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Plans ® M 5 1 - c10 33 0 I biLed MiTek POWER TO PERFORM.'" MiTek Industries, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676 -1900 Re: B060907 Fax 916/676 -1909 MT. VIEW CONSTRUCTION The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision . based on the parameters provided by Lumbermen's Bldg Center - Clackamas,OR. Pages or sheets covered by this seal: R23759496 thru R23759497 My license renewal date for the state of Oregon is June 30, 2008. `. ;\ N F q `rh ct 16890PE -9r N g .• OREGON ,.b AM /4 EXPIRA IN D ,730/08 December 14,2006 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. • G • r .• LUMBERMENS CLACKAMAS TRUSS 15877 SE 98TH AVENUE Name: MT. VIEW CONSTRUCTION — 51=3EISF-BUILDING 4/12 PITCH 2 OH CLACKAMAS, OR 97015-1129 Address: Job: . B060827 Telephone: 503-557-8404 fi k locanon M lobs \ B060827I Fax: 503-557-8428 Telephone: Scale: Not to scale Date: 11/27/2006 I Drawn By: Glen Etchison 6 r — Nu Nu ype ely ' y MT VIEW CONSTRUCTION R23759496 18060907 A FINK 11 1 Job Reference (optional) - Lumbermens Clackamas Truss, Clackamas,OR 97015.1129, Chns Higgins 6 200 s Jul 13 2005 MiTek Industries, Inc Thu Dec 14 07.4123 2006 Page 1 1 - I 6-1 1 11a0 1 16.10-2 I 23-0-0 I 25-0-0 2- 0-0 6-1 -14 5-4-2 5-4-2 6-1 -14 2 -0-0 Scale = 1 43 8 4x6 = 4 4 00 12 PM 1.5x4 •••;. 1 5x4 // 3 5 n 2 6 , ' i O �r� I �! [7 71 lila 3x8 = 10 9 8 3x8 = 3x4 = 3x4 = 3x4 = I 7-11-4 I 15-0-12 1 23-0-0 I 7-11-4 7-1-8 7 -11-4 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (lac) 1 /deft Ud PLATES GRIP TCLL 15.11/ Plates Increase 1.15 TC 0.47 Vert(LL) 0.11 8-10 >999 240 MT20 220/195 (Roof Snow =25 0) Lumber Increase 1.15 BC 0.38 Vert(TL) -0.29 2 -10 >929 180 TCDL 7.0 Rep Stress Ina YES WB 0.34 Horz(TL) 0.07 6 n/a n/a BCDL 10 0 Code IRC2003/TPI2002 (Matrix) Weight 91 lb LUMBER BRACING TOP CHORD 2 X 4 DF No 18Btr G TOP CHORD Structural wood sheathing directly applied or 4-0-4 oc purlins. BOT CHORD 2 X 4 DF No.18Btr G BOT CHORD Rigid ceiling directly applied or 8 -8-11 oc bracing. WEBS 2X4DFStdG REACTIONS (lb /size) 2= 1089/0 -5-8, 6= 1089/0 -5-8 Max Uplift2= 506(load case 5), 6=- 506(load case 5) Max Grav2= ,1314(load case 2), 6= 1314(load case 3) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =0/70, 2- 3=- 2361/737, 3-4 =- 1943/653, 4- 5=- 1943/653, 5-6= 2361/737, 6 -7 =0/70 BOT CHORD 2 -10= 578/2143, 9-10 =- 336/1370, 8 -9= 336/1370, 6-8=-578/2143 WEBS 3 -10= 567/244, 4-10=-112/772, 48= 112/772, 5-8 =- 567/244 NOTES 1) Wind ASCE 7 -02, 110mph; h =25ft; TCDL= 4.2psf; BCDL= 6.Opsf; Category II; Exp B; enclosed; C -C Extenor(2); cantilever left and right exposed ; end vertical left and right exposed, Lumber DOL =1.33 plate grip DOL =1 33. 2) TCLL: ASCE 7 -02; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non- concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502 11.1 and R802.10 2 and referenced t5- PR D�E S - standard ANSI/7P! 1 ,S3.