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Specifications (60) SH,RMAN 1 1 SVS c\(1Dl V.Q- ENGINEERING /� 3151 NE SANDY BLVD.,SUM: 100 INC PORTLAND,OR 97232 (--I____ PHONE(503}230-8876 j.� t__ SHERMANENGINEERS.CoM Structural Calcullatiions April 21, 2017 LOT 2 - Mangold Plan 2772GR :�4F��0fts r, 8725 SW Ross St. RECEIVE Tigard, OR 97227 a , DEC 13 2017 ORE*. ,� s SEI Project # 17-MSAP-02-436 �� OF TJGA P10,� �? BUILDING DIVISION sT- 4,Prepared For: EXPIRES: 6t3W , . Westwood Homes 12118 NW Blackhawk Drive Portland, OR 97229 l SHERMAN A ENGINEERING ^ — 3151 NE SANDY:BLVD. SUITE 100 PORTLAND,OR.97232 INC l PHONE(50;3)230-8876 SHERiVIANENGINEERS•COM Structural Calculations April 21, 2017 LOT 2 - Mangold Plan 2772GR �, PRtif 4� 8725 SW Ross St. `' 186 '0 a Tigard, OR 97227 • '� 4 44 ° ORE( SEI Project#17-MSAP-02-436 OO Vlnvt� t. pSHE Prepared For: EXPIRES: 8 ...1 Westwood Homes • 12118 NW Blackhawk Drive Portland, OR 97229 Subject Sheet No. Footing Schedule FD1 Framing: Framing Layout Plans FL1 Roof Beams RBI Floor Joists FJ1-FJ4 Floor Beams FB1-FB8 Headers HD1-HD2 Lateral: • Loading LL1-LL2 Wind Loading/Diaphragms LL3-LL6 Shearwalls LL7-LL8 Overturning LL9 Lateral Wall Layouts LL10-LL11 Schedules LL12-LL13 Details D1-D30 FOOTING SCIIEDULE SHERMAN ENG/NEER/NG, INC. FDI ' JOB:: PLAN 2772 315/ NE5andyBlvd. 7/5/17 Client: WESTWOOD HOMES Portland, OR 97232 JDM GI, soil = I ,500 psf(Assumed) REINFORCEMENT Number Type wallow P,allow FTG Size USE REBAR 1195/ft Ibs width (inch) depth (inch) CI Cont. 1500 6,000 12 7 (I) #4 Cont C2 Continous 1750 7,000 14 7 (1) #4 Cont C3 Continous 2000 8,000 16 10 (2) #4 Cont C4 Contmous 2250 9,000 18 10 - (2) #4 Cont Number Type Fallow A FTG Size b (inch) I (inch) d (inch) USE REBAR lops ft2 Bearing (psf) P I Pad 3.4 2.3 18. in , 18. in 10. in 1500 Mu = 1.08k-ft As = .4m2 a = 0.52 Mcap = I1 .66k-ft (2) #4 EA WAY P2 Pad 6,0 4.0 24 24 IO 1500 M u = 2.55 k-ft As = .4 m2 a = 0.39 M cap = I I .89 k ft (2) #4 EA WAY P3 Pad 9.4 6.3 30 30 10 1504 Mu = 4.99k-ft As = .4m2 a = 0.31 Mcap = 12.04k-ft (3) #4 EA WAY P4 Pad 13.5 9.0 36 36 12 _.._ __1500 M u = 8.61 k-ft As = .6 m2 I a = 0.39 M cap = 23.24 k-ft (3) #4 EA WAY P5 Pad: 18.4 12.3 42 - - 2 - I-2--77--1 =I-502 :.-. M u = 13.69 k-ft As = •8 int a = 0.45 M cap = 30.79 k-ft (4) #4 EA WAY P6 Pad 24.0 16.0 48 48 12 1500 M u = 20.4 k-ft As = .8 int a = 0.39 M cap = 30.99 k-ft (4) #4 EA WAY P7 Pad 28.8 18.8 52 52 12 1534 M u = 26.52 k-ft As = 1. m2 a = 0.45 M cap = 38.46 k-ft (5) #4 EA WAY P8 Pad 40.0 28.4 64 64 ) 12 1406 M u = 45.33 k-ft As = 1.2 m2 a = 0.44 1 M cap = 46.22 k-ft (6) #4 EA WAY P9 Pad 50.0 36.0 72 72 16 1389 M u = 63.75 k-ft As = 1.55 m2 a = 0.5 I M cap = 87. 14 k-ft (5) #5 EA WAY P 10 I Pad 65.0 1 42.3 , 78 I 78 I,6 1535 M u = 89.78 k-ft As = 1.86 m2I a = 0.56 M cap = 104.I 1 k-ft (6) #5 EA WAY 1.............7..... ,l," i;v1 o 6,c.i./ intrii4.9 6., (I) ft) (°-i \k IN V yire 4'f, 110' ff4 ) ff v.. I? fel, , Crpi: 19 4 II 1 ) 11t I --- N I°I t.'. irk )1• L..—� 1 jay!/ y, Li =-- '- �_J Y.-I . H _ )C.'1 l '�._i`, ` � k 0. .... awe i�ER� 17 14 p -511 ► a VLicif ' #3 ' sx ( r cam-_, . ;, L It (V - z 4, o- iiiiiiii —— ILL,..11/1 1V4?‹1114 il -I, r foi 4 ‘10 qi1 i I' ' 1 i/11 IR 1111.111L II Lo� gi 4/ tl,,7 Mill \ , i , •,--- _r____ Oh I Ilvin A, mANiIm ,1112I6, �tll I 1 RI,7 itiWW_ i 1 31.7 ,� 14 it. 1,,(0 TritalrAMINAV 'I''/: i i- JA i y- Iv�_M.__W_ 6t,1,0 . S:( V i'i'i -. Si-ya;kV•••..5 2 UPPER FLOOR FRAM N6 PLAN V14.1 S dtt.-16 IA S c52 MIVETAL4OFCOMMIS OE RE SME'ME A TWIG&OM SCALE,V4•PO ,/p.�, i i / /45,,,,7/e---2____ f vi' l ! 1 BeamChek v2007 licensed to:JDM/Sherman Engineers JReg#7992-66413 P2772-RBI'; 1 Prepared by:JDM Ipote:7/06/17 Selection PT 6x 12 DF-L#1i L . Lu =0.0 Ft J Conditions NDS 2005, Incised Min Bearing Area R1=3.2 in' R2=3.2 in2 (1.5)DL Defl=1 10 .13 in Data Beam Span 15.0 ft Reaction 1 LL 1350 '';1 Reaction 2 LL 1350# Beam Wt per ft 15.37# Reaction 1 TL 1972#11 Reaction 2 TL 1972# Bm Wt Included 231 # Maximum V 1972#1'1 Max Moment 7393'# Max V(Reduced) N/A I',' TL Max Defl L 1360 TL Actual Defl L/551 1 1!' LL Max Defl L/360 LL Actual Defl L/9321!'. Attributes Section(in3) Shear(in2) TL Defl(in) LL Defl 1, _ Actual 121.23 63.25 0.33 0.19 111 Critical 82.15 21.74 0.50 0.50 Status OK OK OK OK Ratio 68% 34% 65% 39% _ Fb(psi) Fv(psi) E(psi x ROI) Fc_i_.(psi) Values Reference Values 1350 170 1.6 625 Adjusted Values 1080 136 1.5 '! 625 Adjustments CF Size Factor 1.000 ' Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Ci Incised 0.80 0.80 0.95 i i` 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00:Ft Loads Uniform LL: 180 Uniform TL: 248;''.-A Uniform Load A "' R1 =1972 R2=1972 SPAN= I5 FT ' j Uniform and partial uniform loads are lbs per lineal ft.' (may F O R r E a MEMBER REPORT Level,PJ?-MAX 24"O.C.SPACED PASSIED 1 piece(s) 11 7/8"TJI(p 110 i' 24" OC Overall Length:15'8 1/18" rs+xer Biu a� r �� y� fi .. kft 15'81/16" a Ali locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontstil.;Drawing Is Conceptual • y�y f='a i, f. �.. r .,a.Sv;i,t -�:..� at t+il;�• t°PC nY ti t; .zk ,;t IE '� Y } lir System:Floor Member Reaction(lbs) 850 CO 2 1/2" . 1041(2.25") Passed(82%) 1.00 1.0 D+1.0 I( I Spans) Member*Type;Joist Shear(lbs 830 @ 3 1/2" 1560 Passed(53%) 1.00 1.0 D+1.0 I(All Spans) Building Use:Residential Moment(Ft-lbs) 3199 @ 7'10" 3160 Passed(101%) 1.00 1.0 D+1.0 Ml Spans) Building Code:IBC Lire Load Defl.(In) 0.317 @ 7.10" 0.381 Passed(L/578) — 1.0 D+1.0 1(il Spans) Design Methodology:ASD Total Load Deft.(In) 0.435 @ T 10" 0.763 Passed(L/420) — 1.0 D+1.0 11(All Spans) TJ-Pro""Rating 41 Any Passed -- —• •Detection criteria:LL(1/480)and TI.