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Plans / fir : , ,0 r • i BUILDO1r '. WISION . 30 �. . 1 ,, , _ i .. • ' /- , . L 6- I' 1 y- UY �. 5 ti CI OF� IGARD . I� i , s I Approved ?: .l::ll�l:�!e: [ ti )6: k i Conditionally Approved [ ] ; i See Letter to: Follow , [ ] �'" I i� Attached [ .... �' ', ,i't ; y 1 Permit N jriber: 2 -i'Z i. i !' Address: t 1 +° 70.1 - 3 1�c r ,e..r - - i By: -a. Date: l /I ( /\ ". F_ - _ E! R�'4-11 ; f ` OF FICE COPY . S 1 1 r''11 ,, . , . ,. , , . .. ... y-F f , ' 1 407® s 141 I ill 11 11 164.1) 1 ° b CITY OF TIGARD - SITE PLAN REVIEW BUILDING PERMIT NO.: 1-- 15"7" DD A(2 -�O'. PLANNING DIVISION: Required Setba cs: 0 Approved 0 Not Approved Side: _ Street Side: JJ Front. ?l7 Garage: a 0 Rear: d , Visual Clearance: ❑ Approved ❑ Not Approved Maximum Building Height ..a,/ feet r n V CWS Service Provider Letter Required: � Yes 0 No C � 0 Received By: ) ‘41A- � v� / Date: ta- /I�U ENGINEERIN EPARTMENT: Actual :lope:.% Approved 0 Not Approved Site P =n: ELApproved 0 N 't Approved B . _ Date: /2- l tv Notcs: af2pLoUt. Li 1ie,c, ynIi -L4 ar,c4 s I - CITY OF TIGARD - SITE PLAN REVIEW BUILDING PERMIT NO: Street Trees: pproved 0 Not Approved Protected Tress. Approved 0 Not Approved By: / orally Date: 0-4'4/ Notes: „1. 1 , ll - t . . . PLANS FOR :,,,WAGNER MIKE • • . DATE 12/1-0/10 . • . , rnNt • 4 i 1 i i „.• - ,. < ,. . . •,-,, .... Rit , • • S.-Jill' J • • .... j 3 . • • r 3 51 US G T 2 1J • 0,, . . • , j J 1 • 50 -9 [ o r 1 80.0- 3 - 0155 • .lam 4' _ � , .. - f • - . - • 1 l / _ - - • - -® MN MiTek POWER To PERFORM.'" MiTek Industries, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676 -1900 Re: 7821S Fax 916/676 -1909 7821S Parker Buildings Wagner The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by Truss Technology, Inc.. Pages or sheets covered by this seal: R32497799 thru R32497800 My license renewal date for the state of Oregon is June 30, 2012. Important Notice: If visually graded lumber is used for the trusses covered by these designs, see "SPIB Important Notice, Dated July 28, 2010" (reprinted at www.mii.com) before use. MiTek does not warrant third -party lumber design values. ��,NG P E /O 2 cc 16890PE 9 r t OR 4V EX' (RATION D' A $0/12 December 3,2010 Tingey, Palmer The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI -1995 Sec. 2. r' MiTek` POWER TO PERFORM."' MiTek Industries, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676 -1900 Re: 7821S Fax 916/676 -1909 7821 S Parker Buildings Wagner The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by Truss Technology, Inc.. Pages or sheets covered by this seal: R32497799 thru R32497800 My license renewal date for the state of Washington is August 1, 2012. Important Notice: If visually graded lumber is used for the trusses covered by these designs, see "SPIB Important Notice, Dated July 28, 2010" (reprinted at www.mii.com) before use. MiTek does not warrant third -party lumber design values. \M ER S. Thvc QQ' F WAS,/ F !- O h - / December 3,2010 Tingey, Palmer The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI -2002 Chapter 2. F Job Truss TrIJSS Type Qty Ply 78215 Parker Buildings Wagner R32497799 7821S 20'GE GABLE 1 1 Job Reference (optional) Truss Technology Inc., Salem, Or. 7.060 a Jan 22 2009 MiTek Industries, Inc Fri Dec 03 09:55:19 2010 Page 1 I 6-5-0 I 10-0-0 13 -7-0 I 20-0-0 6-5-0 3-7-0 3-7-0 6-5-0 Scale: 3/8" =1' 54 = 3 4.00 12 PL, 2x4 2x4 2 4 •`, .. I, a' 15x4 = mipriPP-- 1. 5x4 = 1 5 il as 6 A 4 5x8 = I 10-0-0 3x8 20-0-0 I 10-0-0 10-0-0 Plate Offsets (X,Y): 19:0 -1- 12,0 -0- 8],19:0 -1- 12,0 -0-8] LOADING (psf) SPACING 6-6-0 CSI DEFL in (loc) I/defl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.38 Vert(LL) -0.15 6 >999 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.49 Vert(TL) -0.20 1-6 >999 180 TCDL 3.0 Rep Stress Ina NO WB 0.52 Horz(TL) 0.06 5 n/a n/a BCLL 0.0 Code IBC2006/TPI2002 BCDL 1.0 (Matrix) Weight: 113 lb LUMBER BRACING TOP CHORD 2 X 6 DF SS G TOP CHORD 2-0-0 oc purlins (3 -8-14 max.) BOT CHORD 2 X 6 DF SS G (Switched from sheeted: Spacing > 4 -0-0). WEBS 2 x 4 DF Std G BOT CHORD Rigid ceiling directly applied or 6 -3-15 oc bracing. OTHERS 2 x 4 DF Std G JOINTS 1 Brace at Jt(s): 3 CONT. 2X6 BLOCKING A it 1� • . ,, ,AgRS. G 2X6 B ' q P V WASy J- REACTIONS (lb/size) 1= 1842/0 -5-8, 5= 1842/0 -5-8 secno • A." /1- ; ' C Max Horz 1=-119(LC 6) Max Uplift 1= 847(LC 7), 5=- 847(LC 8) - • NOTE: ACTUAL SPACING OF THE TRUSS IS TRU S i . :- ` Z EVERY 13' -0" O.C. (SEPARATED BY A 5-1/2" SP' i E). E `: I - FORCES (lb) - Maximum Compression/Maximum Tension SPACING OF THE BOTTOM CHORD LATERAL B CINt TOP CHORD 1-2=-4134/1792, 2-3=-3032/1337, 3-4=-3032/1337, 4- 5=- 4134/1794 MAY BE INCREASED TO 12' -0" O.C. PROVIDED . NTIN OUS / BOT CHORD 1-6=-1678/3733, 5-6=-1566/3733 304 2X6 BLOCKING IS USED ALONG THE FULL LEN e E � � WEBS 2-6=-1311/716, 3-6= 543/1184, 4-6= 1311/719 BOTTOM CHORD (SEE SECTION A -A). CONNEC .L • C /STE �' WITH 10d NAILS AT 6" oc ALONG EACH B.C. NOTES � ON E � G\ 1) Wind: ASCE 7 -05; 95mph; TCDL= 1.8psf; BCDL =0.6psf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard . Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1 -2002. 3) TCLL: ASCE 7 -05; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct =1.1 4) Unbalanced snow loads have been considered for this design. D PR O 5) The bottom chord dead load shown Is sufficient only to cover the truss weight itself and does not allow for any additional load to ( ace, be added to the bottom chord. • S G] N 1ST 6) Dead loads shown include weight of truss. Top chord dead load of 5.0 psf (or less) is not adequate for a shingle roof. Architect to OA �� 9 a2 verify adequacy of top chord dead load. CV r / -9 7) Horizontal gable studs spaced at 2 -0-0 oc. CC 1 ,. e . .