\ �NGIN4 -, 1S /o LOAD CASE(S) Standard Q � 1 , . . / )� E 2 9 1 / 0 2 i ER s. -c‘N EXPIRATION DATE: 06/30/08 December 14,2006 • • A WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.74 BEFORE USE. liff Design valid for use only with MiTek connectors This design is based only upon parameters shown. and Is for an indesdual building component Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown MiTek is for lateral support of individual web members only. Additional temporary bracing to insure stabhty during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibilfy of the building designer. For general guidance regarding raWee m r serasK- fabrication, quality control storage. delivery, erection and bracing. consult ANSI/TP11 Qualify Criteria. DSB -89 and BCSI1 Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive. Madison. WI 53719 CLAUS Heights, CA, 95610 [Job 4_ t Truss Truss Type Qty Ply MT VIEW CONSTRUCTION R23759497 AGE FINK 2 1 Job Reference (optional) - Lumbermens Cladsamas Truss, Clackamas,OR 97015 - 1129, Chris Higgins 6 200 s Jul 13 2005 MiTek Industnes, Inc Thu Dec 14 07 41 23 2006 Page 1 I -2-0-0 l 11-6-0 l 23-0-0 ( 25-0-0 l 2 - 11 - 11-6-0 2-0-0 - Scale =1.438 454 = 9 8 10 400 12 11 7 6 12 5 13 a to 3 ' 15 2 �'! 111111Hil _ 16 in ' 3x6 = 30 29 28 27 26 25 24 23 22 21 20 19 18 358 = 5x5 = I 23-0-0 I 23-0-0 Plate Offsets (X,Y): 12.0 -2- 12,0 -1- 81,[16:0 -2- 12,0 -1- 8],[24:0 -2 -8,0 -3-0] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) 1 /deft Ud PLATES GRIP TCLL 25 0 Plates Increase 1.15 TC 0.38 Vert(LL) -0.07 17 n/r 120 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.16 Vert(TL) -0 08 17 n/r 120 TCDL 7.0 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0 00 16 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight 108 lb LUMBER BRACING TOP CHORD 2 X 4 DF No 18Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No 18Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2 X 4 DF Std G REACTIONS (lb /size) 2= 299/23 -0 -0, 24= 109/23 -0-0, 25= 112/23 -0-0, 26= 112/23 -0-0, 27= 110/23 -0-0, 28= 121/23 -0 -0, 29= 70/23 -0-0, 30= 216/23 -0 -0, 23= 112/23 -0-0, 22= 112/23 -0 -0, 21= 110/23 -0-0, 20= 121/23 -0-0, 19= 70/23 -0-0, 18= 216/23 -0 -0, 16= 299/23 -0 -0 Max Uplift2=- 250(load case 5), 25= 37(load case 5), 26= 51(load case 5), 27=- 50(load case 5), 28=-40(load case 5), 29=- 77(load case 5), 30=- 42(load case 6), 23 =37(load case 5), 22= 51(load case 5), 21= 50(load case 5), 20=- 40(load case 5), 19= 77(load case 5), 18=- 42(load case 6), 16=- 250(load case 5) Max Grav2=438(load case 2), 24= 109(load case 1), 25= 161(load case 2), 26= 157(load case 2), 27= 155(load case 2), 28= 166(load case 2), 29= 105(load case 2), 30= 289(load case 2), 23= 161(load case 3), 22= 157(load case 3), 21= 155(load case 3), 20= 166(load case 3), 19= 105(load case 3), 18= 289(load case 3), 16= 438(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/69, 2- 3=- 67/44, 3-4=-38/45, 4-5=-22/67, 5-6= 25/91, 6 -7= 24/115, 7 -8= 25/140, 8-9= 26/160, 9-10= 26/160, 10-11= 25/140, 11 -12 =- 24/115, 12- 13=- 25/91, 13-14= 22/67, 14-15=-38/45, 15-16= 67/44, 16-17=0/69 BOT CHORD 2 -30 =0/85, 29 -30 =0/85, 28-29= -0/85, 27 -28 =0/85, 26-27=-0/85, 25-26=-0/85, 24- 25 = -0/85, 23-24 =0/85, 22 -23 =0/85, 21 -22 =0/85, 20-21 =0/85, 19-20=-0/85, 18- 19 = -0/85, 16-18 =0/85 WEBS 9-24=-82/0, 8-25=-134/53, 7-26=-130/68, 6-27 =- 128/64, 5-28= 139/66, 4 -29= 80/57, 3-30=-254/94, 10-23= 134/53, 11 -22 =- 130/68, 12- 21=- 128/64, 13-20= 139/66, 14 -19= 80/57, 15 -18= 254/94 �� KE p PRpF NOTES - 1) Wind: ASCE 7 -02; 110mph; h =25ft; TCDL= 4.2psf; BCDL= 6.0psf; Category II; Exp B, endosed; C -C Extenor(2); cantilever left and right F, r\ D ' I NEE / O 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 Q' 16 af" End Details as applicable, or consult qualified building designer as per ANSI/TPI 1 -2002. A llir 3) TCLL: ASCE 7 -02; 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. 5) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs CO non - concurrent with other live loads. •O OR " • ,�C?� c5 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads 45' O / I A 1 7) All plates are 1 5x4 MT20 unless otherwise indicated 9� s1. 8) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. ""/ S - \C% 9) Gable requires continuous bottom chord beanng. 10) Gable studs spaced at 1 -4-0 oc Continued on page 2 ( EXPIRATION DATE: 06/30/08 December 14,2006 4 r A WARNING • Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI•7473 BEFORE USE. liff Design vand for use only with MTek connectors This design is based only upon parameters shown, and is for on individual budding component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown M is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilhty of the erector. Additional permanent bracing of the overall structure is the responsibility of the building deagner For general guidance regording rvi.sw re rssrww- fabncation, quality control storage, delivery, erechon and bracing. consult ANSI/TPI1 Qualify Criteria. DSB -89 and BCSI1 Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 583 D'Onofrio Dnve. Maclean, WI 53719 Citrus Heights, CA, 95610 701 Truss Truss Type Qty Ply MT VIEW CONSTRUCTION B060907 AGE FINK 2 1 R23759497 Job Reference (optional) - Lumbermens Clackamas Truss, Clackamas,OR 97015 - 1129, Chns Higgins 6 200 a Jul 13 2005 MiTek Industries, Inc Thu Dec 14 07.41 23 2006 Page 2 NOTES 11) A plate rating reduction of 20% has been applied for the green lumber members. 12) This truss is designed in accordance with the 2003 International Residential Code sections R502 11 1 and R802.10.2 and referenced standard ANSI/TPI 1 LOAD CASE(S) Standard a WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE NO.7473 BEFORE USE. Design valid for use only with MTek connectors. The design is based only upon parameters shown, and is for an individual building component. APplcabibty of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown MiTek• is for lateral support of individual web members only Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer. For general guidance regarding •osse ro •cwras fabrication, quality control storage, delivery, erection and bracing. consult ANS1/TPI1 Qualify Criteria, DSB-89 and BCSI1 BuOding Component 7777 Greenback Lane, Suite 109 Safely Information available from Truss Plate Institute. 583 D'Onofno Drive. Madison. WI 53719. CLAUS Heights, CA, 95810 Symbols Numbering System A General Safety Notes c. PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 1 1/4" Center plate on joint unless x, y offsets are indicated. 6 -4 -8 dimensions shown in ft sixteenths Damage or Personal Injury r an= Dimensions are in ft -in- sixteenths. I I (Drawings riot to scale) I and f Apply ully plates em to bed both sides teeth of truss 1. Additional stability bracing for truss system, e g diagonal or X- bracing. is always required. See BCSI1. 