(1/240). •Bracing(Lu):AU compression edges(top and bottom)must be braced at 2'9"o/c unless detailed otherwise.Proper atlachn and positioning of lateral bracing Is required to achieve member stability. •A tracheal analysis of the deck has not been performed. 1 trachealtrachealI •Deflection analysis Is based on composite action with a single layer of 23/32"Panel(24"Span Rating)that is glued and nailed•Iovn. •Addponal considerations for the TJ-Pro',"Rating include:1/2"Gypsum ceiling. 1.1 irtidlty v. t + t I�) i fil< �� � 1" ' "; • � l � � �' 1-stud wall-SPF 350" 2.25" .1.75" 235 627 862 ' 1 1/ 1 Rim Board 2-Stud wall-SPF 3.50" 2.25" 1.75" 235 627 862 1 1/ Board •Rim Board is assumed to carry alt loads applied directly above it,bypassing the member being designed. I. . I. Ii 0 to 15'8 1/16" 24" 15.040;0 Residential living $09'i,. :d"". ,spier!, OSUSTM ABLE FORESTW INITIATIVE Weyerhaeuser warrants that the sizing of Its products will be in accordance with Weyerhaeuser product design criteria and published design values, Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)am not designed by this software.Use of tics software is not Intended to circumvent the need fore design professional as determined by the authority having jurisdiction.The designer of record,builder,di: framer is responsible to assure that this calculation is compatible with the overall project Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyer Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-11531 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/service�Ids_CodeReports.aspx. The product application,Input design loads,dimensions and support Information have been provided by Forte Software Operator i•: i . i, j.: • 1 sit a"szp+vw i9i w 3hr $14.fit0 O 05/17/16 8:49:07 AM Forte v5.0,Design Engine:V6.4.0.40 Jemee Meese Sherman Engineers (503)230.8876 lames©cher manenigmoors.com Page 2 of 5 • - FORTE' MEMBER REPORT Level,FJ2-MAX 19.2"0.C.SPACED I PASSED 1 piece(s) 117/8"TM® 110 @ 19.2" OC 7...— ________ —4,. Overall Length:17' r '',',,.1,4;'' ''`'..1'''' u•0.4'.',1:'''1h1., r.-s,en ti n. F i r s, I' b uIiF nal*ri h1 � '''''..-••=i'' 'r 't''' l fel i t-se '44 °Po, lr `f� . =', �iO4. _ m +rota , ,, ,`,..ii, II + 0 .t.."e,,I-ii a,t...'....d. . „ ., .. ., ...j :del.' .,,. I. W ij i r.: ! ''r7.{..:' : a 1^ 1 . , T [4.d k I ih I. , ,. 7 : It- . _--1 ' ice.. Il- i. 17, 1 i 3 i El Ati locations are measured from the outside face of left support(or left cantilever end),All dimensions are honzont.(!;Drawing Is Conceptual '', c gy h ) tl? . ' I? ''',4:;'''4%L2';'-',:i n'4 S'a tit, rl h, n }� 'i' ' ''a:`'t :Floor a a d.dh�,i,r,k.�ti d ,..(z�s ,,I''''''''/,','..`, . .. c:vs.):�.,, .!. .. , .,<f -� 3 I ,.s ,a•;�u.�<"i'rs.�Xrfn,�, ,,,,ti�r�.,...,,�� �? Sys4E:m Member Reaction(ibs) 739(02 1/2" 1041(2.25") Passed(71%) 1.00 L0 D+1.0 ;,,II Spans) Member Type:Joist Shear(lbs) 722 @ 3 1/2" 1560 Passed(46%) 1.00 1.0 D+1.0 ;Alf Spans) Building Use:Residential Moment(Ft-lbs) 3025 @ 8'6" 3160 Passed(96%) 1.00 1.0 D+1.0 Dill S r.ns) Building Code:IBC Live Load Deft.(In) 0.356 @ 8'6" 0.415 Passed(L/559) -- 1.0 D+1.0 *11 Spans) Design Methodology: Si)A Total Load Defl.(In) 0.490(0 8'6" 0.829 Passed(L/407) -- 1.0 D+1.0 Ail Spans) t T3-Prod"Rating 41 My Passed -- -- 1111 •Deflection criteria:LL(L/480)and Ti.(L/240). II •Bracing(Lu):All compression edges(top and bottom)must be braced at 2'915/16"o/c unless detalted otherwise.Proper atta. meat and positioning of lateral bracing Is required to achieve member stability. •A structural analysis of the deck has not been performed. •Deflection analysis Is based on composite action with a single layer of 23/32"Panel(24"Span Rating)that Is glued and nailed we. •Additional considerations for the T7-Pro'"Rating Include:1/2"Gypsum ceiling.. ,.. �" , :. ft. R i 1 ' '' tri L: 1' tt`� a ''tf 'fSts� ' I 1y . I'Itl+� 351,yA r ti •' 3 sl r4zu h .� 1,` ' 'rrif rr 1 •171 41 1;'q llle 1 .,-) � ,� 11 1 S 1 1-Stud wall-SPI' 3.50" 2.25" 1.75" 204 544 748 1 1/4 Rim Board 2-Stud wall-SPF 3.50" 2.25" 1.75" 204 544 748 1 1/ Rim Board •Rim Board Is assumed to carry all loads applied directly above it,bypassing the member being designed. l ' z '.fi , I I" -,-,iI ¢NQ's , i 'l' rt ,r , 0 to 17' 19.2" 15.0 40.0 Residential-Living I, •l i , , �� >Y'.tr,t . 'ea in .; 1 ' t f rqA,� 1:, q7R' Fel e•~t It i''�,'•e? ken�Ia,�R, �` iiit'la1 '„ ' ! .. :i , .. i,lr a,trl'F ,:i�,'1., •SUSIAINABL£fol.ESTRYINntA.TIVE Weyerhaeuser warrants that the sizing of its products will be In accordance with Weyerhaeuser product design criteria and public I_ design values. Weyerhaeuser egxessiy disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for in I:'on details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this soRware.Use of th software Is not Intended to draumvent the need for a design professional as determined by the authority having,jurisdiction.The designer of record,bulkier framer Is responsible to assure that this calculation Is compatible with the overall project Products manufactured at Weyerhaeuser fadlltles are third-pa certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-11 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/servi 5_CodeReports.aspx. The product application,Input design loads,dimensions and support Information have been provided by Forte Software Operato 'I I . !i1 ' 'I • Ii 11 I . 4, a r,,.,,,�LL, fir"Ir � 7 rh -' .,� us° f 05/17/16 8:49:07 AM ` t Y`�a �� f ' Forte v5.0,Design Engine::V6.4,0.40 I James Meese Sherman Eng.neerr II (503)230.8878 ' PEge 3 of 5 iemes@shermanengineentcom I I. I l'j F 0 R T E* MEMBER REPORT Level,FJ3-MAX 16"D.C. SPACED PASSED L/ �[ 1 1 piece(s) 11 7/8"T]I® 110 016" OC Overall Length:18'9" +1`ra' zYll��rj l.t " t .5:11.7..