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Report Jr b?2012-0020' t l i-S 5 9w-1-lokI I ' '' d ��A -' <l 2 RrcEIVED MTk e OCT 2 2 2012 ARD MiTek ujit,DdNGDN IAN 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: OT-08932 Fax 916/676-1909 OHI Construction The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by Precision Roof Trusses, Inc. Pages or sheets covered by this seal:R35304221 thru R35304223 My license renewal date for the state of Oregon is June 30,2014. Lumber design values are in accordance with ANSUIPI 1 section 6.3 These truss designs rely on lumber values established by others. rc� e F9 i0 w 2F � •8�s'E. � %o OR 0 „c' • 9� A ' G 4 Digital Signature EXPIRATION DATE:06/30114 October 15,2012 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 1. • Job Truss Truss Type Qty Ply OH!Construction R35304221 OT-08932 Al COMMON TRUSS 1 1 Job Reference footionafl PRECISION TRUSS&LUMBER,INC.,CLACKAMAS,OR.97015 7.250 s Aug 25 2011 MTek Industries,Inc. Sun Oct 14 20:33:04 2012 Page 1 I D-oEFn61W iOoSocwXDYn2WxJyTMTA-teKPC9exk8i?EybhkYxTwlSkwGHDLpEgwxuw3yTMOD -2-0-0 I 17-0-0 I snag I 36-6-0 2-6-0 17-0-0 17-0.0 2-6-0 Scale'3/18"=1' 404= 500 17 14 15 13 L. 12 18 17 5<5 i 18 5z5 0 11,1111 852 X19 it 20 7 21 22 23 • 2 '0114 1111111 '24 w 3x4 51 50 49 48 47 48 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 304 3z6 39-0-0 34-0-0 Plate Offsets(X.Y): 12:0-1-4.0-1-81.19:0-2-8.0-3-01.119:0-2-8.0-3-01.126:0.1-4.0-1-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.70 Vert(LL) -0.16 27 n/r 120 MT20 185/148 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.37 Vert(TL) -0.19 27 n/r 90 TCDL 7.0 Rep Stress Incr YES W13 0.12 Horz(TL) 0.01 26 n/a n/a BOL BCLL 0.0 * Code IBC2009/TPI2007 (Matrix) Weight:202 lb FT=0% BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2 X 4 HF Std REACTIONS All bearings 34-0-0. (Ib)- Max Horz2=122(LC 8) Max Uplift All uplift 100 Ib or less at joint(s)41,42,43,44,45,46,47,48,49,50,38,37,36,35,34,33, 32,31,30,29 except 2=-165(LC 7),51—231(LC 9),28=-231(LC 9),26=-187(LC 8) Max Gray All reactions 250 lb or less at joint(s)40,41,42,43,44,45,46,47,48,49,50,51,38,37,36, 35,34,33,32,31,30,29,28 except 2=520(LC 9),26=520(LC 9) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Wind:ASCE 7-05;95mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp C;enclosed;MWFRS(low-rise);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 C;Partially Exp.;Ct=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 19.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)All plates are 2x3 MT20 unless otherwise indicated. 7)Gable requires continuous bottom chord bearing. 8)Gable studs spaced at 1-4-0 oc. 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide [} PR° will fit between the bottom chord and any other members. f�ss 11)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. Co �,k4G l; LOAD CASE(S) Standard .'4! Digital Signature • EXPIRATION DATE:06/30/14 October 15,2012 W4RMMS•Yarify*sign parameter*andREADROMSORT ES AM INCLUDED t'8flK REFERENCE PAOEMU-74'73 BEFORE,,'USE Design void for use only with MiTek con hectors.This design is based only upon parameters shown,and Is for an individual building component. �� Appicabiity of design parameters and proper incorporation of component is responsiblity of building designer-not truss designer.Bracing shown Is for lateral support of individual web members only.Additional temporary bracing to insure stabiity during construction is the responsibility of the MiTek° erector.Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding fabrication,quaity control,storage,delivery,erection and bracing,consult ANSI/1711 Quality Criteria,0.48-0-9 and BCS1 Building Component Safely InfomwNon available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights, Lane,10Re 109 If Southern Pine W or :lumber i5 f cified he design yetaes are those effective 18B128M2 AL or proposed SP16. Citrus Heights,CA,95610 1 �� t�• a � by A -#� by • Job Truss Truss Type Qty Ply OH Construction R35304222 OT-08932 A2 COMMON TRUSS 13 1 Job Reference(optional) PRECISION TRUSS&LUMBER,INC.,CLACKAMAS,OR.97015 7.250 s Aug 25 2011 MITek Industries,Inc. Sun Oct 14 20:33:06 2012 Page 1 ID:oEFn6 0oSocwXDYn2WxJyTMTA-f1S9drgCGlyjTGk4sz7AYLgl1ksVh3fX8EQ??yyTMOB -2.60 I 61-S I 11-610 I 17-0-0 I 22-5-6 I 27.1019 I 94-60 I 9660 2-60 61-5 SSB 5-5-6 SSe 5-5-6 6-1-3 2-6-0 Y Scale 3116,1. 4r4= 500 1 6 3.6 4 314 Z .4 444 3.6 C 5 4 16 17 8 t• 'h 2.30 h3 5 2 10® re, r.1 rr db r .1 F P 4r4= 3.4= 3.8=3.6= 3e4= 4.4= I 6614 I 17-0-0 I 25-2-2 I 34-0-0 1 6614 6'-2 62-2 6614 LOADING(psf) SPACING 2-0-0 CSI DEFL in (lac) Udell L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.84 Vert(LL) -0.18 12-14 >999 360 MT20 185/148 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.70 Vert(TL) -0.43 12-14 >942 240 TCDL 7.0 Rep Stress Incr YES VtB 0.86 Horz(TL) 0.14 10 n/a n/a BOLL 0.0 ' Code IBC2009TTPI2007 (Matrix) Wnd(LL) 0.11 14-15 >999 240 Weight:149 lb FT=0% BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-10 oc purlins. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. • WEBS 2 X 4 HF Std REACTIONS (lb/size) 2=1583/0-5-8 (min.0-1-11),10=1583/0-5-8 (min.0-1-11) Max Horz2=-122(LC8) . Max Uplift2=-261(LC 7),10=-261(LC 8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2910/253,3-4=-2629/203,4-16=-2511/210,5-16=-2505/212,5-6=-1870/195,6-7=-1870/195,7-17=-2505213, 8-17=-2511/210,8-9 -2629/203,9-10=-2910253 BOT CHORD 2-15=-243/2597,14-15=-156/2153,13-14=-692153,12-13=-692153,10-12=-1222597 WEBS 6-14=-43/1032,7-14=-800/160,7-12=0/462,9-12=-312/136,5-14=-800/159,5-15=0/462,3-15=-312/136 NOTES 1)Wnd:ASCE 7-05;95mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp C;enclosed;MWFRS(low-rise);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=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 19.0 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 has been designed for a live Iced of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/7P11. LOAD CASE(S) Standard .o OR.i /. -ii -Ft .§-. (\ Digital Signature - I EXPIRATION DATE:06/30/14 October 15,2012 4 . • oWARNING•Verify design parameters and RED NOTES ON THIS AND INCLUDED D$7 KREFERENCEPAGE.W 7473 LWPORB U7SF Design vaid for use only with Mite*correctors.This design is based only upon parameters shown,and is for an individual building component. - Appicabily of design porn meters and proper incorporation of component is resporobi fly of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stabifty droving construction is the respereibility of the •� erector.Additional permanent bracing of the overall structure is the responsibify of the building designer.For general guidance regarding Mi flak ' fabrication,ovally control.storage.delivery,erection and bracing,consult ANS/TPII Query Cdieda,0.16-09 and ICSI Wilding Component 7777 Greenback Lane,Suite 109 Safely Intomdlon available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine ISP or SPp)lumber is specified,the design values are those effective 06111f20t2 by ALSO or proposed by SPt& • �, Job Truss Truss Type Qty Ply OHI Construction R35304223 OT-08932 A3 COMMON TRUSS 