- 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI L • _ /23 LOAD CASE(S) Standard � FM: ,,� eo l i -�� IN R S.S EXPIRATION DATE: 06/30/12 December 3,2010 I t A WARNING - Verify design parameters eters and READ NOTES ON THIS AND INCLUDED NITER REFERENCE PAGE 1811 7473 rev. I0 -'08 BEFORE USE Design valid for use only with MITek connectors. This design Is based only upon parameters shown. and Is for an individual building component. Applicability of design paramenters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the ITele erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding wrrcv,e fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/rPI1 qualify Criteda, DSB -89 and BCSI Bonding Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312 Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply 7821S Parker Buildings Wagner R32497800 7821S 20'IBC -4 OUEENPOST 2 1 Job Reference (optional) Truss Technology Inc., Salem, Or. 7.060 s Jan 22 2009 MiTek Industries, Inc. Fri Dec 03 09:55:19 2010 Page 1 I 6 I 10-0-0 I 13 -7-0 1 20-0-0 I . 6-5-0 3-7-0 3-7-0 6-5-0 Scale: 3/8 5x6 = 3 4.00 12 2.4 - 2 . 4 2 4 rA 1 A 41 5 31 e *)x8 = 8 A 10 -0-0 5x8 = 20-0-0 10 -0-0 10 -0-0 LOADING (psf) SPACING 6 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.38 Vert(LL) -0.15 6 >999 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.49 Vert(TL) -0.20 1-6 >999 180 TCDL 3.0 Rep Stress !nor NO WB 0.52 Horz(TL) 0.06 5 n/a n/a BCLL 0.0 Code IBC2006/TPI2002 (Matrix) Weight: 105 lb BCDL 1.0 LUMBER BRACING TOP CHORD 2 X 6 DF SS G TOP CHORD 2-0-0 oc purlins (3 -8-14 max.) BOT CHORD 2 X 6 DF SS G (Switched from sheeted: Spacing > 4 -0-0). WEBS 2 x 4 DF Std G BOT CHORD Rigid ceiling directly applied or 6-3-15 oc bracing. JOINTS 1 Brace at Jt(s): 3 CONT. 2x6 BLOCKING <, II ri TYP. 10d NAIL • REACTIONS (Ib /size) 1= 1842/0- 5 -8, 5= 1842/0 -5-8 2x8 B.C. Max Horz 1=- 119(LC 6) SECTION : - Max Uplift 1=- 847(LC 7), 5=- 847(LC 8) NOTE: ACTUAL SPACING OF THE TRUSS IS TWO TRUSSE EVERY 1V-0" FORCES (lb) - Maximum Compression/Maximum Tension SPACING OF TOE (SEPARATED OTTOM CHORD LATERAL BARACIN N.,r.. S. TA/ C&(, TOP CHORD 1-2=-4134/1792, 2- 3=- 3032/1337, 3-4=-3032/1337, 4- 5=- 4134/1794 MAY BE INCREASED TO 12' -0" O.C. PROVIDED CONT MPS OF WAS//, BOT CHORD 1-6= A, 1878/3733, 5-6=- 1566/3733 2X6 BLOCKING IS USED ALONG THE FULL LENGT • TH , — '' L, WEBS 2-6= 1311 /716, 3-6= 543/1184, 4-6 =1311/719 BOTTOM CHORD (SEE SECTION A -A). CONNECT , OCKI .f r WITH 10d NAILS AT 6" oc ALONG EACH B.C. h 4 O NOTES 1) Wind: ASCE 7 -05; 95mph; TCDL= 1.8psf; BCDL= 0.6psf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone; 1 cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33 ,o / � 2) TCLL: ASCE 7 -05; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct =1.1 30496 3) Unbalanced snow loads have been considered for this design. 0 � FQ / STEsi ' " ,$ 4) The bottom chord dead load shown is sufficient only to cover the truss weight itself and does not allow for any additional load to ,t & be added to the bottom chord. S1 O N AL E� 5) Dead loads shown include weight of truss. Top chord dead load of 5.0 psf (or less) is not adequate for a shingle roof. Architect to verify adequacy of top chord dead load. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. t s c,0 PR QF F s 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI .. , oAG(N 1. � 9 /� 2 cc 1 • ' 9r LOAD CASE(S) Standard , /� . JO) • • 1 R S,t EXPIRATION DATE: 06/30/12 December 3,2010 • • A WARNING - Verify design parameters and READ NOTES ON TIES AND INCLUDED ITlTMTREFERENCE PAGE AID -7473 rep. 10-DE BEFORE USE Design valid for use only with lWtek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. Applicability of design paramenterr and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of IndMdual web members only. Additional temporary bracing to Insure stability during construction is the responsibtity of the Miele erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding rrow•Rm.RRraRw- fabrication, quality control storage, delivery, erection and bracing, consult ANSVTPII OualN Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety InlonnatIon available from Truss Plate Institute, 281 N. Lee Street, Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/4 Center plate on joint unless x, y Failure to Follow Could Cause Property offsets are indicated. 6 -4-8 dimensions shown in ft- in- sixteenths Damage or Personal Injury Ira= Dimensions are in ft- in- sixteenths. I I (Drawings not to scale) 11.41k and f Apply ull py lates embed to both sides teeth of truss 1. Additional stability bracing for truss system, e.g. diagonal or x- bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For 0 - 6 1 2 3 wide truss spacing, Individual lateral braces themselves TOP CHORDS may require bracing, or alternative T. I, or Eliminator _ bracing should be considered. F � 4 3. Never exceed the design loading shown and never p 11■11101111■ stack materials on inadequately braced trusses. O 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate designer, erection supervisor, property owner and = plates 0 nd' from Outside a U O p at other interested parties. edge of truss. O 5. Cut members to bear tightly against each other. C7$ C6-7 C5-6 H BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TP! 