-10(21 f4,4+ Fye'a,0 � }.ltQ . S1ll#• I� � :T1$$ri � +t 1‘1, 4 1`-,At. / 11d1 + „,„ ,14.4 " �� III I + n s a •,{. i '7 t t q 41.':.11"7,1Y.°a, 18'9" 0 All locations are measured from the outside face of left support(or left cantilever end).Ail dimensions are horizont l i `II:.�},1.1p:r�'"1 1•I :� _ System:Floor Member Reaction(lbs) 680 @ 2 1/2" 1041(2.25") •Passed(65%) , 1.00 1.0 D+1.0 L All Spans) Member type:Joist Shear(lbs) 666 c 3 1/2" 1560 Passed(43%) 1.00 1.01)+1.0 L AIF Spans) Building Use;Residential Moment(Ft-lbs) 3081 @ 9'41/2" 3160 Passed(98%) 1.00 1.0 D+1.0 L i All Spans) Building Code;IBC Live Load Dell.(In) 0.444 @ 9'4 1/2" 0.458 Passed(L/496) -- 1.0 D 1-1.0 L All Spans) Design Methodology:ASD Total Load Deft.(in) 0.610 @ 9'4 1/2° 0.917 Passed(1/360) -- 1.0 D+1.0 L All Spans) TJ-Prom Rating 39 Any Passed -- -- (, •Deflection criteria:LL(11480)and TL(1/240). •Bracing(Lu):AN compression edges(top and bottom)must be braced at 2'9 5/8"o/c unless detailed otherwise.Proper and positioning of lateral bracing is required to achieve member stability. •A structural analysis of the deck has not been performed. •Deflection analysis is based on composite action with a single layer of 23/32"Panel(24"Span Rating)that is glued and nailed •Additional considerations for the TJ-Pro"Rating Indude:1/2"Gypsum ceMng. ".r'—'—"" '' 7{,t r I I )T ; ,144:W`v'+t' a �I 5 1 f! A.Jt( t$4 gc gYr� 1-Stud wall-SPF 3.50" 225" 1.75" 187 500 687 1 1/4' Board 2-Stud wall-SPF 3.50" 2.25" 1.75" 187 500 687 1 1/4"itim Board •Rim Board Is assumed to carry all loads applied directly above it,bypassing the member being designed. 'I c Ili ei��•.,, {+ }, p1St 7 sl Rj/t i a iti j 14 I I . pit ' 1- i ?�C � ea �" , Residential-Living 1-Uniform(PSF) Oto 18'9" 16" 15.0 40.0 1 tl ru 1 .,i „ipfp ' It li..:,u..,. .: �.r•.�ue:,«, .... . ,• ,,....�n„.., ,� ..,,..:i. I. . - ,;C. „,.. ,I I, n u. .9 '� . SUSTAItJAatE FOWSTRY IN171laTtYl'r Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for krsfhiiation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software Is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assize that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party]ertiuled to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application,input design loads,dimensions and support Information have been provided by Forte Software Operator; _ 1 yr'S 05/17/16 8:47:45 AM 6.. '`u.Watt 1 S i�4 ri :17 4a ni ` 'r`' 4..4; `" r w x) .s't, a x ! Forte v5.0,Design Engine: J6.4A.40 Jamas Meese Sherman Engineers (603)230-8876 lamescehennanenglneers.com Page 1 of 1 i 'tit-FORTE. MEMBER REPORT Level,FJ4-MAX CELS 0 24"O.C.SPAC® PASSED 2 piece(s) 11,7/8"TM® 11.0 .1 24" OC Overall Length:20'3" � -r , .j t Eu a Qii i i rf ,,: 'h ; ',t++t{ + •`,-41 ++i`+ _ 1 0 _.,...... -_tt 0 ! 20'3" x • 4 a El All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual �: +ti:,t1 i .', ( +- ? ;1 ;',7.15''';-:-‘7, Y r F q;' l '.,,a P7 6 I l!�!1A1''+' r 1 ICt& t +�N<<(i,,.1;;t System:Floor Member Reaction(Ibs) 1102 @ 2 1/2" 2083(2.25") Passed(53%) 1.00 1.0 D+1.0 (All Spans) Member Type:Joist Shear(Ibs) 1082 @ 3 1/2" 3120 Passed(35%) 1.00 1.0 D+1.0 l (All Spans) Building Use:Residential Moment(Ft-lbs) 5409 @ 10'1 1/2" 6320 Passed(86%) 1.00 1.0 D+1.0 I,(All Spans) Building Code:IBC live Load Deft.(In) 0.466 @ 10'1 1/2" 0.496 Passed(1/511) -- 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Den.(In) 0.640 @ 10'1 1/2" 0.992 Passed(1/372) -- 1.0 D+1.0 L(All Spans) Ti-Pro'"Rating ] 37 My Passed -- — •Deflection criteria:LL(1/480)and TL(1/240). •Bracing(Lu):MI compression edges(top and bottom)must be braced at 2'11 7/8"o/c unless detailed otherwise.Proper att chUent and positioning of lateral bracing Is required to achieve member stability. •A structural analysis of the deck has not been performed. •Deflection analysis Is based on composite action with a single layer of 23/32"Panel(24+'Span Rating)that Is glued and nailed ern. •Additional considerations for the TJ-Pro""Rating include:1/2"Gypsum ceiling. x aF. , k ,, - ..'"'' a ! r ; i BeamChek v2007 licensed to:JDM/Sherman Engineers I Reg#7992-66413 P2772-FB1 Prepared by: JDM Date:7/06/17 Selection 6-314x 22-112 GLB 24F-V4 DF/DF Lu=0.0 Ft Conditions NDS 2005 i Min Bearing Area R1= 15.9 in2R2= 15.9 in2 (1.5)DL Defl 0.25 in Recom Camber=0.38 in Data Beam Span 24.0 ft Reaction 1 LL 7200#' Reaction 2 LL 7200# Beam Wt per ft 36.91 # Reaction 1 TL 10343#: Reaction 2 TL 10343# Bm Wt Included 886# Maximum V 10343 f'' Max Moment 62057'# Max V(Reduced) N/A�.I TL Max Defl L/240 TL Actual Defl L/448 LL Max Defl L/360 LL Actual Dell L/743 Attributes Section (in3) Shear(in2) TL Defl(in) LL Def11,• Actual 569.53 151.88 ' 0.64 0.39 Critical 344.21 64.64 1.20 0.80. H Status OK OK OK OK 1: Ratio 60% 43% 53% 48% I ' Fb(psi) Fv(psi) E(psi x mil) Fc i(psi) Values Reference Values 2400 240 1.8 " 650 Adjusted Values 2163 240 1.8 1 650 _ Adjustments Cv Volume 0.901 Cd Duration 1.00 1.00 Cr Repetitive 1.00 I Ch Shear Stress N/A ;; Cm Wet Use 1.00 1.00 1.0011. 