt. License Type Construction Contractor City Tukwila Effective Date 12/9/1997 State WA Expiration Date 7/2/2013 Zip 981885500 Suspend Date County King Specialty 1 General Business Type Corporation Specialty 2 Unused Parent Company Business Owner Information Name Role Effective Date Expiration Date SAUREY, TOM President 01/01/1980 Bond Amount MURPHY, DANIEL C Secretary 07/12/2011 100061834 BARKER, DEL Secretary 07/12/2011 KAPER, DENNIS Treasurer 07/12/2011 TRAVELERS CASUALTY Et SUR CO OF LANGTON, STEVE Vice President 01/01/1980 01/30/2009 PROLOW, LEE $12,000.00 01/01/1980 07/12/2011 Bond 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 American Contractors Indem CO (AMCN) 100061834 01/27/2009 Until Cancelled $12,000.00 01/29/2009 3 TRAVELERS CASUALTY Et SUR CO OF 0195103129048BCMQ 06/26/2002 Until Cancelled 01/30/2009 $12,000.00 06/28/2002 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 9 TWIN CITY FIRE INSURANCE COMPA 34UUNN06192 07/01/2008 07/01/2013 $1,000,000.00 07/06/2012 8 TRAVELERS IMDEMITY CO OF CT 630754G9406 07/01/2007 07/01/2008 $1,000,000.00 06/18/2007 7 TRAVELERS PROPERTY CAS INS CO 630754G9406 07/01/2005 07/01/2007 $1,000,000.00 07/03/2006 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 Infractions/Citations Information No records found for the previous 6 year period httns://fortress.wa. s?ov/lni/bbip/Print. aspx 02/13/2013 " 20' RIDGE VENT 12x12 VENT 12 5 1'-0" 1'-0" — 3/8" SMARTSIDE WITH FOIL BACKING 20'-0" WALL A ELEVATION nJG� TCt 20' RIDGE VENT 1'-0" 12x12 VENT 12 5 4111 r 1,-0" FINISHED GRADE 3/8" SMARTSIDE WITH FOIL BACKING is 20'-0" WALL C ELEVATION 5;2u`I'� ACCESSORY BUILDING 20' X 20' 400 SQ FT FINISHED GRADE 2% DOWNSLOPE FOR 5' MINIMUM ON ALL SIDES FINISHED GRADE 1'-0" DRAWING INDEX Al - PROJECT NOTES, ELEVATIONS A2 - PLANS, SHEAR WALL SCHEDULE A3 - SECTIONS, DETAILS r 20' RIDGE VENT 2% DOWNSLOPE FOR 5' MINIMUM ON ALL SIDES FINISHED GRADE 1'-0" 8070 DOOR 8'-0" 3068 DO 4 R CLASS 'A' SHINGLES 1'-0" 20'-0" WALL B ELEVATION r20' RIDGE VI .NT 3/8" SMARTSIDE WITH FOIL BACKING - F I ..,�_.. T.