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. ' Plate location details available in MiTek 20/20 software or upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED /LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT 9 Unless expressly noted. this design is not applicable for PLATE SIZE use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10. Camber is a non - structural consideration and is the 4 x 4 width measured perpendicular NUMBERS /LETTERS. responsibility of truss fabricator. General practice is to to slots. Second dimension is camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC - Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that c if Indicated by symbol shown and /or ESR -1311, ESR -1352, ER -5243, 9604B, specified. by text in the bracing section of the 95-43, 96 -31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER -487, NER -561 spacing indicated on design. if indicated. 95110, 84-32, 96-67. ER -3907, 9432A 14. Bottom chords require lateral bracing at 10 it. spacing, BEARING or less, if no ceiling is installed, unless otherwise noted. t,......-- 15. Connections not shown are the responsibility of others. Indicates location where bearings 16. Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but © 2006 MiTek® All Rights Reserved approval of an engineer. reaction section indicates joint 1 ® number where bearings occur. �� ® 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 1 9. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction. and pictures) before use. Reviewing pictures alone DSB - 89: Design Standard for Bracing. Fv iTe k® is not sufficient. BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER TO PERFORM." ANSI/TPI 1 Quality Criteria. , Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: MII -7473 rev. 10-'08 ,r , ..:.___, ‘,._._ POLE B PLANS 1. C ALL DRAWINGS SHALL BE REVIEWED AND APPROVED BY OWNER AND /OR CONTRACTOR PRIOR TO BEGINNING OF SITE WORK OR BUILDING CONSTRUCTION. ALL DIMENSIONS AND SPECIFICATIONS SHALL BE VERIFIED AND ANY DISCREPANCIES, BUILDING OWNER: MIKE WAGNER ERRORS AND /OR OMISSIONS SHALL BE REPORTED TO SOUTH VALLEY ENGINEERING PRIOR TO MATERIAL PURCHASE AND BUILDING LOCATION: 14070 SW 114TH AVE. BEGINNING OF CONSTRUCTION. SOUTH VALLEY ENGINEERING SHALL NOT BE HELD LIABLE FOR ANY COSTS OR DAMAGES TIGARD, OR. 97224 INCURRED DUE TO DISCREPANCIES, ERRORS AND /OR OMISSIONS DISCOVERED AFTER CONSTRUCTION HAS BEGUN. COUNTY: WASHINGTON 2 THE BUILDING OWNER AND OR CONTRACTOR ACCEPTS FULL RESPONSIBILITY FOR ANY WORK DONE THAT IS NOT SHOWN ON OR DOES NOT COMPLY WITH THESE PLANS. REQUESTS FOR ANY CHANGES SHALL BE MADE TO THE ENGINEER IN BUILDING DIMENSIONS: 20' X 26' X 11' BUILDING AREA: 520 SF WRITING, AND SHALL BE RECEIVED FROM THE ENGINEER IN WRITING PRIOR TO IMPLEMENTATION. ROOF PITCH: 4 IN 12 CONSTRUCTION TYPE: V -B 3. STRUCTURAL CONCRETE FOR SLABS AND FOUNDATIONS SHALL BE A MINIMUM OF 2500 PSI COMPRESSIVE STRENGTH AT 28 ROOF FRAMING SYSTEM: PRE- ENGINEERED TRUSSES BY OTHERS DAYS WITH NO SPECIAL INSPECTION REQUIRED. FOOTINGS AND FOUNDATIONS SHALL BE CAST AGAINST UNDISTURBED ROOF ASSEMBLY: METAL NATIVE SOIL UNLESS OTHERWISE NOTED ON THE PLANS. WALL ASSEMBLY: METAL 4. ALL DIMENSIONAL LUMBER SHALL BE #2 OF OR BETTER UNLESS OTHERWISE NOTED ON THE PLANS. HIGHER GRADE BUILDING USE: PRIVATE SHOP LUMBER OF SAME SPECIES MAY BE SUBSTITUTED FOR SPECIFIED GRADE. 5. ALL WOOD IN CONTACT WITH CONCRETE ABOVE GROUND SHALL BE PRESSURE TREATED FOR ABOVE GROUND CONTACT. ALL WOOD EMBEDDED IN GROUND SHALL BE PRESSURE TREATED FOR BURIAL. CONTRACTORBUILDER: PARKER BUILDINGS 6. ROOF & WALL WOOD SHEATHING (IF USED )-UNLESS OTHERWISE NOTED ON THE PLANS: ADDRESS: P.O. BOX 407 ALL ROOF AND WALL WOOD SHEATHING SHALL BE AN APPROVED APA RATED SHEATHING, EXPOSURE I, GRADE C-D, EXTERIOR GLUE, 7/16" THICK (MINIMUM). EXTERIOR GRADE SHEATHING SHALL BE RATED FOR EXTERIOR USE. WOOD ROOF HUBBARD, OR. 97032 SHEATHING SHALL BE NAILED WITH 8d NAILS AT 6" O.C. EDGES AND 12" O.C. FIELD. 2X BLOCKING IS NOT REQUIRED FOR ROOF SHEATHING. WALL SHEATHING SHALL BE NAILED WITH 8d NAILS AT 6" O.C. EDGES AND 12" O.C. FIELD OR AS SPECIFIED ON THE PLANS. 2X BLOCKING SHALL BE INSTALLED AT ALL PANEL EDGES ON ALL WALLS. BUILDING DESIGN CRITERIA SHT DRAWING LIST 7. ALL FASTENERS EXPOSED TO THE ELEMENTS SHALL BE GALVANIZED OR CORROSION RESISTANT. ALL FASTENERS IN GROUND SNOW LOAD, Pg = 25 PSF 1 C1.0 COVER SHEET PRESSURE TREATED WOOD SHALL BE HOT -DIPPED GALVANIZED OR STAINLESS STEEL. ROOF DEAD LOAD = 3 PSF 2 P1.0 PLAN VIEW 8. IF PLANS SPECIFY GRAVEL BACKFILL IN POSTHOLE, BACKFILL WITH %" MINUS CLEAN CRUSHED GRAVEL TO SPECIFIED WIND SPEED - 95 MPH (3 SEC. GUST) 3 E1.0 ELEVATION VIEWS EMBEDMENT DEPTH. BACKFILL IN 6" LIFTS AND SATURATE AND COMPACT EACH LIFT. WIND EXPOSURE - B 4 S1.0 SECTION A 9 UNLESS OTHERWISE NOTED, THE 6" THICK PAD AT THE BOTTOM OF THE POST HOLES IS NOT REQUIRED FOR DOOR POSTS NOT SUPPORTING VERTICAL LOADS, AND MAY BE OMITTED FOR STRUCTURAL POSTS BEARING ON SOLID ROCK. SEISMIC DESIGN PARAMETERS: 5 S2.0 SECTION B 10. INSTALL ALL TRUSS BRACING PER TRUSS ENGINEERING. INSTALL TEMPORARY TRUSS BRACING DURING CONSTRUCTION Ss = .92; S i = 0.33 6 D1.0 TRUSS CONNECTION DETAILS PER BCSI -B10 GUIDELINES FOR POST FRAME TRUSS INSTALLATION, RESTRAINT & BRACING DURING CONSTRUCTION. SEISMIC DESIGN CATEGORY = D 7 D2.0 POST EMBEDMENT DETAILS OCCUPANCY CATEGORY = II 8 D3.0 PURLIN & GIRT DETAILS SOIL BEARING CAPACITY =1,500 PSF 9 D4.0 SHEATHING DETAILS BUILDING CODES & REFERENCES �� v _ED PROF6c COVER SHEET , I N F ♦ . DRAWING NO.: C1.0 MIKE WAGNER -2010 OSSC ��ti �' ` F REV.: 0 SHEET: 1 LOCATION: 14070 SW 114TH AVE. -ASCE 7 -05 4 • • I A- PROJECT NO.: 10112002 TIGARD, OR. 97224 -NDS 2005 12/ /i0 ■ ORE GON DATE: 9 DEC 2010 SCALE: NIA DRAWN BY: SH THE PLANS FOR 1HIS BULDING ARE THE PROPERTY OF SOUTH VALLEY ENGINEERING, L1C AND SHALL BE SURRENDERED UPON REQUEST. THIS BUILDING HAS BEEN � '\ <<>, J GC). 