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Ii; Loads Uniform LL:600 Uniform TL: 81' =A 1h !i 11i I I; ti Uniform Load A H II 1 R1 =10343 1R2=10343 SPAN=24 FT Uniform and partial uniform loads are lbs per linealft. BeamChek v2007 licensed to:JDM/Sherman Engineers;; Reg#7992-66413 P2772-FB2 Prepared by:JDM :11 Date:7/06/17 _ Selection 5-118x 12 GLB 24F-V4 DF/DFLu=0.0 Ft Conditions NDS 2005 !' Min Bearing Area R1=4.5 in2 R2=4.5 in2 (1.5)DL Defl= 0.13 in Recom Camber_0.20 in Data Beam Span 14.5 ft Reaction 1 LL 2030'# Reaction 2 LL 2030# Beam Wt per ft 14.94# Reaction 1 TL 2900# Reaction 2 TL 2900# Bm Wt Included 217# Maximum V 29001# Max Moment 10511 '# Max V(Reduced) N/A TL Max Defl L/360 TL Actual Defl L/596 6 LL Max Defl L/360 LL Actual Defl L/8 1 Attributes Section(in3) Shear(in2) TL Defl(in) LL Del -- Actual 123.00 61.50 0.34 0.21 Critical 52.56 18.12 0.48 0.48 Status OK OK OK OK Ratio 43% 29% 71% 43% _ Fb(psi) Fv(psi) E(psi x mil) Fc L (psi) _ Values Reference Values 2400 240 1.8 650 Adjusted Values 2400 240 1.8 ' 650 _ _ Adjustments Cv Volume 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 _ _ CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL:280 Uniform TL: 385 =A is Uniform Load A R1 ==2900 R200 SPAN=14.5 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2007 licensed to:JDM/Shennan Engineers 'Reg#7992-66413 ^T P2772-FB3 Prepared by:JDM Date:7/06/17 Selection 5-118x 12 GLB 24F-V4 DF/DF Lu=0.0 Ft Conditions NDS 2005 Min Bearing Area R1=4.8 in2 R2=4.8 in2 (1.5)DL Defl--1 0.18 in Recom Camber=0.26 in _ Data Beam Span 15.5 ft Reaction 1 LL 2170 Reaction 2 LL 2170# Beam Wt per ft 14.94# Reaction 1 TL 3100 • Reaction 2 TL 3100# Bm Wt Included 232# Maximum V 3100 • Max Moment 12011 '# Max V(Reduced) N/A TL Max Defl L/360 TL Actual Defl L/414, LL Max Defl L/360 LL Actual Defl L/6811 Attributes Section (in3) Shear(in2) TL Defl(in) LL Defl _ Actual 123.00 61.50 0.45 0.27 Critical 60.05 19.37 0.52 0.52 Status OK OK OK OK Ratio 49% 31% 87% 53% Fb(psi) Fv(psi) E(psi x mil) Fc (psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2400 240 1.8 650 Adjustments Cv Volume 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb=0.00 Le=0.00 Ft I _ Loads Uniform LL:280 Uniform TL: 385;=A Uniform Load A Q R1 =3100 iR2=3100 SPAN=15.5 FT Uniform and partial uniform loads are lbs per linealft. BeamChek v2007 licensed to:JDM/Sherman Engineers I Reg#7992-66413 P2772-FB4 Prepared by:JDM Date: 7/06/17 Selection 6-3/4x 12 GLB 24F-V4 DF/DF Lu=0.0 Ft 1 Conditions NDS 2005 Min Bearing Area R1= 11.3 in2 R2=6.0 in2 (1.5)DL Defl 0.26 in Recom Camber=0.39 in _ Data Beam Span 12.0 ft Reaction 1 LL 3788 4 Reaction 2 LL '1463# Beam Wt per ft 19.68# Reaction 1 TL 7323# Reaction 2 TL 3873# Bm Wt Included 236# Maximum V 7323 Max Moment 21456'# Max V(Reduced) N/A TL Max Defl L/360 TL Actual Defl L/37 LL Max Defl L/360 LL Actual Defl L/>1000p _ Attributes Section(in3) Shear(in2) TL Defl(in) LL Defl Actual 162.00 81.00 0.38 0.12 Critical 107.28 45.77 0.40 0.40 Status OK OK OK OK Ratio 66% 57% 96% 30% _ Fb(psi) Fv(psi) E(psi x nail) Fcl_(psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2400 240 1.8 650 Adjustments Cv Volume 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft is Loads Uniform LL:50 Uniform TL: 80 1=A Point TL Distance Par Unif LL Par Unif TL Start End B=3100 6.0 400 H=550 0 6.0 375 1 =600 0 6.0 I H L Uniform�Load A •E Pt loads: I Z\ ! 0 R1 =7323 1R2=3873 SPAN= 12 FT 1' Uniform and partial uniform loads are lbs per linealift. i BeamChek v2007 licensed to:JDM/Sherman Engineers Reg#7992-66413 P2772-FB5 Prepared by: JDM Date:7/06/17 Selection 1-3/4x 11-7/8 1.9E TJ Microllam LVL j, Lu=0.0 Ft _ J Conditions NDS 2005 Min Bearing Area R1=0.5 in2 R2=0.5 in2 (1.5) DL Defl= <0.01 in. Data Beam Span 6.75 ft Reaction 1 LL 270#� Reaction 2 LL 270# Beam Wt per ft 5.34# Reaction 1 TL 389#: Reaction 2 TL 389# Bm Wt Included 36# Maximum V 389#1 Max Moment 657'# Max V(Reduced) N/A TL Max Defl L/360 TL Actual Defl L/>1000 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section(in3) Shear(in2) TL Defl(in) LL Defl;; Actual 41.13 20.78 0.01 <0.01 Critical 3.03 2.05 0.23 0.23 Status OK OK OK OK Ratio 7% 10% 6% 4% _ Fb(psi) Fv(psi) E(psi x mil) Fc (psi) _ - Values Reference Values 2600 285 1.9 750 Adjusted Values 2604 285 1.9 750 _ Adjustments CF Size Factor 1.001 Cd Duration 1.00 1.00 Cr Repetitive 1.00 is Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL:80 Uniform TL: 110 =A 0.0 0.0 Uniform Load A 0 R1 =389 R2=389 SPAN=6.75 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2007 licensed to:JDM/Sherman Engineers Reg#7992-66413 P2772-FB6 Prepared by: JDM Date:7/06/17 Selection 1-3/4x 11-7/8 1.9E TJ Microllam LVL Lu=0.0 Ft Conditions NDS 2005 Min Bearing Area R1= 1.0 in2 R2= 1.0 in2 (1.5) DL Defl <0.01 in. Data Beam Span 6.5 ft Reaction 1 LL 520# Reaction 2 LL 520# Beam Wt per ft 5.34# Reaction 1 TL 732# Reaction 2 TL 732# Bm Wt Included 35# Maximum V 732# Max Moment 1190'# Max V(Reduced) N/A' TL Max Defl L/360 TL Actual Defl L/>1000 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section(ins) Shear(in2) TL Defl(in) LL Defl; Actual 41.13 20.78 0.02 0.01 Critical 5.48 3.85 0.22 0.22 Status OK OK OK OK Ratio 13% 19% 10% 6% Fb(psi) Fv(psi) E(psi x mil) Fc (psi) Values Reference Values 2600 285 1.9 I 750 Adjusted Values 2604 285 1.9 I 750 -. Adjustments CF Size Factor 1.001 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft !' Loads Uniform LL: 160 Uniform TL: 220_ =A 0.0 0.0 Uniform Load A R1 =732 ! R2=732 SPAN=6.5 FT Uniform and partial uniform loads are lbs per lineal;ft. BeamChek v2007 licensed to:JDM/Shennan Engineers Reg#7992-66413 P2772-FB7 Prepared by: JDM !Date:7/06/17 Selection 1-3/4x 11-7/8 1.9E TJ Microllam LVL 1 Lu=0.0 Ft 1 Conditions NDS 2005 Min Bearing Area R1= 1.4 in2 R2= 1.2 in2 (1.5) DL Defl=; 0.12 in _ Data Beam Span 10.5 ft Reaction 1 LL 420# ' Reaction 2 LL 420# Beam Wt per ft 5.34# Reaction 1 TL 1059#1 Reaction 2 TL 884# Bm Wt Included 56# Maximum V 1059# Max Moment 3310'# Max