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Specifications M OFFICE COPY RECEIVED • NOV 292021 S ALLSTRUCTURE CITY OFTIGARD BUILDING DIVISION _ Engineering LLC 16154 SW Upper Boones Ferry Rd•Portland,OR 97224 U I a o a1- oO a 61 1 v:503.620.4314•f:503.620.4304 www.allstructure.com I I lbo s`,f I t ``^' STRUCTURAL DOCUMENTS r Project: Allstructure # 20363.00 Tenant Improvement Structural Calculaitons Prepared For: Boma Architecture+Design Tigard,Oregon 10/28/2021 TABLE OF CONTENTS: Sheet No. Cover and Table of Contents 1 Project Information 2 Loading 3-4 Calculations 5-24 NOTES: Allstructure Engineering LI.0 was retained in a limited capacity for this project and is responsible only for the iRzus described in these documents. S.cpUCTUR,gz PROpe ���p ��t.�GIN `9O ku 85042PE •y DIGIT U E OREGON • ,° 06,<Y142��pC,� �. E� V I4� Michael Villwock� q<.k.:;ee EXPIRES: 06/30/2022 .' ','� ,14$O� Page 1 of 24 Project Information Code 2019 Oregon Structural Specialty Code ASCE7-16 Minimum Design Loads for Building and Other Structures Location 11300 SW Bull Mountain Rd Tigard, OR 97224 Description The following calculations are for a tenant improvement located at the above referenced address.The improvement involves removal of two interior gravity only columns(not part of the lateral force resisting ) s stem . Inplace of the columns, new wide flange steel beam will be used to support the roof loads. Y 9 The wide flange beams will be supported bynew tube steel columns.The tube steel columns will be g pp supported by new isolated footings. In addition, a new opening will be added to the south elevation.The new opening will be made though an existing wood framed wall that is assumed to not be part of the lateral force resisting system because other portion of the existing exterior walls consist of concrete masonry units(CMU). In addition a new wood framed parapet will be added around three sides of the existing structure and a new steel framed canopy will be added to the storefront entry. Existing window sills are to be removed to create larger window openings.Window widths and headers to remain. Refer to the attached calculations and associated project drawings for additional information. ALLSTRUCTURE 11300 SW Bull Mountain Rd By DATE I Tll Engineering LLC Bama Architecture+Design CHK Hr DATE 16154 SW Upper Boones Ferry Rd JOB NO 20363.00 Portland,OR 97224 0:503.620.4314 f:503.620.4304 SHEET Or Page 2 of 24 -E Nl4;u' ' I M l'R o v F rlfNJ i IoRLIN to • arA Lon ILL a I,l- 3 Psf- (MF`(AI_ Roo F ) a cm., = 2 Pir- ( Pl.,i-wuoa .sHt';1TtNin,t- ) OIa PJI ( pis r F(ir.1Mlr,,,, 7 CsL '- 5 P f ( I'Al S4. ) DI._ ((lovi7 ) 15 M F 5NovJ 1,,, nL., (sl_) 6L •- Zu PSF (vyl FoPiA ('�ooF SNO -/ �utt l D1ZI3-1 EU SNOW- AS =11 PSF(ASCE -26 TA' LES 7.2 7) P f=o.7x et x CtA IS x Ag = (0.7)(to)(1.o)(1.0)(HASP) =7.7-ASF 26 PSF DENSITY=O.i3A0 +14 = (0.13)(11) + (14) =15.5 ACF . II PSF t_w=65FT I-td =0.43(65)'N(1/3) (11+10)'N.(1/4) -1.5=2.24' !� _- 0.y51-td = (0.75)(2.24') =1.68' (AE12.ASCE7-16 SECTION Y-.8) 6'_9" 3 sL(MAX) = (15.5ACF)(1.68') =26 PSF W = 497;1 = (4)(i.62') = &.72 ET DR-It rb-D SNOW AT PARAPET AiES ALLSTRUCTURE 11300 SW Bull Mountain Rd BY _ ___ _ __ ___ ENGINEERING Tigard,OR 97224 _ cHN BY TMDAE � 16154 SW Upper Boones Ferry Rd. .___..____—. fag No 2.._ _� Portland,OR 97224-7744 o:503.620.4314 I allstructure.com .,..,.. _..,_,...,..__ . SHEET OF __ _.. ,,_y_ Page 3 of 20 BULL 000r171.1l ,s.,( SZf-AvL.'TVR_ RL_ Lgl_itiL. p-rra ,.,1S F•il Jp LORO1tJ C. 1 QL \ C7 = 0-0025C- K71477K.1- ke. \rz. ` Kz = o.90 Y z1 - Kc ` I' O I4ti- e o•65 v = 96 VI.PN ( 115c-F--4- 1L, ) TIsy1 Cp EUc7Q4 it Ill. a PS p, = Pa = (o.(o ) ( t 1 .6- ) (04.o PSF ) : 6 . 4 Psi-- •W INNWPRA rF- P2 = ((' Co ) ( - I .6 ply ) ( 114.OP-)F ) ' 15. 2 PSF � r W4 - 21-1 P5r- Q4 = (Q el( - I . 4P.sF ) ( .,' P3P) :. II. S t'JG" LFE'VJ11Rf`.a ktE_T 4AIL , 20 PSF 4'r P z FL P,t. * >. w NirAJRRO. LF.{.WflAa 4 AES ALLSTRUCTURE BY DA� -_.