�_ _� ._r J. 1 7 AE ti l k I r7 i 1. T i �� r 'T -',A, ; _ r r, V CLASS 'A' SHINGLES 1,-0" 20'-0" WALL D ELEVATION f'� s 3/8" SMARTSIDE WITH FOIL BACKING '----REVIEWED FOR CODE COMPLtANCE APPROVED FEB 0 4 2013 City of Tukwila BUILDING DIVISION PROJECT NOTES DESIGN REQUIREMENTS 1. GOVERNING CODES: 2009 IRC OCCUPANCY REQUIREMENTS: GROUP U CONSTRUCTION TYPE: V -B 2. DESIGN SCHEDULE A. BUILDING SIZE WIDTH: 20'-0" LENGTH: 20'-0" SIDE WALL HEIGHT: 8'-4 1/2" TOTAL HEIGHT: 13'-5" B. BUILDING LOADS ROOF LIVE LOAD: 25 PSF ROOF DEAD LOAD: 10 PSF C. DESIGN WIND 3 SECOND GUST, Vas: 85 MPH WIND EXPOSURE: B D. SEISMIC DESIGN CATEGORY: D2 E. SITE CLASS: D F. ROOF PITCH: 5/12 3. ROOFING SCHEDULE A. ROOF SHEATHING SHALL BE APA RATED 7/16" THICK SILVERCREST OSB. STAGGER LAYOUT PER APA CONDITION 1. B. PI #24/16 MIN UNBLOCKED. C. SHEATHING NAILING SHALL BE PER NAILING SCHEDULE. D. 30 YEAR FIBERGLASS SHINGLES (CLASS A) (U.N.O.). E. 15 LB. ROOFING FELT. F. TYPE 'D' METAL DRIP EDGE FLASHING REQUIRED ALL SIDES. G. TRUSSES SHALL BE SPACED © 24" OC. H. SEE SEPARATE TRUSS SHEETS FOR TRUSS FRAMING AND MATERIALS. I. TRUSS CONNECTION PLATES 'EAGLE METAL PLATES' ICC #ESR 1082. J. THE TRUSS PLATE INSTITUTE (TPI) (NER QA 430) IS THE INSPECTION AGENCY RESPONSIBLE FOR IN -PLANT INSPECTIONS. K. TRUSS MANUFACTURER: TUFF SHED, INC. 4. WOOD FRAMING A. ALL WALL FRAMING MEMBERS SHALL BE STUD GRADE OR BETTER WITH THE FOLLOWING DESIGN VALUES: Fb = 675 PSI, Ft = 400 PSI, Fv = 75 PSI Fc = 800 PSI PARALLEL TO GRAIN, E = 1,200,000 PSI. B. STUDS SHALL BE SPACED @ 16" OC. C. FASTEN EXTERIOR WALL SHEATHING TO FRAMING PER NAILING SCHEDULE. D. PROVIDE SOLID BLOCKING AT ALL HORIZONTAL JOINTS OCCURRING IN BRACED WALL PANELS PER R602.10.1. E. SHEAR WALL MATERIAL SHALL BE AS SPECIFIED IN SHEAR WALL SCHEDULE. F. SHEAR WALL NAILING SHALL BE AS SPECIFIED IN SHEAR WALL SCHEDULE. 5. SOIL A. MIN. REQUIRED SOIL TYPE SHALL BE CLAY, SANDY CLAY, SILTY CLAY, OR CLAYEY SILT (CL, ML, MH & CH). PRESCRIPTIVE ALLOWABLE SOIL BEARING PRESSURE USED IN DESIGN IS 1500 PSF AT 12" DEEP. VALUES ARE PER TABLE R401.4.1. B. IN THE EVENT OF THE DISCOVERY OF EXPANSIVE SOILS, FOUNDATION WILL EXTEND MIN. 2'-0" BELOW GRADE. C. ALL FOOTINGS SHALL BE FOUNDED ON UNDISTURBED NATURAL SOIL. D. IN THE EVENT EXCAVATIONS REVEAL UNFAVORABLE CONDITIONS, THE SERVICES OF A SOILS ENGINEER MAY BE REQUIRED. 6. PERMIT A. PERMIT APPLICATIONS, WHERE NO PERMIT IS ISSUED, SHALL EXPIRE PER LIMITATIONS SET BY LOCAL CODES. SECTION R105. B. JOB CARD REQUIRED TO BE AVAILABLE FOR SIGNATURE AT JOB SITE GENE7RAL NOTES 1. G=NERAL: A. ERECTION PROCEDURES SHALL CONFORM TO OSHA STANDARDS. BUILDER SHALL PROTECT ALL ADJACENT PROPERTY, STRUCTURES, TREES, UTILITIES, ETC. B. BUILDER IS RESPONSIBLE FOR SAFETY OF BUILDING DURING CONSTRUCTION. PROVIDE ALL SHORING OR BRACING AS REQUIRED AND PER GOVERNING REGULATIONS. ;C. ALL WOOD CONSTRUCTION CONNECTORS REFERENCED IN THIS DRAWING SHALL BE SIMPSON 'STRONG -TIE' OR EQUIVALENT INSTALLED PER MANUFACTURER'S SPECIFICATIONS. D. GREEN VINYL SINKER NAILS DO NOT MEET THE NAILING REQUIREMENTS OF COMMON NAILS. 