V(Reduced) N/A TL Max Defl L/360 TL Actual Defl L/739 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section(in3) Shear(in2) TL Defl(in) LL Defl Actual 41.13 20.78 0.17 0.05 Critical 15.26 5.57 0.35 0.35 Status OK OK OK OK Ratio 37% 27% 49% 13% Fb(psi) Fv(psi) E(psi x mil) Fc (psi) Values Reference Values 2600 285 1.9 750 Adjusted Values 2604 285 1.9 750 Adjustments CF Size Factor 1.001 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 _ CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL:80 Uniform TL: 110 =A Point TL Distance 1 B=732 4.0 0.0 0.0 Uniform Load A 7 Pt loads: R1 =1059 R2=884 SPAN= 10.5 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2007 licensed to:JDM/Sherman Engineers Reg#7992-66413 P2772-FB8 Prepared by:JDM Date:7/06/17 Selection 7x 11-7/8 2.0E TJ Parallam W.S.PSL Lu=0.0 Ft Conditions NDS 2005 Min Bearing Area R1=4.0 in2 R2=5.7 in2 (1.5)DL Defl= 0.35 in Data Beam Span 19.5 ft Reaction 1 LL 1560# Reaction 2 LL 1560# Beam Wt per ft 25.98# Reaction 1 TL 2591 # Reaction 2 TL 3706# Bm Wt Included 507# Maximum V 3706# Max Moment 13651 .# Max V(Reduced) N/A TL Max Defl L/360 TL Actual Defl L/380 LL Max Defl L/360 LL Actual Defl L/880 Attributes Section(in') Shear(in2) TL Defl(in) LL Defl Actual 164.52 83.13 0.62 0.27 Critical 56.42 19.17 0.65 0.65 Status OK OK OK OK Ratio 34% 23% 95% 41% Fb(psi) Fv(psi) E(psi x mil) Fc (psi) Values Reference Values 2900 290 2.0 650 Adjusted Values 2903 290 2.0 650 Adjustments CF Size Factor 1.001 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 _ CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL: 160 Uniform TL: 220 =A Point TL Distance B= 1500 17.0 0.0 0.0 Uniform Load A Pt loads: R1 =2591 R2=3706 SPAN=19.5 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2007 licensed to:JDM/Sherman Engineers Reg#7992-66413 P2772-HD1 -� Prepared by:JDM Date: 7/06/17 Selection 5-118x 10-1/2 GLB 24F-V4 DF/DF Lu =0.0 Ft Conditions NDS 2005 Min Bearing Area R1=8.1 in2 R2=9.5 int (1.5)DL Defl= 0.11 in 0.17 in Data Beam Span 6.5 ft Reaction 1 LL 1950# Reaction 2 LL 1950# Beam Wt per ft 13.08# Reaction 1 TL 5262# Reaction 2 TL 6 185# Bm Wt Included 85# Maximum V 6185# Max Moment 13816'# Max V(Reduced) N/A TL Max Defl L/360 TL Actual Defl L/558 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section(in3) Shear(in2) TL Defl(in) LL Defl _ Actual 94.17 53.81 0.14 0.03 Critical 69.08 38.66 0.22 0.22 Status OK OK OK OK Ratio 73% 72% 65% 12% Fb(psi) Fv(psi) E(psi x mil) Fc (psi) _ Values Reference Values 2400 240 1.8 650 Adjusted Values 2400 240 1.8 650 Adjustments Cv Volume 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL:600 Uniform TL: 825 =A Point TL Distance J B=2900 3.75 C=3100 3.75 Uniform Load A 1 Pt loads: n Z\ R1 =5262 R2=6185 SPAN=6.5 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2007 licensed to:JDM/Sherman Engineers Reg#7992-66413 P2772-HD2 Prepared by:JDM Date: 7/06/17 _ Selection 5-118x 15 GLB 24F-V4 DF/DF Lu=0.0 Ft Conditions NDS 2005 Min Bearing Area R1=6.9 in2 R2=3.7 in2 (1.5) DL Defl= 0.30 in 0.45 in Data Beam Span 17.0 ft Reaction 1 LL 1781 # Reaction 2 LL 1019# Beam Wt per ft 18.68# Reaction 1 TL 4513# Reaction 2 TL 2434# Bm Wt Included 318# Maximum V 4513# Max Moment 16698'# Max V(Reduced) N/A TL Max Defl L/360 TL Actual Defl L/483 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section(in3) Shear(in2) TL Defl(in) LL Defl Actual 192.19 76.88 0.42 0.12 Critical 83.59 28.21 0.57 0.57 Status OK OK OK OK Ratio 43% 37% 75% 21% Fb(psi) Fv(psi) E(psi x mil) Fc (psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2397 240 1.8 650 Adjustments Cv Volume 0.999 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL:80 Uniform TL: 110 =A Point TL Distance Par Unif LL Par Unif TL Start End B=1500 2.5 180 H=220 0 8.0 C= 1500 8.0 H Uniform Load A Pt loads: -E3- R1 R1 =4513 R2=2434 SPAN= 17 FT Uniform and partial uniform loads are lbs per lineal ft. PLAN 2772 Lateral Load LL i 7/5/17 20 14 IBC/OSSC ��:‘,;:;',1,,,•.,;` � .wPer ASCE 7-IO Basic Wind Speed= 120 Kit = 1.00 Exposure Category= B A = I.00 Building Height= 19 I = I.00 Roof Slope= 4 :12 = 18.4° Zone Pressure ASD LC A5D Pressure A 30.7 0.6 = 18.4 B -8.7 0.6 = -5.2 Use 5 psf at roof for MWFRS C 20.5 0.6 = 12.3 D -4.9 0.6 - -2.9 Use 5 psf at roof for MWFRS •End Zone Distance: Eave Ht(ft) 19 x 40% = 7.6 ft Bldg Width(ft) 30 x 10% = 3.0 ft Width x4%= I.2 ft Bldg Length(ft) 55 x 10% = 5.5 ft Length x4%= 2.2 ft Minimum= 3.0 ft Edge Strip= 3.0 ft (End Zone= 2x Edge Strip) End Zone= 6.0 ft ei" a 4°,, .;„ R= 2014 IBC/OSSC Use Group= I Numl2er of Stories= 2 <3 -9" Simplified analysis per IBC Section 1613.3.5.2 5d5 = 0.718 R= 6.5 V = I.2 d, w = 0.133 W Roof W = 15.0 1650 = 24.8 Walls = 8 9.0 ft 1/2 170 = 6.1 Partitions = 6 9.0 ft 1/2 13G = 3.7 34.5 x 19 = 656 Moor W= 15 1650 = 24.5 Walls = 8 9.0 ft 1/2 170 + 6.I = 12.2 Partitions = 6 9.0 ft 1/2 124 + 3.7 = 7.0 44.0 x 10 = 440 78.G 10% X 0.133 10.4 = Base Shear Distribution: 10.4 6.2 __ = QRj1096 X 656 = 1 .4 QPIr = 110% 4 X 440 = 1 .4 = 3.0 2.LL-2014 IBC OSSC-Project 11/4/2015 Design Maps Summary Report USW Design Maps Summary Report LLZ User-Specified Input Report Title Tigard, OR Wed November 4,2015 17:05:36 UTC Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 45.43767°N, 122.79487°W Site Soil Classification Site Class D - "Stiff Soil" ��yy Risk.Category I/II/III —••••••—'..4., `1i.,i J Ai.- Tr.Dt•(rr.�i, f�T Q-(2,•A 1f F,�,,.a.,:i VPi '' �`a k*,' 'l y �' r r f a 7� 1 'F, -yL " � .�q�,9'^', 5}� ,r� `,�}.�,t� da A!,ec +4 ,^� ,a•�Y�3� ,hey Ja ,� '�SYi"�r.