__-- ENGINEERING CHKBY DAIS 16154 SW Upper Boones Ferry Rd. __ - ___ JOB NO Portland,OR 97224-7744 - -- o:503.620.4314 I allsrructure.com SHEET OF ^ Page 4 of 24 Project Title: Engineer: Project ID: Project Descr: Wood Beam File S1Projects12020120363.00 Nectx Bull Mountain RdiO3 Calculations\CALCS.ec6. Software copyright ENERCALC,INC.1983-2018,Build.10.1 B.12.13. Lic.#:KW-06007476 Licensee:ALLSTRUCTURE ENGINEERING INC. Description: EXISTING JOIST WITH DRIFTED SNOW AT PARAPET CODE REFERENCES __- Calculations per NDS 2018, IBC 2018,CBC 2019,ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb+ 900 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb- 900 psi Ebend-xx 1600 ksi Fc-Prll 1350 psi Emin bend-xx 580 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625 psi Wood Grade :No.2 Fv 180 psi Ft 575 psi Density 31.21 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase • S 0.104,0) D(0.060)S(0.0440) • i 4x8 j 4x8 �1TT Span=9.0 ft ?�T' Span=6.50 ft • • yI __ -. ---- II Applied Loads Service loads entered. Load Factors will be applied for calculations. Loads on all spans... Uniform Load on ALL spans: D=0.060, S=0.0440 k/ft Load for Span Number 1 • Varying Uniform Load: S=0.1040->0.0 klft,Extent=0.0--»6.750 ft, Tub Width=1.0 ft DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.55011 Maximum Shear Stress Ratio = 0.210 : 1 Section used for this span 4x8 Section used for this span 4x8 fb:Actual = 859.84 psi fv:Actual = 43.57 psi • FB:Allowable = 1,547.33psi Fv:Allowable = 207.00 psi • Load Combination +D+S+H Load Combination +D+S+H • Location of maximum on span = 9.000ft Location of maximum on span = 8.397 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection _ 1 Max Downward Transient Deflection 0.125 in Ratio= 1252>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 • 1 Max Downward Total Deflection 0.379 in Ratio= 410>=180 • 1, Max Upward Total Deflection -0.019 in Ratio= 5650>=180 1 Maximum Forces &Stresses for Load Combinations Load Combination Max Suess Rai s Moment Values Shear Values Segment Length Span# M V Cd C Mg C i Cr Cm C t C L M tb F'b V fv Fe +D+H 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.410 0.137 0.90 1.300 1.00 1.15 1.00 1.00 1.00 1.27 496.06 1210.95 0.37 22.15 162.00 Length=6.50 ft 2 0.410 0.137 0.90 1.300 1.00 1.15 1.00 1.00 1.00 1.27 496.06 1210.95 0.36 22.15 162.00 +0.L+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.369 0.123 1.00 1.300 1.00 1.15 1.00 1.00 1.00 1.27 496.06 1345.50 0.37 22.15 180.00 Length=6.50 ft 2 0.369 0.123 1.00 1.300 1.00 1,15 1.00 1.00 1.00 1.27 496.06 1345.50 0.36 22.15 180.00 +D+Lr+1.1 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Page 5 of 24 Project Title: Engineer: Project ID: Project Descr: Wood Beam File=6:Wnryecc�12020{20363.00 Neer Bub Mountain RR03 CMculaBons:CALCs.ec6 Sulhrnu copnight ENFW'4LC,INC.1983-2016 BuiId:10.18.12.13 Lic.#:KW-06007476 Licensee:ALLSTRUCTURE ENGINEERING INC. • Description: EXISTING JOIST WITH DRIFTED SNOW AT PARAPET Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M Po Fb V tv F'v Length=9.0ft 1 0.295 0.098 1.25 1.300 1.00 1.15 1.00 1.00 1.00 1.27 496.06 1681.88 0.37 22.15 225.00 Length=6.50 ft 2 0.295 0.098 1.25 1.300 1.00 1.15 1.00 1.00 1.00 1.27 496.06 1681.88 0.36 22.15 225.00 +0+5+4-1 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.556 0,210 1.15 1.300 1.00 1.15 1.00 1.00 1.00 2.20 859.84 1547.33 0.74 43.57 207.00 Length=6.50 it 2 0.556 0.210 1.15 1.300 1.00 1.15 1.00 1.00 1.00 2.20 B59.84 1547.33 0.62 43.57 207.00 +0+0.750Lr+0.750L+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0ft 1 0.295 0.098 1.25 1.300 1.00 1.15 1.00 1.00 1.00 1.27 496.06 1681.88 0.37 22.15 225.00 Length=6.50 ft 2 0.295 0,098 1.25 1.300 1.60 1.15 1.00 1.00 1.00 1.27 496.06 1681.88 0.36 22.15 225.00 +0+0.750L+0.750S+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0ft 1 0.497 0.185 1.15 1.300 1.00 1.15 1.00 1.00 1.00 1.96 768.90 1547.33 0.65 38.22 207.00 Length=6.50 ft 2 0.497 0.185 1.15 1.300 1.00 1.15 1.00 1.00 