4 1 Job Reference footionall PRECISION TRUSS 8 LUMBER,INC.,CLACKAMAS,OR.97015 7.250 s Aug 25 2011 MITek Industries,Inc. Sun Oct 14 20:33:07 2012 Page 1 ID:oEFn6NwiOoSocwXDYn2WxJyTMTA-7D?XrBhg134a5PJGPgUP5YNwn8AbOWyhMtAYXOyTMOA I -2-60 I 61-3 1 11-610 1 17-0.0 I 2238 } 27-1417 I 7460 7660 1 2-6-0 61-9 556 556 SSB SSB 61-7 2.60 • Scale 3116-=1 4x4= 5w 12 6 3.6 es 3w4 9 3x4 6 � 3.6 • 4 11 6 B l� 4! n 2x3\� 2x3 r 3 B 2 10 d1 16 15 14 13 ig 1 444= 12 344= 3.6 N1183,15= 3,4= 4x4= 3,8= I 6-914 1 17.0-0 I 25-2-2 1 70.0.0 1 34-0.0 1 8.914 62-2 62-2 4-614 460 LOADING(per SPACING 2-0-0 CSI DEFL in (lac) l/defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.84 Vert(LL) -0.20 13-15 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.77 Vert(TL) -0.51 13-15 >701 240 M18SHS 220/195 TCDL 7.0 Rep Stress Incr YES WB 0.86 Horz(TL) 0.13 10 n/a n/a BOL BCLL 0.0 Code IBC2009/TP12007 BCDL 10.0 (Matrix) Wnd(LL) 0.11 13-15 >999 240 Weight:149 lb FT=0% LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-7 oc purlins. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. - WEBS 2 X 4 HF Std REACTIONS (lb/size) 2=1566/0-5-8 (min.0-1-11),10=1423/0-3-8 (min.0-1-8),12=180/0-5-8 (min.0-1-8) Max Horz2=-122(LC 8) . Max Uplift2=-265(LC 7),10=-306(LC 8) Max Grav2=1566(LC 1),10=1423(LC 1),12=218(LC4) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2864/263,3-4=-2582/213,4-17=-2464/220,5-17=-2458/223,5-6=-1829/212, 6-7=-1830/205,7-18=-2336/279,8-18=-2342276,8-9=-2460/269,9-10=-2736/326 BOT CHORD 2-16=-253/2555,15-16=-166/2112,14-15=-90/2059,13-14=-902059.12-13=-1942433, 10-12=-194/2433 WEBS 6-15=-56/1003,7-15=-728/188,7-13=-18/307,9-13=297/152,5-15=-797/160, 5-16=0/455,3-16=-314/135 NOTES 1)Wind:ASCE 7-05;95mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp C;enclosed;MWFRS(low-rise);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pf=25.0 psi(flat roof snow);Category II;Exp C;Partially Exp.;Ct=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 19.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)All plates are MT20 plates unless otherwise indicated. 6)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. R (} PR OFF 8)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. <(' �( Ss/ LOAD CASE(S) Standard 4011111.rdeir i vie OREG•'• 4( 1LC/1�6 (3 ' R S_q�N Digital Signature • ( EXPIRATION DATE:06/30/14 October 15,2012 • • . 0WARNIMi•Verify design parameters and READ NOES ON 77116 AND INCLUDED MITER REFERENCE PAGE MU 743 BEFORE USE. '� Design void for use only with MiTek rn caectors.Iris design is based only upon parameters shown and is for on individual building component. Appicablity of design parameters and proper incorporation of component is responsiblity of building designer-not truss designer.Bracing shown MU is for lateral support of individual web members only.Addition/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 bvikding designer.For general guidance regarding MiTek• fabrication quolty control,storage.delivery,erection and bradrg,consult ANSI/TMI Qualify Cr*arb,IDSt-81 and SCSI Balding Component 7777 Greenback Lane.Suite 109 Safdy Infonnaeon available horn Truss Plate Institute,761 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 if Southern Pine ISP or SPp)lumber is specified;the design values are those effective 0611}72042 by ALSC or proposed by SPPI Symbols Numbering System ♦ General Safety Notes PLATE LOCATION AND ORIENTATION 13,4- Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. I I (Drawings not to scale) Damage or Personal Injury MEIDimensions are in ft-in-sixteenths. I4 Apply plates to both sides of truss 1. Additional stability bracing for truss system,e.g. and fully embed teeth. 