9 Z� O QS South Valley Engineering ENGINEERED TO CONFORM TO NE PLANS ANY CHANGES OR MODIFICATIONS DIMENSIONS ►IE E PUWSNPICLUD B SPECIFIED, �IITED TO BURDING D ILSfONS ONLY AT THE LOCAllON DESIGN CRITERIA, CRITERIA, OR BU I LDwc%cnTIO� SE y FV R / 1 .0- 4742 Liberty Rd. S #151 • Salem, OR. 97306 WITHOUT EXPRESS WRITTEN PERMISSION OR DOCUMENTATION BY NE ENGINEER WHOSE SEAL IS AFFIXED TO THESE PLANS SHALL RENDER NESE PLANS NULL Ph. (503) 302 -7020• Fax (503) 343 -9620 AND VOID, AND NE ENGINEER WHOSE SEAL IS AFFIXED TO THESE PLANS SHALL NOT BE HELD UABLE FOR NE STRUCTURAL INTEGRITY OR CODE COMPLIANCE OF E-mail: southvalleyeng@comcast.net ANY BUILDING CONSTRUCTED REFERENCING THESE PLANS UNDER THESE CONDITIONS. RENEWS: 6/30/11 A . . e , 26'-0" 13' -0" 13-0" DA Op 1 e SINGLE TRUSS � INSTALL PER DWG 52.0 niTg — PRE - ENGINEERED / DOUBLE TRUSSES © o TYP THIS GABLE WALL 10' -0" BY OTHERS X TYP NI z OA a, - — 1 20 -0" Pa i o - — - ,Ni o 4 "CONCRETE I SLAB ON GRADE o ° z X w o w AA SINGLE 2X12 #2 DF RAFTER 10' -0" ® 0 INSTALL PER DWG S2.0 TYP THIS GABLE WALL 4 re- TABLE 1 HOLE DIMENSIONS POST SIZE DIAMETER DEPTH BACKFILL NOTES QA 6X6 24' 0 3'-6" GRANULAR - © 6X6 24' 0 3'-6" GRANULAR INSTALL UPLIFT COLLARS PER DWG D2.0 © 4X6 18' 0 Z-6" CONCRETE INSTALL PER CONSTRUCTION NOTES Q E D j' 0E6- PLAN VIEW GENERAL NOTES � (,,` r ,r / DRAWI NO.: P1.0 OWNER: MIKE WAGNER c; )'. .. ,- �4' te ' REV.: 0 ISHEET: 2 LOCATION: 14070 SW 114TH AVE. 1. ALL POSTS TO BE #2 HF PRESSURE TREATED FOR BURIAL AND ORIENTED AS SHOWN " 41 ' • " 8 UNLESS OTHERWISE NOTED. / PROJECT NO.: 10112002 TIGARD, OR. 97224 1 2/ 2. UNLESS OTHERWISE DIMENSIONED, ALL WINDOWS AND WALK DOORS MAY BE LOCATED ORE GON DATE: 9 DEC 2010 SCALE: 1/8" =1' -0° 'DRAWN BY: SH BY THE OWNERICONTRACTOR IN THE WALLS SHOWN 3. EMBED POSTS AND BACKFILL PER DWG D2.0. CONCRETE BACKFILL MAY BE s,\ G C y 9, 2 o ' ' pq South Valley Engineering SUBSTITUTED FOR GRANULAR BACKFILL AND IN LIEU OF UPLIFT COLLARS. /9e/V R. Vest 4742 Liberty Rd. S #151 • Salem, OR. 97306 4. OWNERICONTRACTOR TO VERIFY ALL OVERHEAD DOOR DIMENSIONS AND Ph. (503) 302 - 7020• Fax (503) 343 - 9620 CLEARANCES PRIOR TO BUILDING CONSTRUCTION AND DOOR INSTALLATION RENEWS: 6/30/11 E - mail: southvalleyeng @comcast.net ` 4 I Al METAL WALL SHEATHING iIIIIIIIIIIIIIIIIIIIuIuIIIIIIII 4 `` DWG D4.0 METAL WALL SHEATHING PER DWG D4.0 11' -0" 10X10 OHD III 34X68 WD I 26' -0" 20' -0" 1 FRONT EAVE RIGHT GABLE METAL ROOF SHEATHING PER DWG D4.0 METAL WALL SHEATHING 12'-6" POLYCARBONITE LITE PANELS r°4 PER DWG D4.0 TYP EA EAVE WALL METAL WALL SHEATHING IIIIIIIIIIIIIIIIIIIIIIIIIIIII PER DWG D4.0 11' -0" 26' -0" a F 20' -0" REAR EAVE LEFT GABLE or ��� P, 1" ' o0A-6. ELEVATION VIEWS f � DRAWING NO.: E1.0 OWNER: MIKE WAGNER 0~ �� %/ REV.: 0 (SHEET: 3 L OCATION : 14070 SW 114TH AVE. `'�� TIGARD OR. 97224 12/ /10 PROJECT NO.: 10112002 OREGON DATE: 9 DEC 2010 SCALE: 3/16" =1' -0" DRAWN BY: SH ` �� y 9 Z o, � " s) DATE: South Valley Engineering 194 R. 1* 4742 Liberty Rd. S #151 • Salem, OR. 97306 Ph. (503) 302 -7020• Fax (503) 343 -9620 RENEWS: 6/30/11 E -mail: southvalleyeng @comcast.net ROOF SHEATHING PER ELEVATIONS PURLIN SIZE AND SPACING PER PLAN INSTALL PER DWG D4.0 INSTALL PURLIN AND PURLIN BLOCK PER DWG 63.0 ' TRUSS AND TOP GIRT ° ATTACHMENT PER DWG D1.0 * VO , * ROOF PITCH PER / ,:1� �' iiimilm ELEVATIONS __ I , BEARING BLOCK PER DWG D1.0 PRE- ENGINEERED TRUSSES \ . ' TYP EA SIDE OF POST BY OTHERS PER PLAN HEIGHT PER 1 9 . ELEVATIONS 2X6 #2 DF GIRTS AT 24" O.C. NI INSTALL COMMERCIAL STYLE PER DWG D3.0 - P.T. WALL POST SHEATHING PER PLAN PER ELEVATIONS INSTALL PER DWG D4.0 TYP ALL WALLS i 2X6 (MIN) P.T. BOTTOM GIRT CONCRETE SLAB I INSTALL WI (3) 16d NAILS EA END PER PLAN r __, ........... I- EMBEDMENT POST EMBEDMENT DEPTH PER �` SECTION A ; PER DWG D2.0 . D P ' `/F PLAN ,.��/ 1,►,i F ' DRAWING NO.: S1.0 OWNER: MIKE WAGNER � (ti , / r/ �' i . REV.: 0 'SHEET:. 4 LOCATION: 14070 SW 114TH AVE. / 12/ /10 PROJECT NO.: 10112002 TIGARD, OR. 97224 _______ ORE GON DATE: 9 DEC 2010 SCALE: 3/8" =1 IDRAWN BY: SH DIAMETER '�A G ly 9 Zo South Valley Engineering PER PLAN 64 R. HEC6 4742 Liberty Rd. S #151 • Salem, OR. 97306 Ph. (503) 302 -7020• Fax (503) 343 -9620 RENEWS: 6/30/11 E -mail: southvalleyeng@comcast.net ATTACH PURLIN TO TRUSS TOP CHORD ATTACH PURLIN TO RAFTER WI WI SIMPSON LU26 HANGER OR EQUAL PURLIN PER PLAN SIMPSON LU26 HANGER OR EQUAL PURLIN PER PLAN SINGLE 2X RAFTER PER PLAN INSTALL 2X6X18• LONG BLOCK ATTACH EA END TO POST W/ (6) 16d NAILS TIGHT UNDER TRUSS HEEL j;' II 111 ATTACH BLOCK TO POST WI (14) 16d NAILS I INSTALL 2X6X18" LONG BEARING BLOCK I TYP EA CORNER POST �' TRUSS TOP CHORD TIGHT UNDER RAFTER HEEL ATTACH BLOCK TO POST II TRUSS BOTTOM CHORD WI (14) 16d NAILS _ ATTACH TO POST PER DWG D1.0 TYP EA GABLE WALL POST i CORNER POST COMMERCIAL GIRTS PER DWG D3.0 , CORNER OR GABLE WALL POST COMMERCIAL GIRTS PER DWG D3.0 Inv SECTION B SECTION C GABLE TRUSS CONNECTION GABLE RAFTER CONNECTION W/ COMMERCIAL GIRTS W/ COMMERCIAL GIRTS c..0 pROFF