1.00 1.96 768.90 1547.33 0.55 38.22 207.00 +D+0.60W+H 1,300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0ft 1 0.230 0.077 1.60 1.300 1.00 1.15 1.00 1.00 1.00 1.27 496.06 2152.80 0.37 22.15 288.00 Length=6.50 ft 2 0.230 0.077 1.60 1.300 1.00 1.15 1.00 1.00 1.00 1.27 496.06 2152.80 0.36 22.15 288.00 +D+0.70E+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.230 0.077 1.60 1.300 1.00 1.15 1.00 1.00 1.00 1.27 496.06 2152.80 0.37 22.15 288.00 Length=6.50 ft 2 0.230 0.077 1.60 1.300 1.00 1.15 1.00 1.00 1.00 1.27 496.06 2152.80 0.36 22.15 288.00 +0+0.750Lr+0.750L+0.450W+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.230 0.077 1.60 1.300 1.00 1.15 1.00 1.00 1.00 1.27 496.06 2152.80 0.37 22.15 288.00 Length=6.50 ft 2 0.230 0.077 1.60 1.300 1.00 1.15 1.00 1.00 1.00 1.27 496.06 2152.80 0.36 22.15 288.00 +0+0.750L+0.750S+0.450W+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.357 0.133 1.60 1.300 1.00 1.15 1.00 1.00 1.00 1.96 768.90 2152.80 0.65 38.22 288.00 Length=6.50 ft 2 0.357 0.133 1.60 1.300 1.00 1.15 1.00 1.00 1.00 1.96 768.90 2152.80 0.55 38.22 288.00 +D+0.750L+0.7506+0.5250E*H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0ft 1 0.357 0.133 1.60 1.300 1.00 1.15 1.00 1.00 1.00 1.96 768.90 2152.80 0.65 38.22 288.00 Length=6.50 ft 2 0.357 0.133 1.60 1.300 1.00 1.15 1.00 1.00 1.00 1.96 768.90 2152.80 0.55 38.22 288.00 +0.60D+0.60W+0.60H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.138 0.046 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.76 297.64 2152.80 0.22 13.29 288.00 Length=6.50 ft 2 0.138 0.046 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.76 297.64 2152.80 0.21 13.29 288.00 +0.6013+0.70E+0.60H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=9.0 ft 1 0.138 0.046 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.76 297.64 2152.80 0.22 13.29 288.00 Length=6.50 ft 2 0.138 0.046 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.76 297.64 2152.80 0.21 13.29 288.00 Overall Maximum Deflections Load Combination Span Max.'-"Del Location in Span Load Combination Max."+Deft Location in Span S Only 1 0.0239 3.419 D Only -0.0191 6.687 +D+S+H 2 0.3792 6.500 0.0000 6.687 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support1 Support2 Support3 Overall MAXimum 0.487 1.476 Overall MINimum 0.358 0.675 +D+H 0.129 0.801 +D+L+H 0.129 0.801 +D+Lr+H 0.129 0.801 +D+S+H 0.487 1.476 +D+0.750Lr+0.750L+H 0.129 0.801 +D+0.750L+0.750S+H 0.398 1.307 +D+0.60W+H 0.129 0.801 +0+0.70E+H 0.129 0.801 +0+0.750Lr+0.750L+0.450W+1-1 0.129 0.801 +0+0.750L+0.750S+0.450W+H 0,398 1.307 +0+0.750L+0.7505+0.5250E+H 0.398 1.307 +10.60D+0.60W+0.60H 0.078 0.481 +0.600+0.70E+0,60H 0.078 0.481 DOnly 0.129 0.801 Lr Only L Only S Only 0.358 0.675 W Only Page 6 of 24 Project Title: Engineer: Project ID: Project Descr: Wood Beam File=S:IProjects12020120363 00 Nectar Bull Mountain R PA3 CalculeBoiw1CALCS.ec6. Software copyright ENERCALG INC.1983-2018.Buact10.18.12.13 Lic.#:KW-06007476 Licensee:ALLSTRUCTURE ENGINEERING INC. Description: EXISTING JOIST WITH DRIFTED SNOW AT PARAPET Vertical Reactions Support notation:Far lettis#1 Values in KIPS Load Corthinahon Support 1 Support 2 Support 3 E Only H Only • • Page 7 of 24 IE.NI ANI T 1MVPR , VLIr`fLE'N—t' ::iRvt..`10 (-')f`11. C,Ga4c0t.Fl-r 1: n 14) 7 cJ)) ,11 I,v E L 0 _-,N r N.C.:, -T.0 1tN1 Ic 4 g Nl , 1..... _ ( 15PsG1 ( 7 ! ( 131 = 4,3LDo Ib5 dL , Si--. ( Zop.1 )( zz ) ( 131 5' Zo I175 SI.. J 7 k3645 �Ih) ( Z,cr4/(4 ) - 105K-1':T ' '' .i I3• � 13/ 4 t (1 (1,7 ) ((n5 i( .Fn1 ( I?ll) RE , = ZC0 •• ( 11\3 (so {jS I ' "RV h/10K 2t„ ( f = 31 .3 ) Moir-- '7 a, I 141 -1: \ - ( 1 .3' ._ y. ,o0 ) lz.1I Ic.r-r ( I,c., , ) -- g0, 5 ›- ri /,i_ w 3 _ ri 1- = P2 / 4e 1=x = (ioK ) (312 ) 3 / ( 4� ) (2clocnL., ) (144 ) -- 1 ,s2 I ,:i 7 -- V200 4 1 IeD .".> 0YYRY V I): 1 vn( 10 A Li.:Pr71_, 7yP / 1 ALLSTRUCTURE ENGINEERING 11300SWBull Mountain Rd .__,_-OATS ..___.___ _ Tigard,OR97224 CHK BY DATE 16154 SW Upper Boones Ferry Rd. ._.