1 2 3 diagonal or X-bracing,is always required. See BCSI. TOP CHORDS 2. Truss b be aer.F 0'lit6. wide truss racing spacing,must individual designed lateral by braces n engine themselves may require 4 Q bracing should be considered. 3. alternative Tor I 1-4411, p 3. Never exceed the design loading shown and never Al U stack materials on inadequately braced trusses. O n 4. Provide copies of this truss design to the building c5_, O designer,erection supervisor,property owner and For 4 x 2 orientation,locate BOTTOM CHORDS ~ all other interested parties. plates 0- 44' from outside edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE loct and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. 8. Unless otherwise noted,moisture content of lumber software or upon request. shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular to slots.Second dimension is ESR 131 1,ESR 1352,ESR1988 ER-3907,ESR-2362,ESR-1397,ESR-3282 responsibility of truss fabricator.General practice is to camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall beat the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that e2 Indicated by symbol shown and/or SYP represents current/old values as published specified. by AWC represents the 2005/2012 NDS 13.Top chords must be sheathed or purlins provided text in the bracing section of the SPp represents SPIB proposed values as provided spacing indicated on design. p dad at output. Use T or I bracing in SPIB submittal to ALSC dated Sept 15,2011 if indicated. SP represents ALSC approved/new values 14.Bottom chords require lateral bracing at 10 ft.spacing, with effective date of June 1,2012 or less,if no ceiling is installed,unless otherwise noted. BEARING (2x4 No 2 and lower grades and smaller sizes), and all MSR/MEL grades 15.Connections not shown are the responsibility of others. 16.Do not cut or alter truss member or plate without prior Indicates location where bearings approval of an engineer. =0 (supports)occur. Icons vary but ©2012 M fek®All Rights Reserved 17.Install and load vertically unless indicated otherwise. reaction section indicates joint number where bearings occur. �� 18.Use of green or treated lumber may pose unacceptable ..m.-.-.. Min size shown is for crushing only. environmental,health or performance risks.Consult with project engineer before use. Industry Standards: 19.Review all portions of this design(front,back,words ANSI/TPI1: National Design Specification for Metal and pictures)before use.Reviewing pictures alone Plate Connected Wood Truss Construction. is not sufficient. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with ANSI/TPI 1 Quality Crites. Guide to Good Practice for Handling, 1 . MiTek Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.09/04/2012 TRUSS SPAN 34-00-00 ■ —\ \ II Al i w N \ / Client OHI Construction Dare 1 0/1 4/201 2 Job Saint James Job Number !� PRECISION TRUTSS&LCTMBER Name Apartments OT-08932 • 11550 SE Jennifer St. Sales Pere°rc Oscar Triqueros Pitch +1- 5/12 gli Clackamas, OR 97015 (503)656-2983 Phone: 503-656-2983 Ext 131 +/-30" (503)656-2647 email: ot@PrecisionRoofTrusses.com Loading: 75-7-0-1(l • ec2u9 2012—OOZO1 7650 S. W.Bevelan� i'J<�E1 V ED TM RIPPEY i Tigard, Oregon 97223 CONSULTING ENGINEERS one: (503)443-39001 1 2 2 2012 FPhax: (503)443-3700 CITY OF' ARD BUII.DDIGDNISION STRUCTURAL CALCULATIONS PROJECT: OHI—ST JAMES APTS,BUILDING F LOCATION: 11155 SW HALL,TIGARD,OREGON CLIENT: OHI CONSTRUCTION DATE: OCTOBER 16,2012 PROJECT NUMBER: 12001.16 TABLE OF CONTENTS: ITEM SHEET NUMBER LATERAL ANALYSIS Ll—L10 tab 44, Af i et "�, _M� 4 IN $i/4,4) ?n AC./.,." . %1 �® 6,. ;.t qn) _.