2. PLYWOOD DIAPHRAGMS PRODUCT STD PS 1-95, DOUGLAS FIR -LARCH, STRUCTURAL 1 (OR CDX). 3. MATERIAL EVALUATION REPORT IDENTIFICATION 00 A. TRUSS CONNECTION PLATES BY EAGLE METAL PLATES PER ICC ES REPORT #ESR -1082. B. DURATEMP SIDING BY ROSEBURG FOREST PRODUCTS IS APPROVED FOR USE WITHOUT UNDERLAYMENT PER ICC ESR REPORT #ESR -2760. C. HARDIPANEL SIDING BY JAMES HARDIE BLDG PRODUCTS PER NES REPORT #NER-405 D. SMARTSIDE SIDING BY LP CORPORATION PER ICC REPORT #ESR -1301. E. LAMINATED VENEER LUMBER (LVL) PER ICC ES REPORT #ESR -1387. F. HDU PRE -DEFLECTED HOLDOWNS BY SIMPSON PER ICC ES REPORT #ESR -2330. G. SSTB ANCHOR BOLTS BY SIMPSON PER ICC ES REPORT #ER -2611. EXIRED .SEP 21.201 RECEIVED CITY OF TUKWILA JAN 2 3 2013 ERMIT CENTER 3O2 McGINNIS & ASSOCIATES CONSULTING ENGINEERS, INC. 1110 WESTMARK DRIVE SAINT LOUIS, MISSOURI 63131 PHONE: (314) 835-1224 #20426 THESE DRAWINGS AND THE DESIGN ARE THE PROPERTY OF TUFF SHED, INC. THESE DRAWINGS ARE FOR A BUILDING TO BE SUPPLIED AND BUILT BY TUFF SHED. ANY OTHER USE IS FORBIDDEN BY BOTH TUFF SHED AND THE ENGINEER OF RECORD McGinnis ASSOCIATES. ,ge tsuiiaings & uarages TUFF SHED, INC. 17500 W. VALLEY HWY TUKWILA, WA 98188 (425) 251-8833 CnNTRACTOR'S LICENSE. TUFESI'038RZ vF DIOL va cz O V) Drawn By: SJ Date: 1/3/13 Checked By: SC Date: 1/14/13 Revised: Revised: Title: PROJECT NOTES ELEVATIO.' -`• Scale: 1/4" = 1'-0" Sheet: Al Sheet 1 of 3 NAILING SCHEDULE CHORD SPLICE NAILING: 8 - 16d NAILS EACH SIDE OF SPLICE. TRUSS BLOCKING: (4) - 16d (TOENAILED) SHEAR WALL SCHEDULE CALC. ALLOW. SHEAR SHEAR LOAD LOAD (Ib/ft) (Ib/ft) SHEAR WALL SCHEDULE CALC. SHEAR LOAD (Ib/ft) ALLOW SHEAR LOAD (Ib/ft) FRAMING NAILING: STUD TO TOP PLATE, 2-16d END NAIL STUD TO SILL PLATE, 2-16d END NAIL OR 4-8d TOENAIL DBL. HEADER 16d @ 16" OC ALONG EACH EDGE HEADER TO KING STUD 4-8d TOENAIL OR 4-16d END NAIL DOUBLE TOP PLATES, 16d @ 16" FACENAIL UNLESS SPECIFIED HEREIN, ALL NAILING SHALL BE PER 2009 IRC TABLE R602.3(1). UPLIFT TRANSFER: PROVIDE SIMPSON H2.5 AT EACH END OF TRUSSES. PROVIDE 2X4 SOLID BLOCKING ON ALL UNSUPPORTED EDGES OF PLYWOOD ON SHEAR WALLS. 