___ JOB NO 20363.90 Portland,OR 97224-7744 0:503.620.43141 allswcture.com .-. SHEET ____, OF `__— Page S of 20 'l E N R N T 1141 P R o v &cit r:Iv r 5.T(✓,v 4-1\-)12 I:- L- C_Pi_ ( kit- ci-1 vo ,._J 5 (O N4 L1a Ec1� e __ ._, = (-4..- '11- -I s.- Kt ) / ( z ) 4 ( oze.D) (zSjz - 5,4V _ - 11 z (0,035 YsE 1 zz ) ( 244 ) g 1}°l Nt. I ` R) I J L. 4rL, 1 Q�, - 5. 3,Qj 1 4 MP Y. '" _ 1 I I 19,`-t Nss /+ x4 u I/0_ K L I r = ( I. a ) ( 1aa` ) / ( )-siI = eo n �12,,/ = I 1 ,`1 K s I ?NIA - (tl ,(1 4-<% 1 ( 3.3 IN 1 ' COO I3. u� Y`' < u iL Cry K I-I Y t( 4. UF_ z Li_ xI/ Li. CAI iv, .� flo' a 1�tak Ni t -rYr, IdEP� t(. VI'PA ,Nt, ) 't 11. i.1 -.L of-- V-'oV..1i11,1 e `e r R ;`(1e_1-sItiL : Pia = 1lt� r`i -41t11 (i,,(o-q ) = a VL > 1 ,i'� V 1A/F_�� (RIPC p la ly " 4l - 1ILL 1 � (�-1( z,J,0 I -- 22 > j y � f Kt;0 ln/Fch:, J--i-H• i i< r,( 11.11> R.FC➢, I\, AES ALLSTRUCTURE 11 Q4SwBullMQ�,ntainR�-----.--.___-- - __ DATE _____- ENGINEERING Ti r R Q7224 CHK BY,.�DATE N_�___ 16154 SW Upper Boones Ferry Rd. _____. _. JOB NO _ 20363._0_0_ Portland,OR 97224-7744 - _ o:503.620.4314 1 allstructure.com _—_,,.,,-,„,_„ M�„__,,,,_,�.�,,,__ SHEET or Page 9 of 20 'I Project Title: Engineer: Project ID: Project Descr: [General RC FootingFile=S:4Prolects1202a2a363.oj Nectar CMountain Rd103 Calwia onsALCS.ec6. Software copyright EN ENERCALC,INC.19a3-201e,Build:I0.10.1213. Lit.#:KW-06007476 Licensee:ALLSTRUCTURE ENGINEERING INC. Description: NEW FOOTINGS Code References Calculations per TMS 402-16, IBC 2018,CBC 2019,ASCE 7-16 • Load Combinations Used:IBC 2018 General Information Material Properties Soil Design Values • fc:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 1.50 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 1.0 ft Min Steel%Bending Reinf. = Allow press.increase per fool of depth = 0.0 ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = 0.0 ft Min.Overturning Safety Factor = 1.0:1 Min.Sliding Safety Factor = 1.0:1 Increases based on footing plan dimension Add Fig Wt for Soil Pressure Yes Allowable pressure Increase per foot of depth Use ftg wt for stability,moments&shears Yes = 0.0 ksf when Add Pedestal Wt for Soil Pressure No max.length or width is greater than 0.0 ft Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 3.50 ft Length parallel to Z-Z Axis = 3.50 ft Footing Thickness = 12.0 in . r- i Pedestal dimensions... x___ ti px:parallel to X-X Axis = 0.0 in pz:parallel to Z-Z Axis = 0.0 in Height = 0.0 in .. Rebar Centerline to Edge of Concrete... I at Bottom of footing = 3.0 in ✓ -1_ •.. �I w Reinforcing Bars parallel to X-X Axis Number of Bars = 4 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 4 * -, '° . , Reinforcing Bar Size = # 6 � - ` ,,. , -n aka- .- Bandwidth Distribution Check (AC115.4.4.2) mow° u , . w Direction Requiring Closer Separation ,,,.}„_,,,... >..a-., nla \ 14- #Bars required within zone nla pL. : ( 14� l i5�35 I 6° #Bars required on each side of zone nla ( 14i ' (R-/35) = 5K, Applied Loads 51_= - D _ Lr L S W E H P:Column Load = !6.0 0.0 0.0 ( 8�.0� 0.0 0.0 0.0 k OB:Overburden = t�0.0 > 0.0 0.0 � -O.I) / 0.0 0.0 0.0 ksf M-xx = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k-ft M-zz = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k-ft V-x = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k V-z = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k Pagge10 of 20 • Project Title: Engineer: Project ID: Project Descr: General Footing File=S:lPrajects12020120363.00 Nectar Bull Mountain Rd103 CalulallonstCALCS.eca. g Software copyright ENERCALC,INC.19832018,Build:10.18.12.13 Lic.S:KW-06007476 Licensee:ALLSTRUCTURE ENGINEERING INC. Descriplion: NEW FOOTINGS DESIGN SUMMARY Design OK Mln.Ratio Item Applied Capacity Governing Load Combination ' PASS 0.8587 Soil Bearing 1.288 ksf 1.50 ksf +D+S about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.1812 Z Flexure(+X) 2.50 k-ft/ft 13.795 k-ft/ft +1.20D+1.60S PASS 0.1812 Z Flexure(-X) 2.50 k-fl/ft 13.795 k-ft/ft +1.20D+1.60S PASS 0.1812 X