2. Truss bracing must be designed by an engineer. For �/16 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. liTRIlip 315111111111E6: 4 3 Never exceed the design loading shown and never stack materials on inadequately braced trusses O rY 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate U = O designer, erection supervisor, properly owner and x plates 0 -'1 /' from outside a Iti U all other interested parties. edge of truss. .2 C7-8 ce -7 C5-6 O 5. Cut members to bear tightly against each other. 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 /TPj 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI /TPj I. ' 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. C HORDS AND WEBS ARE IDENTIFIED BY END JOINT The first dimension is the plate 10. Camber is a non - structural consideration and is the width measured perpen dicular 4 x 4 NUMBE / LETTERS . responsibility of truss fabricator. General practice is to to slots. Second dimension is camber for dead load deflection the length parallel to slots. 1 1. 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 Indicated by symbol shown and /or ESR -131 1, ESR -1352, ER -5243, 9604B, specified �f by text in the bracing section of the 9730, 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. 951 10, 84 -32, 96 -67, ER -3907, 9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted BEARING 15. Connections not shown are the responsibility of others I Indicates location where bearings 16. Do not cut or alter truss member or plate without poor (supports) occur. Icons vary but © 2006 MTekO All Rights Reserved approval of an engineer. +il.1 0 reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. rime 18. Use of green or treated lumber may pose unacceptable PE----4 environmental, health or performance risks. Consult with PE:a4 - MI project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal ® 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction. DSB - 89: Design Standard for Bracing. and pictures) before use. Reviewing pictures alone is not sufficient. BCSI1: Building Component Safety Information, 2 0. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER TO PERFORM.'" ANSI /TPj 1 Quality Cntena. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: MII -7473 •r B UILDING CODES DIVISION - I RESIDENTIAL GARAGE / SHOP I I 1 I 1 I I I I I ■ t I General -Notes: , ' , ' I 1 I ' 1 I I I Size as a3 I � � � Maximum of 2 .ft x 24 ft I I ` I A ddres i S I - 1 Design Criteria h all bp and visible tro p °�t�c� 80 mph wind, exposure "B" 111 S treet ° Seismic Design Category D LEFT SIDE ELEVATION RIGHT SIDE EL EVATIO N Roof snow load: (live load with minimum of 3:12 pitch roof) 25 psf up to 800 foot elevation PROPERTY LINES SHALL EE Final inspection approval 40 psf up to 801 to 1400 foot elevation C IDENTIFIED PRI ® � proval is To FOOTING I�gPECTIOIsI r equired prior to occ upancy. Construction Notes: ��� Approved plans 1. Verify all set backs to property lines with Planning Division CE copy shall be on job site. 2. Check Erosion Control requirements with Water Environment Services 3. Check driveway access with Engineering Division . LIABILITY . . ___ -- - _ . Tigard and its 4. ::::rt::e:::::i:r:T°m other buildings. 5. prt sible for dl I 1 I f ' t vvhiah mployee may lappear e_ i dia■. i i�s mh does rot �� ' e t e vi:ac. l /Ion of any rights per of holders of priat ease n af? � Tl �r is urged to can act th ny s c h L ; and I I • secure thin► a1,p. oval tlefc a co m e * _work. a r.