2X4 FRAMING. SHEATHE EXTERIOR WITH 3/8" SMARTSIDE WITH FOIL BACKING. 20'-0" LONG TOTAL. 20' USED FOR SHEAR. NAILING: EDGE: 8d COMMON @ 6" OC FIELD: 8d COMMON @ 12" OC NO HOLDOWNS REQUIRED. 42 148 2X4 FRAMING. SHEATHE EXTERIOR WITH 3/8" SMARTSIDE WITH FOIL BACKING. 20'-0" LONG TOTAL. (3'+3'+3') = 9' USED FOR SHEAR. NAILING: EDGE: 8d COMMON @ 6" OC FIELD: 8d COMMON @ 12" OC NO HOLDOWNS REQUIRED. TOENAIL BLOCKING TO TOP PLATE: 3-8d/ BLOCK 70 148 150 UNBLOCKED ROOF DIAPHRAGM ROOF SHEATHING NAILING: BORDER: 8d COMMON @ 6" OC EDGE: 8d COMMON @ 6" OC FIELD: 8d COMMON @ 12" OC 42 214 END WALL SHEAR TRANSFER: SHEATHING AT END WALL LAPS TOP PLATE OF WALL BELOW. PROVIDE EDGE NAILING. REFERENCE END WALL ASSEMBLY/A3. 2X4 FRAMING. SHEATHE EXTERIOR WITH 3/8" SMARTSIDE WITH FOIL BACKING. 20'-0" LONG TOTAL. 20' USED FOR SHEAR. NAILING: D EDGE: 8d COMMON @ 6" OC FIELD: 8d COMMON @ 12" OC NO HOLDOWNS REQUIRED. 42 148 2X4 FRAMING. SHEATHE EXTERIOR WITH 3/8" SMARTSIDE WITH FOIL BACKING. 20'-0" LONG TOTAL. 20' USED FOR SHEAR. NAILING: EDGE: 8d COMMON @ 6" OC FIELD: 8d COMMON @ 12" OC NO HOLDOWNS REQUIRED. TOENAIL BLOCKING TO TOP PLATE: 3-8d/ BLOCK 31 148 150 A B 20'-0" D ANCHOR BOLT MAX. SPACING, END DISTANCE, EDGE DISTANCE, MINIMUM EMBEDMENT, & MINIMUM END DISTANCE PER FOUNDATION PLAN NOTES ON A3. c FOUNDATION PLAN B 2X4 TREATED SOLE PLATE TYPICAL ALL WALLS (U.N.O.) 20'-0" D N 2X4 WALL FRAMING STUDS @ 16" OC q • FLOOR PLAN IB DOUBLE TOP PLATES INTERLOCK AT CORNERS N N L01 T01A TRUSSES @ 24" OC T01Y L01 W 0 0 ROOF FRAMING PLAN =J CATWALK TYP. REVIEWED FOR CODE COMPLIANCE APPROVED FEB 0 4 2013 City of Tukwila BUILDING DIVISION EXPI IED SEP 2 . 1.20 ly: bl3o2b RECEIVED CITY OF TUKWILA JAN 2 3 213 ?Ef MIT ,ENTER McGINNIS & ASSOCIATES CONSULTING ENGINEERS, INC. 1110 WESTMARK DRIVE SAINT LOUIS, MISSOURI 63131 PHONE: (314) 835-1224 #20426 PO No. 663118 Inv No. 665593 Customer: RUDY KNIGHT Description: ACCESSORY BUILDING 20' X 20' = 400 SQ FT Site Address: 12214 42ND AVE. S TUKWILA, WA 98188 THESE DRAWINGS AND THE DESIGN ARE THE PROPERTY OF TUFF SHED, INC. THESE DRAWINGS ARE FOR A BUILDING TO BE SUPPLIED AND BUILT BY TUFF SHED. ANY OTHER USE IS FORBIDDEN BY BOTH TUFF SHED AND THE ENGINEER OF RECORD McGinnis ASSOCIATES. TUFF SHED Storage Buildings & Garages TUFF SHED, INC. 17500 W. VALLEY HWY TUKWILA, WA 98188 (425) 251-8833 CONTRACTOR'S LICENSE: TUFFSI.038RZ COPYRIGHT ® 2010 TUFF SHED, INC. PROPRIETARY, ALL RIGHTS RESERVED