�_ .. /t/ • BORES: p 1.1)N W 4tKk v Mytp, rS -1'ca_ f7} • • 1. G Z q1 vas = htt 30 = I,O frS ---t. evtiG- ors .v a = O,12 (34) 3 .4 �Q-�-- 2 2 Fs S,o 0, 4 Cie ) � 2Za 3 (qc, IO) = 141 (. (4) -311C7 ) 7. 3(0 PcF 2. 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Beveland St,Suite 100 JOB NO Tigard,Oregon 97223 Phone(503)443-3900 SHEET L� OF Page 1 of 2 Anchor Calculations • Anchor Selector(Version 4.10.0.0) Job Name:St James Date/Time:10/2/2012 9:29:38 AM Calculation Summary-ACI 318 Appendix D For Cracked Concrete per ACI 318-05 Anchor Anchor Steel Code Report #of Anchors Embedment Depth(in) Category 1/2"SET-XP F1554 GR.36 ESR-2508 1 8 1 Concrete Concrete Cracked fc(psi) Wc.v Normal weight Yes 2500.0 1.00 Condition Thickness(in) Suppl.Edge Reinforcement B tension and shear 16 No Hole Condition Inspection Temp.Range Dry Concrete Continuous 1 Anchor Layout Dimensions cx1 cx2 cy1 cy2 bx1 bx2 by1 bp (in) (in) (in) (in) (in) (in) (in) (in) 1.75_425 50 50 1.5 1.5 1.5 1.5 Factored Loads Nua(Ib) Vuax(lb) Vuay(Ib) Mux(Ib*ft) Muy(Ib'ft) 2294 0 0 0 0 ex ey Mod/high Anchor w/sustained Anchor only resists Apply entire shear (in) (in) seismic tension wind/seis loads @ front row 0 0 No No Yes No Individual Anchor Tension Loads N ual (Ib) 2294.00 e Nx(in) e•Ny(in) 0.00 0.00 Individual Anchor Shear Loads V ua1 (Ib) 0.00 e Vx(in) e'Vy(in) 0.00 0.00 Tension Strengths Steel(0=0.75) Nsa(lb) 4>Nsa(lb) Nua(lb) N ua/VNsa 8235 6176.25 2294.00 0.3714 Concrete Breakout(c13=0.65) Ncb(Ib) (DNcb(Ib) Nua(Ib) Nua/CNcb 3576.19 2324.53 2294.00 0.9869 Adhesive(0=0.65) Na(lb) 1)Na(lb) Nua(lb) Nua/*Na 4723.39 3070.21 2294.00 0.7472 LS about:blank 10/2/2012 Page 2 of 2 • Side-Face Blowout does not apply Shear Strengths Steel(D=0.65) Vsa(lb) iVsa(lb) Vua(lb) V ua/clVsa 4940 3211.00 0.00 0.0000 Concrete Breakout(case 1)(1=0.70) Vcbx(lb) IVcbx(lb) Vuax(Ib) Vuax/4>Vcbx 3286.66 2300.66 0.00 0.0000 Vcby(Ib) CDVcbY(Ib) Vuay(Ib) Vuay/aVcby Vua/DVcb 1795.59 1256.92 0.00 0.0000 0.0000 Concrete Breakout(case 2)does not apply to single anchor layout Concrete Breakout(case 3)(0=0.70) cxl edge Vcby(Ib) CVcby(Ib) Vuay(Ib) Vuay/(Vcby 1736.83 1215.78 0.00 0.0000 co edge Vcbx(Ib) DVcbx(Ib) Vuax(Ib) Vuax/Wobx 4900.56 3430.39 0.00 0.0000 cx2 edge Vcby(lb) (DVcby(Ib) Vuay(Ib) Vuay/cIA/cby 6573.31 4601.32 0.00 0.0000 cy2 edge Vcbx(Ib) tWcbx(Ib) Vuax(lb) Vuax/0Vcbx Vua/4A/cb 4900.56_3430.39 0.00 0.0000 0.0000 Pryout(D=0.70) Vcp(lb) (DVcp(Ib) Vuax(lb) Vuax/cl)Vcp 7152.39 5006.67 0 0.0000 Vcp(Ib) 9>Vcp(Ib) Vuay(Ib) Vuay/cDVcp Vua/41)Vcp 7152.39 5006.67 0 0.0000 0.0000 Interaction check V.Max(0)<=0.2 and T.Max(0.99)<=1.0[Sec D.7.1] Interaction check:PASS Use 1/2"diameter F1554 GR.36 SET-XP anchor(s)with 8 in.embedment LLs about:blank 10/2/2012 • • CAW-\o Pc% A (91._? t,1= - CC ) z" 9Yh e44 . ,'• Sc)1u TM RIPPEY BY DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W. 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Nra1( A l '170 COLE (r1-LNi.) i i 1 K TM RIPPEY BY DATE YYY CONSULTING ENGINEERS CHK BY DATE 7650 S.W.Beveland St,Suite 100 JOB NO Tigard, Oregon 97223 Phone(503)443-3900 SHEET �-Q OF a • P Cc-K. -j L l t l k\ =2v0* e 42" l2f t2r Hu = i. 6(200) (1_ gc, c, - 14 ect, col I 77 z&`' 61 31,c It ;es 3izt 1)K 2J' ra 4 _ 1SG" lEAK i 1V1 RIPPEY BY DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W.Beveland St,Suite 100 JOB NO Tigard, Oregon 97223 Phone(503)443-3900 SHEET 1—f° of I n