• I . , 1 I 1 ; - 1 4 ' . REAR ELEVATION l CITY OFTIGARD I FRONT ELEVATIO+L }. Conditionally Approved For only the work as4escribe 6 PERMIT NO. See Letter to: Follow • ( )' Attach - _ - - - -- , �� - -- _( e 4 C S t k 1 Job Addre -' _ By: A 7 Date: 1e 1 of 9 • ,. t • B UILD:NG CODES DIVISION ' • RESIDENTIAL GARAGE / SHOP e� (24 MAX) ' Construction Notes: BP BP /7/7//A V////// 1. Doors and windows may be placed anywhere between the - I Brace Panels (BP), Alternate Brace Panels (ABP), or Portal Frame (PF). No door or windows shall be installed in, or BP 1 BP encroach into a Brace Panel. - - O 0 2. Exterior landing(s) shall not be more than 8 inches below the top of the exit door threshold and not less than 36" x 36 ". ' 3. Maximum wall height (plate to plate) is 10' — 0" when using Brace Panel(s) and Alternate Brace Panel(s), and 8' — 0" I when using a Portal Frame. Use full height studs. (f. I 4. All headers to be DF #2 unless noted. - PROVIDE A MINIMUM 1 i 5. See sheet 9 of 9 for door and window header size OF 36" X 36' X 4" schedules. CONCRETE LANDING , ,�AT DOOR Z2 (fie M SEE NOTE 1 X) j BP I K, 1 C113 PRESCRIPTIVE WALL BRACING / I// AR »`.`.gl • BRACE PANEL — BP • • ALTERNATE BRACE PANEL — ABP i — . • PORTAL FRAME — PF CONSTRUCTION DETAILS REFER TO SHEETS 6,7 8 8 of 9. / —I FLOOR PLAN Sheet 2 of 9 1 1 B UILDING CODES DIVISION RESIDENTIAL GARAGE / SHOP 2�3 {" MAX) Construction Notes: 1. Footings shall bear on native soil, a minimum of 12 inches "° below finish grade. I ' I - - - - - - - - - - I � , I 2. Use a minimum of 3,000 -psi concrete unless noted I I I otherwise. ' I _, I I l 3. Anchor bolts shall be W x 10" with 7 inches embedment. I l Anchor bolts shall be a maximum of 6' - 0" on center, withI I one bolt within 12 inches of the end of each plate. A I minimum of two anchor bolts per plate. I I I I 4" CONCRETE FLOOR ON • 4. Provide u -fer ground in footings for electrical bonding I 4" GRANULAR FILL (grounding) see detail. PROVIDE A MI IMUM (USE 3,000 PSI CONCRETE) OF 36" X 36 X 4" I I I I CONCRETE DING I I I I AT MAN D OR TYPICAL FOUNDATION SECTION + 1 1 Q rx I I c ( I ".MAX) I II III o w 0 INSTALL i i' 14 p U -FER I GROUND ® II I c I FINISH 6 " MIN I MAXIMUM j I ` = GRADE =III _ III = III � 4 ' -0 " I I II 6" HEIGHT ( I I MIN "' I I • 1 rzi 6" v I I I l e - 12 " --12 " 18" SQ. X 9" THICK - I I I CONCRETE FOOTING 6" MIN I (TYPICAL OF TWO) I I ( 1 . i I J I r_ ��, r_,_ ' L _ — L I J L J _ il • IL MIN. 3 WIRE TIES 20' LONG (CONTINUOUS) i jf 3%/ ll \ REBAR Z T 7 ; ; f- 1‘,3 / 12" 3" U -FER GROUND j FOUNDATION PLAN ' Sheet 3 of 9 B UILDING CODES DIVISION RESIDENTIAL GARAGE / SHOP Min. 15/32 plywood or 7/16 OSB, APA rated sheathing Construction Notes: nailed with 8d common nails at 6" on edges and 12" in field 1. Use full height studs. 2. 3/8" plywood sheathing shall be applied with long dimension across studs. 12" 3. Three -ply plywood panels shall be applied with long dimension across studs. M I 3 " min • roof 4. See design criteria on sheet 1 of 9 for roof snow load trusses at 24" o.c. (live load). 