��st• ti a,� }'°d;°"�. v 44:1'',- r'4� .y, .,w ,n, pda r' y }+ v )1 iT )»'gV•'1 rk`Az 4)§i S1tc1,'ti J r, • .J ,, ,�^' •; ? ,•1v fF !+>'¢�i +r,t :W lit Cn l '�_. tt r I, d' ,,`t 9 ,,"r z � ,�.'. !' f. 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' V+1} • 4� I � 'Ar Pa re ,,:1( ••••f,,!7,1'r 4` , t t� '' a1 , tW Ir ,, a a uv�� sl �,t„ , r tt '�F�,, as i � � r ,�,Se • r{ Y fk �I .J A 7°I i 9 ti°�11,J ,,f 4 4!;'�.E �d 4lj ' s` i r J•.:qtr t llw 4. �s-t� i k, r 7`sJ�1 7,m. t.4 u �k. n� ;n ,.t r i�a�`'.ri�„�,q, r�`m�.s�•' �, 9 }_ J'” y tra�fi' t �` qs ) '�r, sr I19*%°,';''r EC, 3,t h40,1i1„:,„,,t g ^t' ,r t �',F'1 q.,b.'S, ! „.J - i t"1 ,1 Ki,tttko.,r` g : hx,, d r 14-. 4 .14 0a 7'�_v >ka F t;y-g+,f,,100, •'la,'�'y4:,': �,�iti fri+; �e11 ,••••••,vt 'qv '4•••,- .` ”{ ;;;;•,}t' -p,,f fr: y °l i'w•7. „,6,4,'i"Ai,P r ff rnlai f{p^i; l ''r b 14kTt', S l• f'1S t}}s ,"31144.,'.t. i,t, 1 , r d,�,;?n yy, � 1 a ht ri''',,. .5.',/$'1,4:?..cF , r I ?,.t 11 1 � r d t�( 1FIs ? r 4�.* ! t 1 3[7i:`1''''' x,���t': ti':ff* s 4,."1%,�TM7 Jj.Mtt 5 f d,; t y��:t f�7' i ' }.'C } z , fN y i �:7 }I i ,4, {,'A}?• 0.S'��"�.;P�x}'7 tib{ 33147. ,{ 'J,�II�}} Y'0,,,• f r(K.�s�1 .3w 1 1•!•!..••,,,y,, a.,yn'.W '`• �.• ... J ff ..t t I Ii-," ' '°,,„ 1, ' Ai5i ..n 4 1 s I, .,{.-,,,v c a ss 1 YitExwH�,.4•r t t l V t s,,t ,, 1 m Nc+.. P ,''=4 1 1",,,,,,,,,,, )r i,G {rs ,..',.•0,,-...f., !r r, -}, '^ ,t r +I 1 , t ((,`}4 1.S .1 'i'ri �;. L+ i"�'i.�x�tt..h� ' .`'{:'r.r.+ A x�r,X Yla:, ,- *xx •.r .i•1•fv.., f' fiR� :+� ��',e,' ' i=£ trpfitMiXrythSl 11�` USGS—Provided Output Ss = 0.9678 SMS 1.077g Sos = 0.718g S1 = 0.423 g SMI = 0.667 g Sol 1: 0.445 g For information on how the SS and Si values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP" building code reference document. MCEa Response Spectrum Design Response.Spectrum 1.10 0.72 9.95 0.64 0.02 0.52 0.77 0.48 VI 0.66 1 0.40 f 0 4 , Vt r 0.22 0.444 0.24 ".,,,4 ", . 0.33 0.22 4.12 0.11 0.1911 9.00 0.00 I I i I 1 I I 1 0.00 0.20 0.40 0.00 0.00 1.00 1.20 1.40 1.60 1.00 2.00 0.00 0.20 0.40 0.301 0.29 1.00 1.20 1.40 1.011 1.00 2.00 Period,T 11K ec1 Period, T ism) Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or Implied,as to the httpa/ehpl-earthquake.or.usgs.gov/designmaps/us/summary.php?template=minimai&latitude=45.43767241ortgituc --122.7948678tsiteoiass=3&riskcategorr0... 1112 SHERMAN ENGINEERING, INC. - 3151 NE Sandy Blvd Suite 100 Portland, OR 97232 . WIND LOAD 2014 IBC/OSSC 2015 IBC/WAC JOB: PLAN 2772 Loading: FRONT BACK V1 V2 V3 V4 Roof Wall End Zone= 18.4 psf 18.4 psf Interior= 12.3 psf 12.3 psf End Zone Interior 1 • End Zone End Zone Length= 6 ft Roof Ht. 5 ft Diaph 1 width 30 ft Wall Ht. 9 ft Qn Qn Qn Shear V1 V2 V3 V4 REACTION Line Condition load trib trib total load trib trib total load trib trib total load trib trib total Q ROOF width height width width height width width height width width height width psf ft ft ft psf ft ft ft psf ft ft ft psf ft ft ft kips 1 End Left 18:4 6 5 30 12.3 24 5 30 1.1 2 End Right 12.3 24 5 30 18.4 6 5 30` 1.1 I Shear " V1 V2 V3 V4 I REACTION Line Condition load trib trib total load trib trib total load trib trib total load trib trib total Q EUPR FLR width height width width height width width height width width height width psf ft ft ft psf ft ft ft psf ft ft ft psf ft ft ft kips 1 Enc!Left 18.4; 6 4.5 I 30 12.3 I 24 ;.4.5 30 1.0 2 End Right I 12.3 24 4.5 30 I 18.4 6 4.5 30 I 1.0 MAIN FLR Roof Wall TOTAL UPPER FLOOR LOAD End Zone= 18.4 psf 18:4 psf Interior= 12:3 psf 12.3 psf LINE ROOF UPR FLR I TOTAL Wail Ht. 9 1 1.1 1.0 I Vt Diaph 1 width 30 f+ 0 2 I 1.1 i 1.Q 2.1 /r"----"STLI V_ SHERMAN ENGINEERING, INC. 3151 NE Sandy Blvd Suite 100 Portland, OR 97232 Shear VI V2 V3 V4 REACTION Line Condition load trib trib total load trib trib total load trib trib total load trib trib total Q MAIN FLR width height width width height width width height width width height width psf ft ft ft psf ft _ ft ft psf ft ft ft psf ft ft ft kips 1 End Left 18.4 6- 9 30 123 24 9 30 2.0' 2 End Right 12.3 24 9 30 18.4 6 9 30 2.0 SHERMAN ENGINEERING, INC. 3151 NE Sandy Blvd Suite 100 Portland, OR 97232 - WIND LOAD 2014 IBC/OSSC 2015 IBC/WAC JOB: PLAN 2772 Loading: SIDE/SIDE V1 V2 V3 V4 Roof Wall End Zone= 5 psf 18.4 psf Interior= 5 psf 12.3 psf End Zone Interior 1 ♦ End Zone End Zone Length = ` 6 ft Roof Ht. 8 ft Diaph 1 width 28 ft Wall Ht. 9 ft Qn Qn Qn Diaph 2 width 29 ft Shear V1 V2 V3 V4 REACTION Line Condition load trib trib total load trib trib total load trib trib total load trib trib total Q ROOF width height width width height width width height width width height width psf ft ft ft psf ft ft ft psf ft ft ft psf ft ft ft kips A End Left 5 6 8 28 5 22 8 28 0.6 B Inter 5 6 8 28 5 22 8 28 5 23 8 29 5 6 8 29 1.1 C End Right 5 23 8 , 29 5 6 8 29 0.6 Shear V1 V2 V3 V4 I REACTION Line 'Condition I load trib trib total 1 load trib trib total I load trib trib total load trib trib total Q UPR FLR I width height width width height width width height width width height width psf ft ft ft psf ft ft ft psf ft ft ft psf ft ft ft kips A End Left 18.4 6 4.5 28 12.3 22 4.5 28 0.9 B Inter 18.4 6 4.5 28 12.3 22 4.5 28 12.3 23 • 4.5 29 18.4 6 4.5 29 1.6 C End Right 12.3 23 4.5 29 18.4 6 4.5 29 1.0 TOTAL UPPER FLOOR LOAD I LINE I ROOF I UPR FLR I TOTAL i I A I 0.6 ! 