SECTIONS B &C ti� , 1 N F F j' DRAWING NO.: S2.0 OWNER: MIKE WAGNER „ J 1 21 0 R 0 SHEET: 5 LOCATION: 14070 SW 114TH AVE. o: � t / /1 PROJECT NO.: 10112002 TIGARD, OR. 97224 1 ORE G O N DATE: 9 DEC 2010 SCALE: 318" =V -0" 'DRAWN BY: SH s AFA & y 9 Zo ° � " o � ° South Valley Engineering A/4 R HEEL�� 4742 Liberty Rd. S #151 • Salem, OR. 97306 Ph. (503) 302 -7020• Fax (503) 343 -9620 RENEWS: 6/30/11 E -mail: southvalleyeng @comcast.net • • . . • . ATTACH EA TOP GIRT TO POST W/ (4) 16d OR (3) 20d NAILS ,. • ATTACH EA TRUSS TO Ii POST WI (6) 16d OR 20d NAILS /MIN BEARING BLOCK PER DETAIL 1.2 I ENSURE FULL CONTACT BETWEEN TRUSS AND BEARING BLOCK BEARING BLOCK MUST PROVIDE FULL BEARING FOR TRUSS HEEL DETAIL 1.1 TRUSS ATTACHMENT WITH COMMERCIAL GIRTS BLOCK 2X6 BLOCK FREE OF SPLITS AND SHAKES BEFORE AND AFTER INSTALLATION I 514 " (2) %0 BOLTS WI NUT & FLAT WASHERS EA SIDE 141. '" i FL 1 3° 9 EO .OFF / TRUSS CONNECTION DETAILS �,� �' r DRAWING NO.: D1.0 OWNER: MIKE WAGNER 1 -1I2" MIN 4� ti /� ; ^ ' REV.: 0 (SHEET: 6 LOCATION: 14070 SW 114TH AVE. TYP L_ 1 112 1N ' ' $% r X PROJECT NO.: 10112002 TIGARD, OR. 97224 OREGON DATE: 9 DEC 2010 SCALE: NTS I DRAWN BY: SH s � ' & 1 Z: C South Valley Engineering DETAIL 1.2 NOTE: ALL DIMENSIONS ARE MINIMUM F,o 9, O SCALE: X2 DIMENSIONS AND MAY BE INCREASED yFN y Z R. k*-CLyF 4742 Liberty Rd. S #151 • Salem, OR. 97306 BEARING BLOCK DIMENSIONS & BOLT SPACING BUT NOT DECREASED Ph. (503) 302 - 70200 Fax (503) 343 - 9620 RENEWS: 6/30/11 E -mail: southvalleyeng@comcastnet • , • • P.T. POST PER PLAN P.T. POST PER PLAN INSTALL (2) 20d HOT- DIPPED GALVANIZED NAILS INSTALL (2) 20d HOT- DIPPED GALVANIZED NAILS 2" INTO EA POST FACE ADJACENT TO SLAB AT MID -SLAB 2" INTO EA POST FACE ADJACENT TO SLAB AT MID -SLAB CONCRETE SLAB CONCRETE SLAB PER PLAN PER PLAN • ? :o� . GRANULAR BACKFILL PER PLAN : ' 3 •' •:.! CONCRETE BACKFILL PER PLAN " -:-- f INSTALL PER CONSTRUCTION NOTES ' } ' f INSTALL PER CONSTRUCTION NOTES h.` V `if EMBEDMENT ' , 'v:':: ' EMBEDMENT t• ` ; "` INSTALL ( 20d HOT DIPPED GALVANIZED NAILS DEPTH PER : st Y ; `= DEPTH PER INSTALL (10) 20d HOT -DIPPED GALVANIZED 2" INTO EACH POST FACE FOR POST PLAN PLAN (2) POST FACES FOR POST ATTACHMENT TO CONCRETE COLLAR (IF REQ'D) ATTACHMENT TO CONCRETE BACKFILL INSTALL 12" THICK CONCRETE '• UPLIFT COLLAR (IF REQ'D) ` 6 "THICK CONCRETE PAD ' SEE NOTE 1 . INSTALL PER CONSTRUCTION NOTES 6" THICK CONCRETE PAD ' 1 DIAMETER _] INSTALL PER CONSTRUCTION NOTES 1 .... _ DIAMETER PER PLAN PER PLAN DETAIL 2.1 DETAIL 2.2 ���E P oFF POST EMBEDMENT DETAILS r , a � DRAWING NO.: D2.0 OWNER: MIKE WAGNER 0 ~ y R EV 1 wcr .: 0 SHEET: 7 14070 SW 114TH AVE. �� 12/ /10 PROJECT NO.: 10112002 TIGARD, OR. 97224 OREGON DATE: 9 DEC 2010 SCALE: NTS I DRAWN BY: SH GENERAL NOTES u% , , g� 2 si 1. UPLIFT COLLARS ARE REQUIRED ONLY IF SPECIFIED IN c* 4 South Valley Engineering F 4742 Liberty Rd. S #151 • Salem, OR. 97306 N R f1E TABLE 1 ON THE PLAN VIEW ph. (503) 302 -7020• Fax (503) 343 -9620 RENEWS: 6/30/11 _ E -mail: southvalleyeng@oemcast.net ATTACH EA PURLIN TO TRUSS TOP CHORD OR RAF ATTACH PER DWG EA 04.0 PURLIN TO PURLIN RAFTER W/ SIMPSON ATTACH EA PURLIN TO BLOCK W1(3) 16d NAILS LU26 HANGER OR EQUAL PURLIN BLOCK W/ (3) 16d NAILS INSTALL (2) 16d NAILS IN EA () SEE NOTE 2 ROOF PER DW CONSTRUCTION G D4.0 ROOF CONSTRUCTION PER DWG 04.0 END OF PURLIN OVERLAP ROOF CONSTRUCTION ' _ � TRUSS TOP IL i It CHORD OR RAFTER �1:1 PURLIN PER PLAN TRUSS TOP �' ± � !I PURLIN PER PLAN TRUSS TOP PURLIN PER PLAN CHORD OR RAFTER CHORD OR RAFTER ATTACH 2X OR 4X PURLIN BLOCK INSTALL 2X CONTINUOUS BLOCKING A ATTACH 2X OR 4X PURLIN BLOCK TO A TRUSS TOP CHORD OR BETWEEN TRUSS TOP CHORDS TO EA TRUSS TOP CHORD OR ATTACH BLOCKING TO EA TOP RAFTER W/ (2) 16d NAILS RAFTER WI (2) 16d NAILS CHORD W/ 16d NAILS @ 12° O.C. DETAIL 3.1 DETAIL 3.2 DETAIL 3.3 PURLINS STACKED AND BUTTED PURLINS STACKED AND OVERLAPPED PURLINS INSTALLED WITH JOIST HANGERS 1 INSTALL 2X BLOCKING POST OR FULL - LENGTH 1 1 TIGHT BETWEEN GIRTS 11111 BEARING BLOCK PER DWG S1.0 1 ATTACH EA BLOCK TO POST WI (6) 16d NAILS ATTACH EA GIRT TO POST I OR FULL - LENGTH BEARING ATTACH EA GIRT TO JOIST HANGER AS SHOWN BLOCKING WI (3) 16d NAILS BLOCK W/ SIMPSON LU24 1 1 WALL CONSTRUCTION I1 WALL CONSTRUCTION 1 1 ---• PER DWG D4.0 POST PER DWG D4.0 SECTION 1.1 SECTION 1 -1 FROM DETAIL 3.4 DETAIL 3.4 DETAIL 3.5 COMMERCIAL GIRT INSTALLATION ALTERNATE COMMERCIAL GIRT INSTALLATION . o p;',,FF PURLIN & GIRT DETAILS � ��/ n,,I s* DRAWING NO.: D3.0 OWNER: MIKE WAGNER �~ / /r/ REV.: 0 SHEET: 8 LOCATE SW 114TH AVE. 22 /, ho PROJECT NO.: 10112002 TIGARD, OR. 97224 GENERAL NOTES DATE: 9 DEC 2010 SCALE: NTS DRAWN BY: SH OREGON 1. ALL NAILS INTO PRESSURE TREATED LUMBER SHALL BE ` �& Y 20�� �� South Valley Engineering HOT- DIPPED GALVANIZED <<`, 9, k q- IF PURLIN DEPTH EXCEEDS TRUSS TOP CHORD DEPTH, USE R. R. NE - 4742 Liberty Rd. S #151 • Salem, OR. 97306 SIMPSON JB TOP FLANGE HANGER OR EQUAL Ph. (503) 302 Fax (503) 343 - 9620 RENEWS: 6/30/11 E -mail: southvalleyeng @comcast.net PURLIN PER PLAN GIRT PER DWG S1.0 METAL BUILDING INSULATION (MBI) a. r (OPTIONAL SEE NOTE 1) ,R • ' PAINTED OR GALVANIZED 29 GA (MIN) TYP IN ROOF I RIBBED METAL SHEATHING PAINTED OR GALVANIZED 29 GA (MIN) • l RIBBED METAL SHEATHING OVER MBI V . I (IF INSTALLED) I ATTACH METAL SHEATHING PER DETAIL 4.3 __ I . I , i � ■ 1111 �� I I �� ATTACH METAL SHEATHING PER DETA 4 . 