Flexure(+Z) 2.50 k-ft/ft 13.795 k-ft/ft +1.20D+1.60S PASS 0,1812 X Flexure(-Z) 2.50 k-ft/ft 13.795 k-ft/ft +1.20D+1,605 PASS 0.1868 1-way Shear(+X) 15.344 psi 82.158 psi +1.20D+1.60S PASS 0.1868 1-way Shear(-X) 15.344 psi 82.158 psi +1.20D+1.60S PASS 0.1868 1-way Shear(+Z) 15.344 psi 82.158 psi +1.200+1.60S PASS 0.1868 1-way Shear(-Z) 15,344 psi 82.158 psi +1.20D+1.60S PASS 0.3575 2-way Punching 58.741 psi 164.317 psi +1.20D+1.60S Peggel7 of 20 -TE 1,1 F4t.i 7 IMPR o1JG MEKJ-r 5Y(20-i4-7vRq l._ (..ALCv t_a-T 1slN5 Lon l-c, The. IJEid IIE'AR _St U L _ ( 15 P.a,-) 3 V - 245 pLc- S.L = ItoPJF )13 1 = bC? pl - - -' 1u4S'-i..5 tG� 14i3 O`. -4 IZ Efl,dE. -1?1 7 ( 1j1 Z ) 3. ( II' = VUZ - QV- p1._1,1N.( _ = ( Itn4 Jr- ) 11('/7_ ) = e0P1-1,- TIZy L x ID Dr r* Z �EnrFJ7�, I, = 11�b)( 1ZZ � /(, ) = )440 lb-CT c L 11123v lb-1-., 5 = 1)L, 61ti - I1/w )(9,.zS1 ( 3 .szj ` I8, 9 t,.l MIS y .I1iZ6o lb -I I ' 14 Psz t/ / - g ILf oc� 3 Fb Ait(e7 "x9D0 V. ,L9 lc,oMO11Jfs1s SiRF .S 1uR. - 0.403 4 0 , z}ol 1,0 1 .00 ,/ 1 1— CotJ5CA,V11Tt1Iri L t .5l.- .4 \llL. PE'L ENEV,C flLL . (....it NAN.hA R i ci n...1, , oti L4 p L + b 71 S S I_ 1 o.15 YJ I_ p,Fcc.J;A 9,41 C4�£ . AESALLSTRUCTURE 11300 SW Bull Mountain Rd BY ___DATE ______ ENGINEERING _�i Tigard, OR 97224 __ �v CHN Br DATE 16154 SW Upper Boones Ferry Rd. _,______.. JOB NO_20363.00 _ Portland,OR 97224-7744 o:503.620.4314 I allstructure.com SHEET OF Pieegeis of 20 Project Title: Engineer: Project ID: Project Descr: iWoo d Beam Fie=51Pwlecls12020120363.00Nectar Bull Mountain Rd103.Calculabans\CALCS.ec6.. Software r, ',ht ENERCALC,INC.1983-2018,8uild:10.18.1Z:13. Lic.#:KW-06007476 Licensee:ALLSTRUCTURE ENGINEERING INC. Description: New Exterior Header CODE REFERENCES Calculations per NDS 2018, IBC 2018,CBC 2019,ASCE 7-16 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 900 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb- 900psi Ebend-xx 1800ksi Fc-Prll 1350 psi Eminbend-xx 580 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625 psi Wood Grade :No.2 Fv 180 psi Ft 575 psi Density 31.21 pcf Beam Bracing : Completely Unbraced i ° D(0.045)S(0.06I X ° ° X j Span=12.0 ft { 11 L_ .. - ! ICI . Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.0450, S=0.060, Tributary Width=1.0 ft DESIGN SUMMARY Design OK !Maximum Bending Stress Ratio = 0.401: 1 Maximum Shear Stress Ratio = 0.132 : 1 j Section used for this span 4x10 Section used for this span 4x10 tb:Actual = 484.77psi fv:Actual = 27.28 psi FB:Allowable 1,209.75psi Fv:Allowable 207.00 psi Load Combination +0+S+H Load Combination +D+S+H Location of maximum on span = 6.000ft Location of maximum on span = 0.000 ft Span#where maximum occurs - Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.076 in Ratio= 1888>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.142 in Ratio= 1011>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 - 1 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values - Segment Length Span# M V Cd CFN Ci Cr Cm C t CL M lb F'b V fv Fv +D+H 1.200 1.00 1.00 1.00 1.00 0.96 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.236 0.078 0.90 1.200 1.00 1.00 1.00 1.00 0.98 0.94 225.11 953.98 0.27 12.67 162.00 +D+L+H 1.200 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 - Length=12.0 ft 1 0.213 0.070 1.00 1.200 1.00 1.00 1.00 1.00 0.98 0.94 225.11 1056.94 0.27 12.67 180.00 +D+Lr+H 1.200 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.172 0.056 1.25 1.200 1.00 1.00 1,00 1.00 0.97 0.94 225.11 1310.40 0.27 12.67 225.00 +D+S+H 1.200 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.401 0.132 1.15 1.200 1.00 1.00 1.00 1.00 0.97 2.02 484.77 1209.75 0.59 27.28 207.00 +0+0.750Lr+0.750L+H 1.200 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.172 0.056 1.25 1.200 1.00 1.00 1.00 1.00 0.97 0.94 225.11 1310.40 0.27 12.67 225.00 +1}+0.750L+0.750S41 1.200 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 PUggd 9 of 20 Project Title: Engineer: Project ID: Project Descr: --Wood Beam Fie=s:\Prolects12020120363.0o Nectar Bun Mountain Rd103 CalculatonslCALC9.ec6. Software copyright ENERCALC,INC.15832018,Build:10.18.1213. Lic.