STORE 170 Drawn By: SJ Date: 1/3/13 Checked By: SC Date: 1/14/13 Revised: Revised: Title: PLANS SHEAR WALL SCHED NAILING SCHEDULE Scale: 1/4" = 1'-0" Sheet: A2 Sheet 2 of 3 SEE PROJECT NOTES FOR MATERIALS 4'x8'x7/16" SILVERCREST OSB SHINGLES NAIL TO INTERMEDIATE FRAMING MEMBERS - REFERENCE NAILING SCHEDULE/A2 DIAPHRAGM BOUNDARY DRIP EDGE PANEL EDGE IS NOT SUPPORTED BY BLOCKING - UNLESS NOTED TRIM REFERENCE NAILING RAFTERS AND/ SCHEDULE/A2 OR TRUSSES SIDING ROOFING SHEATHING NAILING DTL TOP PLATES CRIPPLES (AS REQ.) SPACER (IF REQ.) DOUBLED HEADER STUD TRIMMER SOLE PLATE FOR OPENINGS UP TO 5'-11 1/2" UNLESS OTHERWISE NOTED TOP PLATES CRIPPLES (IF REQ.) SPACER (IF REQ.) "• DOUBLED HEADER STUD DOUBLE TRIMMERS SOLE PLATE FOR OPENINGS 6'-0" AND WIDER UNLESS OTHERWISE NOTED NAILING: HEADER TO STUD - 4-8d TOENAIL OR 4-16d END NAIL DOUBLED HEADER - 16d @ 16" STAGGERED FACE NAIL REFERENCE TABLE 2304.9.1 HEADER DETAIL NOT TO SCALE BOUNDARY NAILING TRUSS BLOCKING TRUSS I �. 111101I/ W• I SIMPSON H2.5 PLATE ON INSIDE AT EACH TRUSS WALL TOP PLATES 1°1 SIDING STUDS TOE NAIL BLOCKING TO TOP PLATE H2.5 RANCH TRUSS ATTACHMENT DETAIL WITH BOTTOM CHORD ROOF SHEATHING 2X4 BLOCK W/ A34 AT EACH END AND 6-8d COMM NAILS THRU ROOF SHEATHING 2X4 BRACE AT 6' OC ATTACH WITH (6) 16d COMMON FACE NAILS AT BLOCK AND AT ROOF SHEATHING. 3 NAILS EACH SIDE TRUSS ATTACH END WALL TRUSS TO TOP PLATE WITH NAILS PER SHEAR WALL SCHEDULE. 2X4 FULL LENGTH OF BUILDING @ 6' OC BOTH END WALLS. ATTACH TO TRUSS BOTTOM CHORD WITH 2-16d NAILS. NAIL ALSO AT END WALL TRUSS. MATCH DIAGONAL BRACE LOCATION. H10 ANCHOR AT EACH 2X4 BRACE THIS DETAIL IS PROVIDED IN LIEU OF A RIGID CEILING SYSTEM END WALL BRACE and TRUSS BOTTOM CHORD BRACE NOT TO SCALE GABLE TRUSS --- GABLE TRUSS BOTTOM CORD NAIL SHEATHING PER NAILING SCHEDULE NAIL BOT. CHORD TO UPPER TOP PLATE FROM BELOW W/ 16d NAILS @ 9" O.C. BEFORE SETTING ON WALL BOTTOM EDGE OF TOP SHEATHING PANEL NAIL TO PLATE 2 FASTEN END TRUSS - PLATE ASSEMBLY TO LOWER TOP PLATE W/ 2-16d@16"O.C. WALL STUDS ENDWALL ASSEMBLY DETAIL a 2X SOLID BLOCKING BETWEEN TRUSSES NAIL SHEATHING TO WALL STUD PER SHEAR WALL SCHEDULE SHEAR TRANSFER NOTES: 1. REFERENCE SHEAR WALL SCHEDULE FOR NAILING AND HOLDOWN REQUIREMENTS. 2. REFERENCE ROOFING SCHEDULE FOR MATERIAL AND NAILING REQUIREMENTS. NAIL SHEATHING TO SOLE PLATE PER SHEAR WALL SCHEDULE EDGE NAILING 4': 4. 