0.9 1.5 I 1 B 1.1 1.6 2.8 1 IC 0.6 1.0 1.5 `•%.1l SHERMAN ENGINEERING, INC. . _ 3151 NE Sandy Blvd . Suite 100 Portland, OR 97232 MAIN FLR Roof Wall BASE FLR Roof Wall End Zone= 5 psf 18.4 psf End Zone= 5 psf 18.4 psf . interior= 5 psf 12.3 psf Interior= 5 psf 12.3 psf Wall Ht. 9 Wall Ht. 9 Diaph 1 width 26 ft Diaph 1 width 1 ft Diaph 2 width 26 ft Diaph 2 width 1 ft Diaph 3 width 11 ft Diaph 3 width 1 ft Line Condition load trib trib total load trib trib total load trib trib total load trib trib total Q MAIN FLR width height width width height width width height width width height width psf ft ft ft psf ft ft ft psf ft ft ft psf ft ft ft kips A End Left 18.4 6 9 26 12.3 20 9 26; , 1.7 B Inter 18.4_, 6 9 __ 26 12.3 20 9 26 12.3 26 9 26 0 0 0 26 2.9 C Inter 18.4 6 9 26 12.3 20 9 26 12.3 5 9 11 18.4 6 9 11 22 D End Right 12.3 5 9 11 18.4 6 9 11 0.8 7.7 Sherman Engineering, Inca �'� 3151 NE Sandy Blvd. Portland, OR 97232 PI?OJC1"; 7/5/2017 (503)230-8876 Phone (503) 226-4745 Fax PLAN 2772 JnM f PONE/CLACK LOA 2INc WINI2(k) 515MIC(k) 0 / 0 VI 2.1 23 V2 2.1 2,3 MI <• __W,..._.. ) POOP PIAPH. 4.2 4,51-.0 r: .. r 3 a A y —/ 51- AJWALL5 @ UPP�V FIXILA . , ,. VI 5 23 k - 24 L-F _ ( 94 #/') W 2,1 k - 24 LF 88 #/' ,' __ Perf Wall; 94 + Co 1.00 - 94 #/' -.----, •! ""` ,"4 V2 s 23 k 28 LF - ( 80 #/') . w 2.1 k - 28 LF 75 #/' �.f Perf Wall: 80 + Co 1.00 ,- 804 /' WINI2(k) 5I5MIC(k) VI 2.0 I,5 ___. V22,0 1,5 .41sxx ea.. .A.0.4"I % t.l. MLS. 12IAPN, 4,0 3.0 , kw r) 5ffAJWAI-L5 @ LOWWI;OR ... ..1-84. 1 VI s 2.3k + L5k - 4k : 19 LP 197 +1/ w 2,I k + 2.0k -- 4k - 19 LP 216 iv '' l Perf Wall: 216 + Co 1.00 - 216 */' .i e* w 1 V2 5 23 k + 1.5 k - 4 k - 36 LP - 106 lipWM VP 44! i w 2.1 k + 2.0k - 4k - 56 LF - 115 n • �' I 1 p ,"O.' -'' Perf Wall: 115 + Co 1.00 ..- I15 #/' 1_2 1 Sherman Engineering, Inc. LLF 3151 NE Sandy Blvd. Portland,OR 97232 Rata: 7/5/2017 (503)230-8876 Phone (503)226-4745 Fax PLAN 2772 JDM FION1/ CLACK LOADING WIND(k) 5N5MIC(k) VA 1.5 1.2 Via 2B 2.2 . . �__..._..._... _ P00F DIAFH. VC 1,5 1.2 (( Ja " _-y` `-1-4) 5.8 4.5 I . .... I 5WAJWALL5 @ UMW FLV 0 C f + �! VA 5 1.2 k 8.3 LF - ( 141 #/') 5LA I, w L5k + 8.3 LF - 182 #/' . , xrf Peri'Wall: 182 + Co 1.00 -. 182 #/' � ' 41 VPs 2.2 k 24 LV - ( 91 #/') 4. re f w 28 k 24 LF Ill 4/' " ._.# -: M1 Pe-f Wall: 117 + Co 1,00 - 117 #/' -' '.'�x' ' `�' VC 5 12 k + 20 Lf - ( 60 #/') ' 0 Peri'Wall; 77 + Co 1.00 - 77 #/' _.__._, $ ; _._. WIND(k) 5�15MIC(k) VA 1.7 0.7 VD 2.9 1.1 A _� FLP, DIAPH. VC 2.2 09 A - 4,;► VD OB 0,3 1 , .:.I•X0�. ''r 5WAI:W0 41,3 ALL5 @ LOWER FLR 7.6 3. VA 5 1.2 k + 0.7 k .= 2 k + 4 IT '. 459 11/2.\ 4.' w 1.5 k + L7 k - 3 k + 4 LF - 800 +1, 4,, I Peri'Wall: 800 + Co 1.00 - 800 4/' �G VPs 2.2 k + 1.1 k - 3k _ 19 if - 175 ii/2/ 6 w 2.8 k + 2,9 k - 6 k + 19 LP - 300 :i, Pere Wall: 300 + Co 1,00 - 300 #/' e iwzi, ,i. ..> � 1 VCs 1.2k + 0.9k - 2k + 208 �� R IOLF - y;, 1' w 1. k + 2.2 k 4 k + 10 LP - 379 1', � ' • Peri'Wall: '19 + Co 1.00 - 379 #/' l``',. VP o.ok + o.3k - ok + 6Ltat 52.6 , ap w 0.0 k + 0.8 k - 1 k + 6 LP - 133 ,,, ,... ...___--1.--. Pere Wall; 133 + Co 1.00 - 133 #/' d 0 rf" itlice'Sr° 1 `*df il/ . Lii4-. ilk I I`7C1 , .666% 922*1 . �6� 6'k ►,��-'w, 4, 4 prig psi ' '110 ,�, .tom, OVERTURNING - FRONT/BACK • HD GRID 5HEAR WALL SHEAR DEAD DEAD DEAD LOAD LOAD NET MIN. HOLDOWN TYPE LINE LEVEL LENGTH KIPS/FT. HEIGHT TRIG LOAD M,resist REDUCTION M,ot ABOVE UPLIFT REQ'D USED 1 V-2 4.5 0.094 8 12 15 2.47 WIND 3.4 0.42 Use MSTA36. ' 1 V-1 8 0.216 9. 8 15 6.14 WIND 15.6 0.42 1 .91 Use STHD 14 6 2 V-2 12 0.080 8 12 15 17.57 WIND 7.7 -0.24 OK w/nails 0 V-1 16 0.115 9 8 15 24.58 WIND 16.6 -0.24 -0. 13 OK w/A.D.'s 0 OVERTURNING - SIDE/SIDE REDUCT. - GRID SHEAR WALL SHEAR DEAD DEAD .667 WIND LOAD NET LINE LEVEL LENGTH KIPS/FT. HEIGHT TRIB LOAD M,resist .55 SEISM M,ot ABOVE UPLIFT A V-2 2.75 0.182 8 4 15 0.47 WIND 4.0 I .35 + Use MST37 I 2 B V-2 11 0.117 8 4 15 7.50 WIND 10.3 0.53 Use MSTA36 I-7- V-1 19 0.530 9 4 15 23.83 WIND 90.6 0.53 4.54 Use HDUS li 8 C V-2 9.5 0.077 8 4 15 5.60 WIND 5.9 0.26 Use MSTA36I V-1 2.5 0.379 9 4 15 0.41 WIND 8.5 0.26 3.57 Use STHD l 4 16 1I D 1 -1 3 0.133 9 4 15 0.59 WIND 3.6 0.00 1 .05 1 Use STYD 14 f 6 _____._ ,., 7 I , . : .. ,, ✓ i I, I 1'� SIWIED t 111110TN 1, w' :1� V0.uu MEAL data i ' it JI 14r ino1:41416121. alb `tfkil 441 , e . iir NIAu7J.i1 64 E ----- _� a,�ti �W� 11n ; I4 yj i I .. GNINk1 ✓ 0. 1 '\ It' r I1 I ) '� ' AAhlligl: 11 il � INOOeINn9 i © d Q 01 L', A�IQA00 i • I, i ) q'''' ) I MSIR SUITE la lirAjli CO Wi i.lAi �E=�gM #3 11/411 I ti� r \A s'rum !� div �EDRM #4 • °, - 4:i 1.0' . (I 1 N t ... H ©I , ----.-(-D j7,, ' 't! ,' 14 rip nD f jJJTIL . i ' — I • iti r 1.,, MEDIA ROOM 4 E 2l,, , t iAmy 0 '4c,/ / ._.._.._Y..__..- Iz-t I-0 SI-IEARWALL SCHEDULE WALL WALL PASTIENER TYPE WOOD SILL PLATE WOOD 50LE PLATE SHEARWALL TO SHEARWALL TO ROOF MOOD SILL TO MARK(I) SHEATHING (2)(BUILDER'S PREFERENCE) (3) TO GONG CONN. (4)TO RIM JSTJBLKG(5) E K6/RIM BD. (6)BIRD BLOCK CONN.(•!) EXISTING FOUND. (8) . SD,0.131'X2-1/2'POWER DRIVEN . • I RATED 6 ONE SIDE FASTENER 012156AJtl-N2°STAPLE, 32DIAX10°AB.S 0 16d 0 6"O.G. .A35'0 24"OC. SIMPSON LS50'0 SIMPSONSPACED O tire' O.G. DEMO SPACE 0 6"Or_. t 12"os. FIELD /2\ 'APA RATED 8D 0.15FX2-1/2"POWER DRIVEN "- " FASTENER OR 186A.X1-1/2"STAPLE, DIA.40 AR'S @ 16d 0 4"OC. A35'0 Ib"O G. SIMPSON L540 0 SIMPSON'UDP' (55o4ft SHTb ONE SPACE o 4'O.G.EDGES t 12"OA FIELD 24'O.G. 24'OC. SPACED 0 45'O.G. �"APA RATED 8D 0.131'X2-I/2"POWER DRIVEN S'A ONE SIDE FASTENER OR 13GA.XI-I/2"STAPLE, 11"-DIA,XI0"AI"0 20d 0 3"O.G. 'A35'0 12"O.G. SIMPSON'L540'0 SIMPSON UW-I' 4) SPACE 0 8'0G.EDGES t I2"O.G.FIELD Ie"O.G. 24'0.5. SPACED 0 32"0.5, 8D OR 0,131"X2-1/2"POWER DRIVEN. SIMPSON 1.3c10'0 24' 'APA RATED FASTENER t SPACE 0 2'O.G.L9D6ES 8 3/4"DIAXI2"A6.5 2Dd 0 3"OG. 