#:KW-06007476 Licensee:ALLSTRUCTURE ENGINEERING INC. Description: New Exterior Header Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span It M V Cd C FN C i Cr Cm C t C L M fb F'b V N PC Length=12.0 ft 1 0.347 0,114 1.15 1.200 1.00 1.00 1.00 1.00 0.97 1.75 419.86 1209.75 0.51 23.62 207.00 +0+0.60W4H 1.200 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.136 0.044 1.60 1.200 1.00 1.00 1.00 1.00 0.96 0.94 225.11 1653.15 0.27 12.67 288.00 4040.70E41 1.200 1.00 1.00 1.00 1.00 0.96 0.00 0.00 0.00 0.00 - Length=12.0 ft 1 0.136 0.044 1.60 1.200 1.00 1.00 1.00 1.00 0.96 0.94 225.11 1653.15 0.27 12.67 288.00 +040.750Lr+0.7501+0.450W*H 1.200 1.00 1.00 1.00 1.00 0.96 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.136 0.044 1.60 1.200 1.00 1.00 1.00 1.00 0.98 0.94 225.11 1653.15 0.27 12.67 288.00 +0+0.750L+0.7505+0.450W+H 1.200 1.00 1.00 1.00 1.00 0.96 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.254 0.082 1.60 1.200 1.00 1.00 1.00 1.00 0.96 1.75 419.86 1653.15 0.51 23.62 288.00 +0+0.750L+0.7505+0.5250E+H 1.200 1.00 1.00 1.00 1.00 0.96 0.00 0,00 0.00 0.00 Length=12.0 ft 1 0.254 0.082 1.60 1.200 1.00 1.00 1.00 1.00 0.96 1.75 419.86 1653.15 0.51 23.62 288.00 +0.600+0.80W+0.60H 1.200 1.00 1.00 1.00 1.00 0.96 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.082 0.026 1.60 1.200 1.00 1.00 1.00 1.00 0.96 0.56 135.07 1653.15 0.16 7.60 288.00 +0.60D-10.70E+0.60H 1.200 1.00 1.00 1.00 1.00 0.96 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.082 0.026 1.60 1.200 1.00 1.00 1.00 1.00 0.96 0.56 135.07 1653.15 0.16 7.60 288.00 Overall Maximum Deflections Load Combination Span Max. Deft Location in Span Load Combination Max"+"Deft Location in Span +0+S+H 1 0.1423 6.044 0.0000 0.000 Vertical-Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.672 0.672 Overall MINimum 0.360 0.360 +O+H 0.312 0.312 +D+L+Fi 0.312 0.312 +D+Lr+H 0.312 0.312 +D+S+H 0.672 0.672 +D+0.7501J+0.750L+41 0.312 0.312 +D+0.750L40.7505+11 0.582 0.582 • +0+0.60W+H 0.312 0.312 +0+0.70E+H 0.312 0.312 I +0+0.750Lr+0.750L+0.450W+H 0.312 0.312 +0+0.7501.+0.7505+0.450W+H 0.582 0.582 +13+0.750L+0.750S+0.5250E+H 0.582 0.582 +0.600+0.60W+0.60H 0.187 0.187 +0.600+0.70E+0.60H 0.187 0.187 D Only 0.312 0.312 Lr Only L Only S Only 0.360 0.360 W Only E Only _ H Only Page 10 of 20 avt_I_ N)our-rFlIhl S-1131uz..1urzrtr_... Q,Fltc,.1c_q-tt0h( 5 CNEC1i. 390'il_C o . 1- ML.. 4(r (I�/ f7' 1Mqu = 2op1� � z ( 2 + 3.l )t ® 280Io m x ( 2 ) ( i 1 I, _ --y r ) (� Ib5 230 las vp,F Z ! Mrl z . r 7 (3FiA< Z o 6 A C,gSE: a Ichq(.c 3Z PSF V! /CLIP �- ( 230 Ins ) ( Cos r+S' ) _ lio,3 1to5 I„jzo P3F Mq�, / -rt.,,s / c,t.lP = ( 230 I6S ) ISik/45' ) : ilo3 Ib (-1 RwF kr -t)To1rIriRh.. ia = 375 SInn1')Oh1 Cfl7rtoc.,. 1 I(a3 /3'IS ,) -Irl ( 4iS ) < 0• Z2 _e OK A"( V DLR — LNSL I- : LAak .)MFc iGI-q) " 2-qCn I'DS C31+ 5 - 195 for --it,,,, f Lt-IP rIn .parr / ,. - I95a/3-95 _ C',52 4 I , Cm, 01<ca`! ✓ l . Z.laEtt %RACE'' (Co 12•04 , Rr-r Ac tt Rnc Fa tJ / `-SINP4 ®� _ I 1 �R1 FRArnttiLs >a".Jv\. \J (/ ) SD # mil xIiZ Sc_REv../ S (2 EPc\-I tltvllF , -r-./P, IS ALLSTRUCTURE ___ _, GATE -_ . ENGINEERING CHK BY DATE 16154 SW Upper Boones Ferry Rd. _— ___.__ __......__.__._�_-._.- _____.,__ JOB NO Portland,OR 97224-7744 ----_._ _ .._ _._____._.___.____ - o:503,620.4314 I allstructure.com _ _____ SHEET_ OF ,_„- Page 15 of 24 l3u�L �jov t—�11 �t S CRuc .uqr ! GAI_�ULF rio� s GCE V LIP C2 Sc.RF-4S yMral[ (sLRE E.-4 CO S11J 4.5 e 195- 14t)� Naafi .s k:" N..„4 - 2.S0 cos s' I(p3 165 • 7' _ ( 1 ,(n ) ( 340 ) v 5t44 I! S ) Z- S IbS VAlocs 1Ro1\11.. F - ZZ34., VI cv - P �._.. _ 3(p la Ib5 E 2 1N2 ,„s a s �rax 14$2 4 �1032 1> z. - 255 i Ib- u C?, R t� . 1 , 0 • O K q IJ c Z S L. /gl0 (..