3 DETAIL 4.1 - DETAIL 4.2 ROOF SHEATHING WALL SHEATHING INSTALL #9 X 1" SCREWS W/ NEOPRENE WASHERS @ 9" O.C. FIELD AND 12" O.C. AT EDGES PLACE SCREWS NEXT TO EA INSTALL SEALANT AT ALL METAL LARGE RIB AS SHOWN SEAMS PER MFR'S SPECIFICATIONS iiiim ...■ .■ • .. ROOF OR WALL FRAMING - DETAIL 4.3 SCALE X2 METAL SHEATHING ATTACHMENT ���EO ID °P,6 SHEATHING DETAILS �� r , , / DRAWING NO.: D4.0 OWNER: MIKE WAGNER �� / ] 4 REV.: 0 ( SHEET: 9 LOCATION: SW 114TH AVE 8 T N .:10112002 TIGARD, X10 PROJECT 0 , OR 97224 • OREGON DATE: 9 DEC 2010 SCALE: NTS 'DRAWN BY: SH `s,„ '(/ 20 °�" q. ° South Valley Engineering GENERAL NOTES F,o � 6'' v R. Ne° 4742 Liberty Rd. S #151 • Salem, OR. 97306 1. METAL BUILDING INSULATION IS NOT REQUIRED BUT IS Ph. (503) 302 - 7020• Fax (503) 343 - 9620 RECOMMENDED TO REDUCE OR PREVENT CONDENSATION RENEWS: 6/30/11 E - mail: southvalleyeng @comcast.net South Valley Engineering 4742 Liberty Rd: S #151 • : Salem, OR. 97306 Ph. (503) 302 -7020 '• Fax (503) 343 -9620 E- mail: southvalleyeng@comcast.net Proiect No 10112002 Calculations for. Mike Wagner 14070 SW 114th Aver Tigard, OR. 97224 Date 12/9/2010 Engineer ��tz rcD P 'OF 7 w,i7 4 O - - . ORE" ON FA:_ <y 9, 0 i9e/�j R. Hecy4 RENEWS: 6/30/11'' POST FRAME BUILDING SUMMARY SHEET Owner: Mike Wagner Date: 12/9/2010 Building location: 14070 SW 114th Ave. Tigard, OR. 97224 Protect No.: 10112002 Building Description: Shop Building dimensions: Environmental Information: Width: 20 ft. Wind speed: 95 MPH Length: 26 ft. Wind exposure: B Height: 11 ft. Seismic design category: D Overhang: 0 ft. S 0.92 Roof pitch: 4 /12 S,: 0.33 Bay spacing: 13 ft. Ground snow load: 25 psf. Concrete Slab: Yes Design roof snow load: 25 psf. Roof dead load: 3 psf. (incl. ceiling load if any) Soil bearing capacity: 1,500 psf. Occupancy Category: II Per Table 1 -1 Table 1- 1'ASCE 7 -05 Post & posthole information: Eave wall posts: Gable wall posts: Size: 6x6 Size: 6x6 Grade: #2 H -F Grade: #2 H -F Posthole diameter: 24 in Posthole diameter: 24 in Posthole depth *: 3.50 ft. Posthole depth *: 3.50 ft. Post Constraint/backfill: Slab w/ granular Post Constraint/backfill: Slab w/ granular backfili backfill To bottom of footing *To bottom of footing Purlin & girt information: Purlins Girts Size: 2x6 Size & orientation: 2x6 Commercial • Grade: MSR 1650 Grade: #2 D -F Spacing: 24 in. o.c. Spacing: 24 in. o.c. Sheathing information: Roof: 29 ga. Metal only Walls: All walls are 29 ga. Metal only 10112002 Wagner.xds 12/9/2010 1 / 13 • Snow Load Calculations • • Snow load calculations per ASCE -05 Chapter:7 . ' . ' P 25 psf Ground Snow Load • C,: ` ` 1 0 , Exposure' Factor from ASCE'Table'7 -2 C,: 1.2 Thermal'Factor from ASCE Table 7 - - . - l 1.0- Importance Factor from ASCE•Table 7 -4 , • Flat Roof Snow Load; pi °. PexCaxl6 • p 21 'psf - Flat Roof Snow Load: - • C,. 0.88 Figure '7 based on C,, :roof slope and surface - . p,: 25 :0 psf - Sloped . roof snow'load :' • Calculate unbalanced snow load:: ", • • Un balanced snow load,is. not required due'to eave -ridge width 20' or less ` . Pees1 ` 25 psf =Design snow load : '- • • 10112002 w agner.xds' •, - 12/912010 2 / 133: 1 ,, , Wind Pressure Calculations Wind calculations per ASCE 7 -05 Chapter 6, Method 2 for Low Rise Buildings Roof Pitch:) 4 /12 Wind Speed, V:I 95 MPH Eave Height: 11 ft. Wind Exposure: B Velocity Pressure, q 0.00256 x K x K x K x V x C per equation 6.5.10 Angle: 18.43 ° K 0.70 Velocity pressure coefficient from Table'6 -3 1.0 Topographic effrect- assume no ridges or escarpments K 0.85 Wind Directionality Factor, Table 6 -4 I 1.00 Importance Factor Velocity Pressure, q 13.75 psf • Determine Velocity Pressure Coefficients & Wind Pressures on Structure per ASCE 7-05 Figure 6 -10 (MWFES) and Figures 6 -11 (Components & Cladding) MWFRS 1. Windward Eave Wall Pressure 2. Leeward Eave Wall: GC w : 0.52 GC ,: -0.42 qww: 7.10 psf I qi -5.71 psf 3. Windward Eave Roof Pressure 4. Leeward Eave Roof: GC -0.69 GC -0.47 qwr: -9.49 psf I ( q -6.44 psf I 5. Windward Gable Wall: 6. Leeward Gable Wall: GC 0.40 Cph,i -0.29 5.50 psf ( qh«: -3.99 psf Components & Cladding GC 0.18 Internal pressure per Figure 6 -5 7. Roof elements GC -0.82 qer: 13.71 psf (Roof elements per Figure 6 -11C 8. Wall elements: GCpw: -0.97 I q 15.84 psf 1Wa11 elements per Figure 6-11A . • 10112002 Wagner.ids 12/9/2010 3 1 13 • Seismic Design Parameters Calculate seismic building loads from ASCE 7 -05 Section 12.14.8 Seismic Parameters SS 0.92 Si= 0.33 - F - 1.13 - F 1.74 per Tables 11.4 -1 & 11.4 -2 ` SMs= 1.04 S 0.57 Calculated per Section 11.4:3 Soso 0.69 Sol= 0.38 Calculated per Section 11.4.4 Seismic Design Category= D From Section 11.6 Response Modification Coefficient, R= 7.0 From Table 12.14 -1, Section B -23. _ F= 1.0 For 1 story building Calculate building weights, W, for seismic forces Areas Building width= 20 Building length= 26 Building eave height = 11 Roof area= 520 sf Wall area =. 253 sf Roof + ceiling DL= 3 psf . WaII DL= 3 psf Snow LL (if appliable)= 0 psf Roof W= 1,560- lbs. Wall W 759 lbs W= 2,319 lbs total load for seismic calculation Calculate Seismic Base Shear, V V=[(FxSos)/FtWAI V= 230 lbs. Seismic base shear for building • V /2= 115 lbs. Seismic shear load for diaphragm design for one wall • 10112002 Wagnerxds 12/9/2010 4 / 13 • Diaphragm Stiffness Calculation The diaphragm stiffness will be calculated based on the methodology from "Post Frame Building Design ", by John N. Walker and Frank E. Woeste. This method is widely accepted in the post frame industry for determining metal diaphragm stiffness. 