0 • SHEAR TRANSFER DETAIL 3/4" = 1' 0" to co ATTACH 7/16" SILVERCREST OSB SHEATHING TO TRUSSES PER NAILING SCHEDULE. TRUSSES @ 24" O.C. CEILING AND WALLS SHALL BE LEFT UNFINISHED 4" CONCRETE SLAB 2x4 STUDS @ 16" O.C. BUILDING SECTION 3/8" = 1' - 0" e 20'-0" ATTACH EACH END OF EACH TRUSS TO TOP PLATES WITH H2.5 OR EQUIV CLIPS. WALL FRAMING TO BE 2X4 HF STUD GRADE @ 16" OC. REVIEWED FOR CODAPPCE ROVED FEB 042013 City of Tukwila BUILDING DIVISION cD fl U FINISH Co i GRADE 1%. UNHEATED GARAGE SPACE ANCHOR BOLT & P.T. SILL PLATE PER NOTES BELOW #4 CONTINUOUS TOP & BOTTOM CONCRETE FLOOR "v 3" CLR. TYP. 1'-0" MIN. WWF PER NOTES BELOW THICKENED SLAB MONOLITHIC FOUNDATION CONTINUOUS FOOTING NOTES 1. TOP OF SLAB TO BE 6" MIN. ABOVE GRADE. SLAB REINFORCEMENT SHALL BE WWF 6X6 W10xW10 PER ASTM A185. LOCATE AT MID -DEPTH OF SLAB. 2. ALL FOOTING FORMS SHALL BE INSPECTED FOR SIZE AND REINFORCING BEFORE POURING CONCRETE. 3. FOOTINGS SHALL BEAR ON UNDISTURBED NATURAL, COMPETENT SOIL,OR PROPERLY COMPACTED STRUCTURAL FILL. ALLOWABLE SOIL BEARING PRESSURE IS 1500 PSF AT 12" BELOW GRADE. 4. CONCRETE: MINIMUM 28 DAY COMPRESSIVE STRENGTH, Pc = 2500 PSI. 5. REINFORCING STEEL: A615, GRADE 40 OR GRADE 60. ALL REINFORCING STEEL SHOWN TO BE CONTINUOUS MAY BE LAPPED A MINIMUM OF 38 BAR DIAMETERS OR 24" MINIMUM, WHICHEVER IS LARGER. 6. SEISMIC DESIGN CATEGORY: D2 A. ATTACH PRESSURE TREATED SOLE PLATE TO THE FOOTING USING 1/2" DIA X 10" LONG 'L' BOLTS WITH NUTS AND 3"X3"X1/4" PLATE WASHERS. B. ANCHOR BOLTS SHALL BE EMBEDDED AT LEAST 7" INTO THE CONCRETE AND SHALL BE SPACED NOT MORE THAN 6' OC. C. THERE SHALL BE A MINIMUM OF 2 BOLTS PER SOLE PLATE PIECE WITH 1 BOLT LOCATED NOT MORE THAN 12" NOR LESS THAN 7 BOLT DIAMETERS FROM EACH END OF EACH PIECE. CF -1 FOUNDATION DETAIL 3/4" = 1'-0" or 1/16 scale IRC Ek�.• �s °^ YDS bs 02(2 END RAFTER ROOF SHEATHING STRUCTURAL TRUSS 2X4 LADDER FRAME STANDARD GABLE TOP PLATE WALL STUD SECTION AT RIDGE LAY OUTRIGGERS FLAT AND "LET" INTO TOP CHORD OF ENDWALL (GABLE) TRUSS TO SUPPORT OVERHANG, AT 4'-0" O.C. BUTT NAIL TO FIRST STRUCTURAL TRUSS. STRUCTURAL TRUSS 2X4 LADDER FRAME STANDARD GABLE BLOCKING END RAFTER RECEIVED CITY OF TUKWILA JAN 2 3 2013 'ERMIT CENTER CANTILEVERED LADDER FRAME OVERHANG DETAIL M g en eo W F, E�y.t 0 N Z A m 0. ,ic),' 0 „i, cr. r, o ta 0) zo o x U VI a o. 665593 0 re 0 0 Drawn By: SJ Date: 1/3/13 Checked By: SC Date: 1/14/13 Revised: Revised: Title: SECTIONS DETAILS Scale: NONE Sheet: A3 K, Sheet 3 of 3