-° 61nn ) soNI SAS ZS 312 &IROaS�� i�RlvE 5«r1.45 lr, TO 94,1-aC Kl y I Z Off. / "+'�C , Alt ALLSTRUCTURE BY DATE ENGINEERING CHK BY DATE 16154 SW Upper Boones Ferry Rd. JOB NO Portland,OR 97224-7744 o:503.620.4314I allstrucmre.com , SHEET OF �T Page 16 of 24 ''. IMouN.C-r ICI S'F'(:VC.1u(ki^-.t-. LNEu' C310(A, �,..)v`iFr,NA. Im3 T (0-I5 ,)(Iri2) ( 61 Fb - 1 = Illo Ib5 FQ L4Mf Y 1 ILP 24 1r? z t95 � 76 14K1 11 3 cU, /I(a :) ed, „ z /L 10F.. I.!n11_S P I�w ptoLati � rur (�1) ¢ alf �S F gLGscYg- ('1.\ 6,,� °I'a,C' ( z� c.�1 SAI A L L ST R U C T U R E _---- - __ - -- -___ --- � ---DATE ------- ENGINEERING � xY cHKar�wiE 16154 5W Upper Boones ferry Rd. ._- _ JOB NO Portland,OR 97224-7744 o:503.620.4314 allstructure.com .__..,.__ SHEEP OF Page 17 of 24 Project Title: Engineer: Project ID: Project Descr: Steel Beam Fie=S:rPnljects1202012D363.00 Nectar Bull Mountain Rd103 Cuculatons\CALCS.ec6. • Software copyright ENERCALC,INC.1983-2018,Buildt D.18-12.13. Lic.#:KW-06007476 Licensee:ALLSTRUCTURE ENGINEERING INC. Description: CANOPY BEAM CODE REFERENCES Calculations per AISC 360-16,IBC 2018,CBC 2019,ASCE 7-16 - Load Combination Set:ASCE 7-16 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi - Beam Bracing: Completely Unbraced E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(0.01)S(0.05) • aG- -_-_ _.... __-_-____.- '• • MC12x10.6 --. Sean= 16.0 n Applied Loads _ Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: D=0.010, S=0.050 klft, Tributary Width=1.0 ft DESIGN SUMMARY / Design OK Maximum Bending Stress Ratio = 0.865: 1 V Maximum Shear Stress Ratio= 0.014 : 1 Section used for this span MCI2x10.6 Section used for this span MCI2x10.6 Ma:Applied 2.259 k-ft Va:Applied 0.5648 k • Mn/Omega:Allowable 2.613 k-ft Vn/Omega:Allowable 40.958 k Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span 8.000ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.046 in Ratio= 4,157>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0,065 in Ratio= 2944>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D.H - ----- Dsgn.L= 16.00 ft 1 0.252 0.004 0.66 0.66 4.36 2.61 1.14 1.00 0.16 68.40 40.96 +D+L+IH Dsgn.L= 16.00 ft 1 0.252 0.004 0.66 0.66 4.36 2.61 1.14 1.00 0.16 68.40 40.96 +D+Lr+H Dsgn.L= 16.00 ft 1 0.252 0.004 0.66 0.66 4.36 2.61 1.14 1.00 0.16 68.40 40.96 +D+S+H Dsgn.L= 16.00 ft 1 0.665 0.014 2.26 2.26 4.36 2.61 1,14 1.00 0.56 68.40 40.96 +0+0.750Lr+0.750L+H Dsgn.L= 16.00ft 1 0.252 0.004 0.66 0.66 4.36 2.61 1,14 1.00 0.16 68.40 40.96 +0+0.750L+0.750S+H - Dsgn.L= 16.00 ft 1 0.711 0.011 1.86 1.86 4.36 2.61 1.14 1.00 0.46 68.40 40.96 +0+0.60W.H Dsgn.L= 16.00 ft 1 0.252 0.004 0.66 0.66 4.36 2.61 1.14 1.00 0.16 68.40 40.96 +0+0,750Lr+0.450W+H Dsgn.L= 16.00 ft 1 0.252 0.004 0.66 0.66 4.36 2.61 1.14 1.00 0.16 68.40 40.96 +0+0.750S+0.450W+H Dsgn.L= 16.00 ft 1 0.711 0.011 1.86 1.86 4.36 2.61 1.14 1.00 0.46 68.40 40.96 +0.60D+0.60W+0.60H Dsgn.L= 16.00ft 1 0.151 0.002 0.40 0.40 4,36 2.61 1.14 1.00 0,10 68.40 40.96 +0+0.70E+0.60H Dsgn.L= 16.00ft 1 0.252 0.004 0.66 0.66 4.36 2.61 1.14 1.00 0.16 68.40 40.96 +D+0.750L+0.750S+0.5250E+H Dsgn.L= 16.00 ft 1 0.711 0.011 1.86 1.86 4.36 2.61 1.14 1.00 0.46 Paige 18049f 24 Project Title: Engineer: Project ID: Project Descr. Steel Beam File=S:Wrojectst2020120363.00 Nectar But Mountain Rd03 Cacul5iax\CALCS.ed. Software copyright ENERCALC,INC.1983-2018,Bued:10.18.12.13. Lic.#:KW-06007476 Licensee:ALLSTRUCTURE ENGINEERING INC. Description: CANOPY BEAM Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega .0.600.0.70E+H Dsgn.L= 16.00ft 1 0.151 0.002 0.40 0.40 4.36 2,61 1.14 1,00 0.10 68.40 40.96 Overall Maximum Deflections _ Load Combination Span Max."-"Deft Location in Span Load Combination Max."