5. Where roof - framing members are I �� A , '� spaced more than 16 inches on Roof Sheathing center and studs are spaced 24 I . inches on center, such members Gutters and downspouts shall bear within 5 inches of the studs r • • require a separate Plumbing permit below. d (max) Edge Nailing • 6. Exterior wall studs shall be capped with a (fid 6 c) double top plate installed to provide I overlapping at corners and intersections with / 2 x _ blocking load- bearing partitions. End joints in top ,� @ each bay plates shall be offset a minimum of 48 inches. ilf 10' - 0" maximum height _ _ Truss attached to top plate with �� Fascia Board 8' -0" maximum height at Portal Frame 1 Simpson H 2.5 or equal (optional) TRUSSED ROOF _ Exterior Stud Wall Exterior Wall Sheathing , I Min. 7/16" T -1 -11 or 2 x 4 studs @ 16" or 24" on center 1 . 3/8 APA rated sheathing See foundation nailed with min 6d common nails at detail sheet 3 of 8 6" on edges and 12" in field. �,� 2 x _ pressure treated sill plate 4" concrete slab on 4" comp acted granular fill / � Finish - I I 1 - -.5:- f 1 I �� _ _ _ r.,�,.- - — r :: Grade • H �; - - _ -- 'r. •:..2_, •1- ~_ -Irf ICI rr 1 CROSS SECTION . ' Sheet 5 of 9 ' . B UILDING CODES DIVISION RESIDENTIAL GARAGE / SHOP Verify stem wall thickness with holdown manufacturer's and /or anchor bolt manufacturer's (1) #4 horizontal • requirements (min 6 ") Horizontal and vertical rebar shall extend 1 2' _ 8" 5' – 0" from center of ABP around corner, (3) #4 vertical Min same for Exception 1 & 2. Rebar in center Of ABP (1) 1 #4 horizontal continuous / . S . Elevation Footing and rebar to be continuous across opening. —�_ 7— Edge Blocking Rebar configuration same as Elevation view above. 10' – 0" Double Studs at Max Panel Edges Min 24" dowel length from Stem wall into slab. (2) #4 rebar continuous Min. 3/8" Plywood or 7/16" OSB Min 18" lap - - -- on one side. Block all edges. 'I . . • Nail: 8d @ 6" o/c edges 12" 8d @ 12" o/c field . • (in both double studs) M . Simpson HD2A w /SSTB 16, or M" in LSTH8 strap, or Exception 1 Rebar configuration same Equivalent 1800# holdowns. as Elevation view above. 4" concrete slab (min) Min 24" dowel length from Stem wall into slab. C---) Min 18" lap 12" F Min I - (2) #4 rebar continuous Dowel depth per manufacturer I � of epoxy specifications. 1, 6 „ 1 ALTERNATE BRACE PANEL (ABP) Exception Min AT GARAGE DOOR ' Sheet 7 of 9 • . 2 STRAPS FRONT & BACK — 4 STRAPS TOTAL EA. END NOTES: 8 STRAPS PER FRAME 1. VERTICAL DOWELS ARE #4 W/ 6" LEG. MIN. 1000# EA. 2. HORIZONTAL WALL REINF. MIN. 1 - #4 OR PER HOLD DOWN REQUIREMENT WHICHEVER IS MORE RESTRICTIVE. SP OF WALL 4. ROOF IS TO BE SHEATHED WITH A.P.A. RATED 7 STRUCTURAL USE PANELS. . d :•:•:: :: ....: : m I -- O MIN.. x 12 HEADER - CONTINUOUS NOTE: EADER WIDTH MUST BE THE I a cc t r) SAME A' SUPPORT FRAMING. - - Q M MIN. 4 x 4 E' SIDE I N. ' O Fl C XW GI CC •N pPAA ° MIN. 4800# HOLD D• N • s 2 PER PANEL, 4 TOTAL INSTALL PER MFRS. SP - CIFICATIONS - _ J , DOUBLE BOTTOM PLATE g I : I ei I . 1 F. , '1 co a ...1 O 1 1 2 /2" I h 221/2" h i MIN. 15" x 7" FOOTING MIN. MIN. PANEL WITH 2 - #4 CONT. EXTEND 10 FT. MIN. PANEL WIDTH - - I AROUND CORNERS. WIDTH ^ v) THE PANEL • 'T EACH OF EACH'"ORTAL > 0 1 STORY STRUCTURE FRAMEMUS EEQUAL WIDTH AN0 HEIGHT —i. REV. ED tom PORTAL FRAME MINIMUM BUILDING WIDTH IS. 12 . FEE 10 -11 -98 A 2 STRAPS FRONT & BACK Fl z 4 STRAPS PER NE 8 STRAPS TOTAL PA PER FRAME NO ADDITIONAL ALL zz/ MIN. 1000# EA. / FRAMING ALLOW . ♦�e / � _ _ Ti NONSTRUCTURAL INTERMEDIATE PANEL 25 FEET ON CENTER MAXI NUM SPACING (STRUCTUR . L) 1 I I I 1 I I I 1-- - I I - 1 _l 1 22 /2 1 I 221/2" 1 MIN. PANEL MIN. 15" x 7" FOOTING MIN. MIN. PANEL \ WIDTH I WITH 2 - #4 CONT. WIDTH NONSTRUCTURAL INTERM DIATE PANEL ` PORTAL FRAME TYPICAL 2 STRAPS FRONT & BACK TOP OF WALL EA. FRAME, 12 STRAPS NO ADDITIONAL WALL \\ TOTAL MIN. 1000# EA. /FRAMING ALLOWED / ' ,/ TOP OF FRAME `. / I / I (1 STORY] 4 -1000# , S TRAPS EACH FACE. • �_ _ 8 TOTAL. - - II �1 \ [2 STORY] STRUCTURAL „'I■yl USE 2 -4000# HOLD DOWN INTERMEDIATE PANEL \ ANCHORS AND 2- HORIZ. 