'A95'0 10'O.G.. O.G.t TIn berLOK �aIMP501d IN P' (670M) 5HT6 ONE SIDE I2'OG.FIELD 0 24 OG. U4X6„SCREW SPACED 0 24"O.G. 51 /\ 4"�,A I� 0.13i"X2-1/2"POWER DRIVEN S/4"-DIA XI2"A,H.5 2Od o 9"O.G.6 MPSON LS4O'0 I2' r SHT6 TWO SIDES FAS8DORTENER d SPIE O 4'OA.!'D6E5 4 •20°OG. A85'0 5'O,G, '0 8"O.G. OA t TWdaerLOK WA tEgoal 12'O.G.FIELD 1/4X6"SCRB I � 8D OR 0.131"X2-1/2"POWER DRIVEN " SIMPSON LS40 0 12" !e\ i"APA RATED FASTENER t SPACE 0 9'OG.Lams 4 3/4-DIA.X12°ABS.' 20d o 5' , O.G.4 (1010195HT6 TWD 51DE•5 12'O.G.FIELD 0 18"O.G. 'AS5'0 4"O.G. ,0 6"OG. 10/4X6 T OK WA /\\I SCREW 8D'OR 0.181°X2- 1/2"FOYER DRIVEN • SIMPSON'L540'0 7" / a'APA RATED FASTENER d SPACE 0 2'OA @6E9 6 3/4"-DIA.X12°AB.S god o 3"O.G.t " (1580 9HTG TWO SIDES 12'OG.FIELD 0 12"OG.(3X REQb) A95 0 5"O.G. A35'0 4 OG. SCREY TirdweLOK WA — NOTES: I.)ALLOWABLE SHEAR CAPACITY FOR TYPE'5'WALLS MAY BE INCREASED TO 330-PLF AND TYPE'G'WALLS MAY BE INCREASED TO 460-PLF FOR WIND LOADING 2)ALL PLYWOOD SHEATHING,EDGES SHALL BE SUPPORTED AND NAILED BY 2X BLOCKING. WHERE DOUBLE PLY WALLS ARE REQUIRED,STAGGER STUDS THAT RECEIVE NAILING EA H SIDE OF WALL, FRAMING AT ADJOINING PANEL EDGES SHALL BE 3X AND NAILS SHALL BE 9TAGGE RED(DBL 2X ACCEPTABLE IVEN SPIKED TOGETHER WITH led SPACED TO MATCH SIEARWALL NAILING.PATTERN), MALL STUD SPACING SHALL BE SPACED AT A MAXIMUM OF IS'ON CENTER. 3)DO NOT PENETRATE THE SURFACE OF THE SHEATHING WITH THE NAIL HEAD. LOCATE NAIL I"MIN.FROM PANEL EDGE. FOR WALL TYPES'S,C 4 0'-STAPLES ARE ALLOWED IN LIEU OF NAILING,USE.WA.X 1-1/2"STAPLES. 3x OR DBL 2X)REQUIRE AT PANG_EDGES FOR WALL WPM.'12-H. 4)ALL ANCHOR BOLTS SHALL HAVE A STEEL PLATE WASHER}X3'X3"INSTALLEO(GALVANIZED AT TREATED SILLS). LOCATE ANCHOR BOLT SO THAT h7DGE OF PLATE WASHER IS • WITHIN A"AWAY FROM FACE OF PLYWOOD SHEATHING,AT DBL SHEATHED WALLS USE A 3x4 PLATE MASHER TO MAINTAIN THE i"EDGE DISTANCE. IP BOLT SPACING IS GREATER THAN WALL LENGTH INSTALL AN ANCHOR BOLT WITHIN 12°OF EACH END OF WALL. 5)NAILING,SHALL BE LOCATED IN THE CENTER OF THE RIM OR BLOCKING MATERIAL A35'CLIPS CAN BE REPLACED BY'LPTS.'INSTALL LPTS'OVER WALL PLYWOOD WHEN INSTALLED ON PLYWD.SIDE OF WALL. 6)SIMPSON CLIPS AT TOP OF WALLS ARE NOT REQUIRED IF WALL SHEATHING 15 LAPPED AND NAILED TO RIM BD.OR BLOCKING ABOVE. 'P.35'CUPS CAN BE REPLACED BY'LPT5.' 7)INSTALL LS'CLIPS FROM INSIDE OF BLOCKING TO SHEAR-WALL BELOW. WHERE VENT BLOCKS ARE LOCATED,ADD UP THE AMOUNT OF CLIPS REQUIRED AT THE SHEAR-WALL LENGTH AND SPACE CUPS AT NON-VENT BLOCK AREAS ALONG Ti•EE GAME LINE TMberLOK SCREWS ARE REQUIRED AT TRUSS ONLY SPACED AT 24"ON CENTER 8.)SPECIAL INSPECTION IS REQUIRED FOR POST-INSTALLED CONCRETE ANCHORS ON SIMPSON LFP'BRACKETS. EACH ANCHOR REQUIRES A STANDARD GUT WAQHL92. &HEARWALL DETAILS: WOOD 50LE PLATE 1; HOOD SOLE iq na TO RIM JST."PLKG A TO ROOF AI HE A5 PLATE NAILIN `a11FJ WALL.SHTG 41 i 1 E31RD BLOCK COHN,. EDGE r NAILING G TO y C Ti 111111111 - _ • 4.: . W/(5) "x3" �i. iIl ill - Ia ...w •.a ';" SDS SCREWS �` � t �' \ SEE NOTE ;j j r' ,�I�r.. Ir ,r� ''1U 11 �, _._ �� w y. -p�,, J 1 '1's; SHEARWALL TO vs!* �' BLK6 IM BD. ��M` t' MOOD SILL PLATE ) :K.•A• ..• 1R ;� / t.LIP5 TO GONG GOWN (2)i"-DIA EXP. a L01'RE. it BOLTS W/4-1/2" ' ++" : ALL EMSEI7MT. 4 51-EAR'4ALL TO SHEATHING W/ MOOD SILL TO BLKGatIM E3D. FASTENERS PER E?(ISTINS FOUND SCHEDULE HOLDOWN SCHEDULE MARK HOEDOWN FASTENERS ANCHORAGE INTO COMPRESSION/ (I) (2) CONCRETE (3) TENSION MEMBERS (4) \ NO HOLDOWN REQUIRED CONNECT BTM.PLATE TO FLR N/A (2)2X6 STUDS J5T/BM/BLK'G W/16d®4"O.G. ' SIMPSON'M5TA36' (13) 10d COMMON NAILS AT EACH END® N/A (3)2X6 STUDS (20011) 1-3/4"O.G.STAGGERED IN FLR.SPACE /2\ (II)SIMPSON'MST3T Ibc1 COMMON NAILS AT EACH END WA (2)2X6 STUDS (2,40`) 1-3/4"O.G.STAGGERED IN FLR.SPACE 0 SIMPSON 'MST4S (Il) Ibd COMMON NAILS AT EACH END® NIA (2)2X6 STUDS {3% .I-3/4"O.G.STAGGERED IN FLR.SPACE (2) "-DIA.BOLTS a SIMPSON'MST60' 1-3/424) I O.COMMON OAGGEREDSIN FLR.AT EACH DE GONG.'ANCHORAGE (2)2X6 STUDS (0301ONLY Z . SIMPSON'0M5TI2' (44) Ibd COMMON NAILS AT EACH END® N/A (2)2X6 STUDS (q p1) 1-3/4"O.G.STAGGERED IN FLR.SPACE 6 SIMPSON'5T1-1DI4' (30) Ibd COMMON NAILS a STUDS 2O41® 3"O.G. (2)2X6 STUDS (3b4Oa) 0 SIMPSON'HDU5-5052.5' (14) '-DIA.X2-1/2"SDS SGREHS '55T524' (2)2X6 STUDS 8 SIMPSON'HDUS-SD52.5' (20)#"-DIA.X2-I/2"S05 SCREWS 'SSTB2S' (3)2X6 STUDS (1b ) SIMPSON'HDUII-5D52.5' (30)4"-DIA.X2-I/2"505 SCREWS 'SBIX30' 6X6 POST (q ) _ 10 SIMPSON'HDUI4-5D625' (36)i"-DIA.X2-1/2"SD5 SCREWS 'SBIX30' 6X6 POST (14,4299) Il SIMPSON'HDGIO/22-5D525 (24)4"-DIA.X2-I/2"SOS SCREWS 53X24 A.B. (2)2X6 STUDS (4)3511) SIMPSON'T522' (11)I6d COMMON NAILS AT EACH END 4;: WA (2) 2X6 STUDS (2460#) 1-3/4"O.G.STAGGERED IN FLR.SPACE NOTES: I.)USP-MITEK CONNECTORS OR APPROVED EQUIVALENT ARE ACCEPTABLE FOR THE HOLDOWNS LISTED ABOVE. 511-1014 STRAPS ARE ALLOWED TO BE BENT ONE TIME ONLY DOWN 9O-DEGREES AND THEN BENT VERTICAL,BUT CONCRETE SPALLING MIGHT OCCUR CONTACT ENGINEER IF SPALLING EXISTS FOR REVIEW AND RECOMMENDATIONS. USE STHDI4-RJ AT RIM J015T CONDITIONS. INSTALL STRAPS OVER WALL PLYWOOD SHEATHING. 2.)FASTENERS SPECIFIED SHALL BE INSTALLED EQUALLY INTO.THE STUDS LOCATED ABOVE THE FLOOR AND INTO THE STUDS BELOW THE FLOOR LEVEL. IF A BEAM 15 LOCATED BELOW THEN WRAP STRAPPING AROUND BEAM IF APPLICABLE AND INSTALL THE NAILIING INTO THE BEAM. 3.)AS AN ALTERNATIVE TO THE SIMPSON '55TB OR 5B'BOLTS,ALL-THREAD RODS WITH SAME LENGTH,DIAMETER ARID STRENGTH CAN BE USED. PROVIDE A DOUBLE STEEL PLATE WASHER C3"X3°AND DOUBLE NUT AT BOTTOM END OF BOLT. 4.)SPIKE STUDS TOGETHER WITH(2) 160® 6"ON CENTER FULL HEIGHT OF STUDS. • ,• .• .• • • • • - I jeltel lekradrIPP .411.11.1=11011111 . aireassa isommir- ‘11111.111116111011.111_01_1 glob. „ifirfilanjarmmor- qatogisitisimmi •1111•11111k.... 1, - II II II LIM1 DEM MI=1111-111111 A /F-1 , \\ 1AM•"*. ,Remicasira +• law • FRONT ELEVATION A • • . _