1. The diaphragm stiffness, c'= (Ext) / [2x(1 +u) x (g/p) + ( K 2 /(bxt) W here: c'= 3130 lbs/in = Diaphragm stiffness of the test panel (1992 Fabral Test for Grandrib Ill) E= 2.75E +07 psi = Modulus of elasticity for metal sheathing t= 0.017 in = Steel thickness for 29 ga metal sheathing u= 0.3 = Poisson's ratio for steel g/p= 1.085 = Ratio of steel corrugation pitch to steel sheet width b= 144 in. = Length of test panel K2= - = Sheet edge purlin fastening constant (unknown) 2. The diaphragm for the same metal for a different length b can be calculated with the above above equation once the constant K is know. Solving for K2 yields: K = [((Ext)x(bxt /c]- [2x(1 +u)x(bxt) /p) K2 = 878 in 3. The stiffness of the acutal panel will be calculated from equation in 1. above, based on its actual length, b' Roof pitch= 4 /12 Building width= 20 ft 8= 18.43 °roof angle b'= 126.49 in = length of steel roof panel at the given angle for 1/2 of the roof c= 2426 lbs/In - stiffness of actual roof diaphragm 4. Calculate the equivalent horizontal roof stiffness, c for the entire roof c 2xcx(cos /a) c 3,540 lb /in a= 156 in. post spacing • 5. Calculate the stiffness, k, of the post frame, which is the load required for the top of the frame a distance, d For d =1 ", k= P= (6xdxE /L d= 1 in- deflection used to establish k IP 108 in - Momentof inertia of post EP 1.10E +06 psi - Modulus of elasticity of post L= 120 in - Bending length of post k= 413 lbs/in 6. Determine the side sway force, mD from tables based on k/c verses number of frames. NF= 3 frames in building (including end walls) k/c 0.1165 mD= 0.95 = calculated stiffness of metal roof diaphragm Since roof sheathing Is metal, mD used for calculations is I 0.95 10112002 Wagnerids 12/9/2010 5 / 13 • • Post Wind Load Calculation • Determine the bending stress on the post from the wind load • Windward wall wind pressure = 7.10 psf Leeward wall wind pressure = -5.71 psf Total wind pressure = 12.81 psf Total wall pressure to use = 12.81 psf (10 psf min. per code) L= 120 in Bending length of the post w= 13.88 pli Distributed wind load on the post • Ma 12,489 lbf-in Moment as a propped cantilever (w x L / (2 x 8) f = 347 psi Stress on the post from the distirbuted wall wind, =,M c / S R= 624 lbf Total side sway force = 3 x w x (U8) mD= 0.95 Stiffness coefficient from diaphragm stiffness calculation, or .1.0 if wood sheathing in roof Q= 593 lbf Side sway force resisted by the roof diaphragm = mD x R we 13.2 pli The total distributed wind load resisted by the roof diaphragm = 8 x ((Q/(3 x L)) ty 0.69 pli The total distributed wind load NOT resisted by the roof diaphragm for which the post must resist. W p = w - W M eant = 4,996 lbf-in The moment in the post as a simple cantilever • = wpost x ((L /2) (This value is 0 if roof is a wood diaphragm) f 69 psi The fiber stress in the post from simple cantilever stress = M ean t /(2 x S (This value is 0 if roof is a wood diaphragm) M 16,861 lbf-in The total moment in the post = (mD x Ma) + M eant f p , s ,= 399 psi The total bending stress on the post = (mD x f e , e ) + f Ga• , • • 10112002 Wegner.,ds 12/912010 6 / 13 • • Post Design Determine the allowable bending and compression stresses for the eave wall posts per 2005 NDS Nominal Design Values (allowable) Adjustment factors per Table 4.3.1 Fb: 575 psi-bending Co for snow 1.15 LDF for snow F 575 psi - compression CD for wind/seismic 1.6 LDF for wind/seismic Co for post 1.0 Size factor for posts < 12" in depth Final Design Values Cp= 0.86 Column stability factor per Section 3.7 Fb_d 920 psi final allowable bending stress Fc_des,gn: 570 psi final allowable compression stress • Combined Bending And Compressive (CBAC) Post Loads by Load Case Determine the maximum Combined Bending And Compressive stresses in the eave wall post per NDS 3.9.2 using applicable load cases from ASCE 7 -05 Section 2.4. Load Case 1 - Dead Load + 3/4Wind + 3 /4Snow Fb_aesign: 920 psi Final allowable bending stress Fc_design: 570 psi Final allowable compression stress Pdead= 390 lbs Dead load - Psno 3250 lbs Snow load A= 36 sq-in Cross - sectional area of post F 1,284 psi f 299 psi =.75 x fb -post fb= 79 psi = ((.75 x P nnow ) + Pdead) /A CBAC1 0.37 = ((fc/Fc_ design) 2 ) - ((fd(Fb_design( 1- (fc/FcE)))))) Load Case 2 - Dead Load + Wind Fb_desIgn: 920 psi Final allowable bending stress • Fc_design: 570 psi Final allowable compression stress Pdead= 390 lbs Dead load Perrow 3250 lbs Snow load A= 36 sq -in Cross - sectional area of post F 1,284 psi f 399 psi=fb -post fb= 11 psi= P /A CBAC2= 0.44 = ((fdFc_ design) Z ) - ((fd(Fb_design( 1- (fc/Fce)))))) Load Case 3 - Dead Load + Snow Fb_d 920 psi Final allowable bending stress F 570 psi Final allowable compression stress Peesd= 390 lbs Dead load Psnow= 3250 lbs Snow load A= 36 sq -in Cross- sectional area of post F 1,284 psi f 0 psi =0 f 101 psi= ( Penow + Pdead) /A CBAC3= 0.03 = ((fc✓Fc_eesIgn)2) ((fd(Fb_design( (fc/Fce)))))) Max. CBAC= 44% » Maximum post usage < 100 %OK 10112002 Wagner.tds 12/9/2010 7 / 13 • Post Embedment Calculation Determine the minimum posthole diameter and embedment depth for the eave wall posts per ASAE EP486.1 Since there is a slab, the post will be considered constrained at the top. • The backfill will be gravel full depth unless otherwise required for shear wall uplift. Design Criteria: S 1500 psf- vertical soil bearing capacity S= 150 psf - lateral soil bearing capacity M p081 = 703 ft-lbs - Moment at top of one posthole VB 351 lbs-Lateral load on post at top of posthole Posthole dia.