1000# ' MINIMUM 8 FEET I 0111 \ OR APS EA. FACE. 4 TOT. 2 = 2000# STRAPS EA. 25 FEET ON GENIE" MAX MUN SPACING (STRUCTURAL) FACE.* 4 TOTAL. 2 - 2 x 4 HDR. rill WI 2 -1000# STRAPS - -- - -- - -- SPLICE HORI EA. FACE. 4 TOT. 4x4UPRGHTS Ii i ! I , r, - I I I �: . . G 2 -4800# HOLD DOWNS 1 STORY 2 -52 STOR300# Y HOLD DOWNS N I I L I I 1 I h 221/2,'1 I � 221/2/ MIN. PANEL MI . 15" x 7" FOOTING MIN. MIN. PANEL 3" CLR. WIDTH I W H 2 - #4 CONT. EXTEND AROUND WIDTH SEE PORTAL FRAME DRAWINGS • RNERS 10 FT. FOR FOUNDATION, HOLD DOWN AND (n PLYWOOD NAILING. n o • SPECIAL FRAMING REQUIRED TO ACCOMMODATE STRAPS. STRUCT 4 RAL INTERMEDIATE PANEL c PORTAL FR I E INTERMEDIATE FRAME THIS IS NOT AN ALTERNATE BRACE PANEL (0 HEADERS SUPPORTING ROOF TRUSSES WITH 25 psf SNOW LOAD HEADERS SUPPORTING ROOF TRUSSES WITH 40 psf SNOW LOAD t 25 psf LL, 15 psf DL Deflection U360 LL - L!240 TL, 15% in 40 psf LL, 15 psf DL, Deflection LI36D LL - LI240 Dl, 15% increase for snow 16 FOOT TRUSSES 16 FOOT TRUSSES CONSTRUCTION NOTES: - header solid sawn glu -lam header solid sawn glu -lam beam length size • ' _ -- ;4/Assize length s size 1 Solid sawn lumber was calculated 4ft 4x4 , 4ft 4 x 6 using Doug -Fir No. 2 or better. 6 ft _ 4 x 6 `a, 6 ft 4 x 8 8ft 4x8 - 8ft 4x 2 Glu -Lam's were calculated using l0 ft 4 x 10 ,.*, "•'°' - - 10 ft 4 x 12 or 3.125 x 9 12ft 4x14 4 q' or " 6x10 or 5.125x7.5 grade 24F -V4 6 x 12 • 1 or 5.125 x 7.5 12 ft 4 x 16 or 3.125 x 10.5 14 ft 4 x 16 or 3.125 x 10.5 6 x 12 or 5.125 x 9 3 When using 6 x _ beams and 6 x 12 - . or 5.125 x 9 14 ft 3.125 x 12 16 ft , 3.125 x 12 6 x 14 or 5.125 x 10.5 headers, frame supporting walls 6 x 14 pr 5.125 x 10.5 16 ft 3.125 x 13.5 with 2 x 6 studs. ; # . 5.125 x 12 20 FOOT TRUSSES • . _ 20 FOOT TRUSSES header solid sawn' _,. glu -lam beam • length size V s header solid sawn glu -lam beam 4 ft 4 x 6 , length size size 6ft 4x8 , %. 4ft 4x6 • 8ft 4x10 - 6ft 4xB 10ft 4x12 ' °,- Bft 4x12 6x10 6x10 12ft 4x14 +.. or ^3.125x10.5 10ft 4x14 or 3.125x9 6 x 12 - - or' 5.125 x 9 6 x 12 or 5.125 x 7.25 14ft 4x16 "Sr - 3.125x12 12ft 3.125 6x14 � or : 5.125x10.5 6x14 or 5.125x9 16 ft 6 x 14 --- 'or" . 3.125 x 13.5 14 ft 3.125 x 13.5 - . 5.125 x 10.5 6 x 16 or 5.125 x 10.5 16ft 3.125x15 24 FOOT TRUSSES -, -a 5.125 x 12 header solid sawn '., glu -lam beam 24 FOOT TRUSSES length size 1 , size 4 ft 4 x 6 •, header solid sawn glu -lam beam 6 ft 4 x 8 , e l- - ' 0 "'' - ' 41r • -_ length size size 8ft 4x10 "" 4ft 4x8 10ft 4x14 or " 3.125x9 6ft 4x10 Sx10 of 5.125x7.5 8ft 4x14 or 3.125x7.5 12ft 4x14 0 3.125x10.5 6x10 6x12 or1 5.125x9 10ft 4x16 or 3.125x10.5 14ft 3.125x12 - 6x12 or 5.125x9 6x14 or 5.125x105 12ft 3.125x12 16ft 3.125x13.5 5.125 x 10.5 5.125x12 14ft 3.125x13.5 _ 5.125 x 12 16 ft 3.125 x 15 GABLE END WALL \ 5.125 x 13.5 beam solid sawn :-'ABLE END WALL length size \ 4ft 4 x 4 header solid sawn glu -lam beam 6ft 4 x 4 length / size size 8ft 4x6 4ft 4x4 10ft 4x8 \ Eft 4x4 12ft 4x8 b,i°( 8ft 4x6 14ft 4x10 10ft 4x8 16ft 4x12 12 4 x 10 R l 6ft 4 x 12 \\�]', �� 16ft 6x12 or 5.125x9 6x12 or 5.125x9 Sheet 9 of 9