= 2 ft. b= 071 ft - 'maximum width of post in soil A 3.14 ft2 -- area of footing d= - ft - depth of footing to be determined below Per Sections 4.2.2.1 and 4.2.2.2, allowable lateral soil bearing capacities may be increased by 2 for isolated posts (spaced at least 3 ft. apart), and by 1.33 for wind loading S 454 psf - factored lateral soil bearing capacity Minimum embedment depth required for lateral load, constrained at the top, gravel backfill, per Section 6.5 d [(4 x Mpost) /(SLAT x b)] ^1/3 • d L = 2.06 Ift.- minimum depth requried for lateral load Allowable vertical soil bearing pressure for gravity loads • S„ =S A x(1 +(0.2x(d -1)) SY 1500. psf - vertical soil bearing capacity A 3.14 ft -area of footing d= minimum depth for vertical bearing requirements Maximum vertical load on footing from gravity load Proonea 1 3,640 labs- vertical load on footing Posthole depth for this building =I 3.50 Ift- minimum depth to bottom of footing Vertical capacity for footing F e ll ow =I 7,069 I Ibs - > Pfooting - OK • 10112002 Wagner.xds 12/9/2010 8 / 13 r . c - . Roof and. Gable Wall Shear Loads and Diaphragm Design ' • ' Roof = - - ' - .Roof width= 20 ft. • • ' . H,� 3:33 ft. - . Total roof wind pressure, P -3,04 psf ' . ' , Total roof wind pressure . to, use 0.00 v psf - use 0 if P, < 0 Total wall wind pressu 12.81' psf • Total wall wind pressure to use= . 12:81 psf.- use 10 psf minimum - ` , Diaphragm seismic load= 115 lbs" Diaphragm wind load =. 653 lbs - Diaphragm load to use =I';` 653 ,. Ilbs —Wind load controls - - ' Roof shear 33 '., plf Sheathing= 29 ga.. Metal only °• _ _ Allowabl @shear . , 113 plf >,Roof'shear - OK Sheathing fastening= •, ; #9 screws at 9" o.c. • V G Gable walls ' ' Gable wall shear - load:I : 653 lbs (from roof shear load above) Left Gable: Wall', . - Left Gable - ; 33 : - plf - Allowable shear `;-,.:113 ptf > WallVshear - OK V Sheathing fastening= #9 screws at 9" o.c. . - . Right Gable Wall • . Right Gable wall: 109 ' plf ' • Allowable shear= .. ,,113 plf > Wall shear - OK Sheathing fastening= •-, #9 screws' ` at 9" o.c. • ' 'Net shear panel uplift= ° 1,005; . lbs • Uplift resistance= 1,414 lbs > • 1,005 lbs - OK - • Backfill porthole with concrete or install uplift collars - C' _ _ , - 10112002 W ' agner.� i s 12/9/2010 9 / 13 . . 4. . . . Eave Wall Shear Loads and Diaphragm Design Eave walls _ - , Building 'Length ,'26 ' - •ft.. ' ' Gable wall wind pressure= 10:00 psf - Use.10 psf minimum - , Diaphragm seismic load= 115 ' Ibs - Diaphragm wind load= 451 . lbs .- , . , Diaphragm load to use =4'. 451 llbs -Wind load controls Front Eave Wall ' . Front eave w all: • ' 17 . plf • Allowable shear 113 'plf .> Wall shear - OK Sheathing fastening • #9 screws at 9" o.c. _ Rear:Eave Wall _ . - Rear eave wall: '17 plf Allowable'shear r - 113. ': Of > Wall shear - OK Sheathing•fastening ' #9 screws , at 9" o.c. ' a • 10112002 Wagner.xds 12/9/2010 10 / 13 . r _ .1 - • Y ' Purlin & Girt Calculations • Purlin Calculation Roof Pitch: 4 /12 Roof Angle: 18.4 • Span: 151 in Purlin S 7.56 - inA4 Live +dead load: .- 28 • psf Max o.c. spacing: 24 in. o.c. M:. 12,618 in-lbf f 1,669 psi Fb allowable: 2,182 - psi -per NDS Section 4 and Design Values for Wood Construction Purlin usage: 76% OK End reactions: - Snow load: 352 lbs If joist hanging, use LU26 joist hanger w/ 10d nails or JB26 top -flange joist hanger w/ 10d nails ' - uplift: 173 lbs. (2) 16d nails in purlin block or joist hanger adequate 'Girt Calculation Greatest Bay Spacing: 13 ft. • O:C. Spacirig: 24 in Girt S 7.56 in Total wind pressure: 15.84 psf V • w: 2.64 pli Girt Span: 150 • in - M: 7,426 lbf-in f 982 psi Fb allowable: • 2,153 psi -per NDS Section 4 and Design Values for Wood Construction Girt usage: 46% OK • • 10112002 Wagner.,ds . 11 / 13 12/9/2010. BEARING BLOCK BOLTS IN DOUBLE SHEAR Calculate required number of bolts, and the correct bolts spacings and bearing block size for the intermediate truss bearing posts. Posts are assumed to be #2 HF; bearing blocks assumed to be #2 HF. Total load from both trusses= 3,640 lbs Bolt size= 3/4. "0 (NOTE: Use 5/8 "0, 3/4 "0 7/8 "0 or 1 "0 only) Main member, [ 6 in -post width Post depth = 6 in -post depth Side member(s), [ 3 in- total for 2 side members No. of fastener columns= 2 No. of bolts required, n 1.45 » n =) 2 IBolt(s) in block Truss bearing block = 2x6 Verify with truss engineering Minimum block length, Lb= 11.25 in (no less than 12 ") Minimum block width, Wb= 5.5 in ( <[(2 x d + d < truss bearing block) Dimension Summary d 51/4 In (min) d 3 in (min) d,„= 3 in (min) dd.= 1 1/8 in (min) I de 1 1/8 In (min) Number of bolts, n 2 (min) — L • Block length, L 11.1/4 in (min) drys Lb Block width, Wb= 51/2 in (min) - — - drys drys i - deb de I d j de W NOTE: Number of bolts shown for example only -use nb for actual design. • ti 10112002 Wagnerids 12/9/2010 12 / 13 1 . , GABLE END RAFTER CALCULATION - ° Calculate rafter size for the gable ends usin single or double 2x rafters • 1 ` 1 Rafter. Loads .' ' . . ._ -'- • . - . • Rafter span 114 in _ - • Cantilever length= 0 in ' - Tributary width= : -.6:5 ft . - Dead load 3,:, psf. Live load= 25 `psf. w =:. ' 15'.2 Phi, .Rafter Rafter size= 2x12 ' • Rafter grade= 42..D-F, • .. Use single • rafters F'= - 1'035 psi- allowable bending . - F„= .207 ,•;psi= allowable shear = Rafter adequacy c . f ='- :779 _ • psi <- allowable bending OK . • f„ = ' 77 -"psi < allowable: shear OK - • ' _ , • • - -' „ • 5, 10112002- Wagner.xds 12/9/2010 13 / 13 - • rt