+"Defl Location in Span +D+S41 1 0.0652 8.046 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.565 I 0.565 Overall MINimum 0.099 0.099 +13+H 0.165 0.165 +D+L+H 0.165 0.165 +D+Lr+H 0.165 0.165 +D+g+H 0s6 0.565MAXIMUM REACTION AT +0+0.750Lr+0.759L+H 0.1655 0.11655 +0+0.750L+0.750S+H 0.465 0.465 END OF CANOPY BEAM. SEE +0+0.60W+H 0.165 0.165 ATTACHED BRACE DESIGN. +D+0.750Lr+0.450W+H 0.165 0.165 +D+0.750S+0.450W+H 0.465 0.465 +0.60D+0.60W+0.60H 0.099 0.099 +D+0.70E+0.60H 0.165 0.165 +0+0.750L+0.7505+0.5250E+H 0.465 0.465 +0.60D+0.70E+H 0.099 0.099 D Only 0.165 0.165 Lr Only L Only S Only 0.400 0.400 W Only E Only H Only 23 1,1 L V- V 1,2 L N E 0 E 9,6 MEMBER•••�> 1.55 3,15 435 6,35 795 955 11,15 1235 14,35 1595 %tamfe(ft) I+D+H 1+D+L+H 1+D+L+H I+D+S+H I+D+D.75It+D156E+H I+D+0.791+6.1SI5+11 I+D+D.66W+H I+D+6.1SOD+6.4SIN+H 1+6+6.156S+64S6W+H I+6.66D+6.66N+0.6611 I+D+D.76E+D.66H I+D+0.7S6t+6.1SlS+6.SZSIE+I 1+0,60D+0.70E+H Page 19 of 24 Project Title: Engineer: Project ID: Project Descr: Fib=Sltrojects12020t20363.00 Nectar Bull Mountain Rce03 Caicutaliore1CALCS.ec6. Steel BeamSoftware copyright ENERCALC,INC.NC 1983-2018,Build:10.18.12.13. Lic.#:KW-06007476 Licensee:ALLSTRUCTURE ENGINEERING INC. Description: CANOPY BEAM 0,6 93 A 6 OBER,, -1 - 0 _ N L N U. 41.6 1.55 3,15 4.75 6,35 11 355 11,15 1215 1435 1595 Dance(ft) I+D+H I+D+L+H I+D+U+H I+D+S+H I+D+D1SDLI+0.75h1+H I+D+6.7SDL+07SDS+H I+D+6.66W+H I+D+6.ISDLU+D.4S0W+H I+D+DISDS+0.4S6W+H I+D60D+0.60W+D.66H I+D+6.1DE+0.60H I+D+6.TSD1+0.156S+D,SZSDE+h I+D6DD+6.16E+H MINER•••* 4.017 \. "MN IMINNI11111111111 .....mowt- A' IIII AI AA ... -0,033 'Lk III iAli ... , „ ui, . ,,, .0.050 .... p . IIIIIIIIIIllillHIUIIIIIII% • .,.0867 1.51 31 4.62 6.17 1,13 928 10,03 12,39 1334 15,50 Distance(ft) I+D+H I+D+L+H I+D+L4H I+6+S+H I+D+D.7S0L'+6.7S0L+H I+D+D.IS61+0.TSDS+H I+D+6.6DW+H I+D+D.75t1+DASDW+H I+D+D7SDS+DASDW+H I+0.60D+0.60W+060H I+6+D.7DE+6.60H I+D+D.701.+D,TSDS+6.SZSDE+h I+6.60D+6.10E+H IDOnly Ili Only Ally I;Only I I nIy EOily I Only Page 20 of 24 Du ti-L Moir r17 Iti1 ,y S'CC4,..,,-dmi0 RA L- 4'.41LCU1.q-'4 t Q1..,1_S LHEc C3c0c_0., - Z0 - KIrK.E(k /It _ VR/c>, p = '35 li / . I .11N /..,,,.`7 1011 0 b -- i,'ao -.\/M0.•,./Lt_\P Scp,s-*�'/Z 41. c, J Z 83 '''‘N-N.))7 1 _ d -1'µ.0.-yl o t Sb5"/z c.1-P6 :. 2 15 3 205/ -I- Z.a3/� Z$ I. 4Z 565q L. (2 ) ijRRcFS CZs c ‘A "Dc_aL = 28 3 z 3 4 _.-. < o ,-7 I <. 1 , 0 • v Kr),/ - 2v 33S z Y 42.S OIE ( z) 444 14 P3RA(F'S kf / lz ) 51KAP003s_1 61`41 C,LIP4 Pi • AlSiE ALLSTRUCTURE ________-___.- Br DA1E ENGINEERING .. --- — - CHK BY DATE 16154 SW Upper Boones Ferry Rd. ___ -.__ JOB NO Portland,OR 97224-7744 ..__.. ____..__ ....___...___ o:503.620.4314 allstructure.com SHEET OF _ _ Page 21 of 24 • 53�L 1_ Mo �l-r n J 5-r R„C—- %-i psy LI4E( t 1 N>u Roo F -r , XMakt e _ StyS / 4 <-LIP5 - 2 1u5 7iYC3�C � tL.%P a SG,5 / 1t CLIPS Iu2 Ibg Ila - I5eo rt,s c ?Ff �tp� IyZ19tC t �ra/ I 'ace , 0 Z 4 I ; n • 01k4k / USE 1-I1 rw GLI �S cS c S 'I v Fn1ar1Nb "Z015 ?' "rNCtt Ft„ S On. LL'I Ta R.0-As. 0.3 < '' (5 A fi ' I_A L S p -Y -3'0 1 1 • 13tZcAtE t ,T� 1� 1APrIP.at� J� - sus / �+ I u P F , Y A = g95 PLC / �,00 r EIL1•15 PI.F I LI. Ui0- E. Igek. NFILS f.D !o ' oc EX141•1ly 5 411A.-IJ �fta iC( 1�Z S ALLSTRUCTURE __-_-BY �� ___--_-_-- ENGINEERING CHKBY DATE 16154 SW Upper Boones Ferry Rd. _ JOB NO Portland,OR 97224-7744 o:503.620.4314 I allstructure.com ._ _.,_�._.__._� SHEEP OF T, Page 22 of 24 ')i"' Simpson Strong-Tie*Wood Construction Connectors SIMPSO ( ' p,.1,i , Z Strong-Ti: 4IA Clip I�( iI I i The Z clip secures 2x4 flat blocking between joists or trusses to support sheathing. I TP (I Material:See table Finish:Galvanized l ; i Installation: 24 1. , • Use all specified fasteners;see General Notes. II ' (Others simian) 'E, • Z clips do not provide lateral stability.Do not walk on stiffeners or • ;!i apply load until diaphragm is installed and nailed to stiffeners. I.( t Codes:See p.14 for Code Reference Key Chart jl PI ' 13 3 lI Model Ga. Dimensions(In.) ' Allowable Fasteners Code h No. W H R TF Mal/ Do(100)d Ref. 1-1. . . m I. Z2 20 245s 1'fi 1% 1% (4)10dx 1'h" 470 IPi,L18 _ + 4 o -- ' Z4 12 1% 3'/i 2% 1% (2)16d 465 IP1,L18,FL - Z28 28 2t1/2e 11/2 11 1% 10d x 1 Vz"' — 170 �'^ Z38 28 21% 2'h 1% 1% 10d x 1'h"' — - Z44 12 2'h 314 2 1% (4)16d 865 IN,L18,FL 1.Z28 and 238 do not have nail holes. ��®�' s, Fastener quantity and type shall be per Designer, 2.Allowable loads may not be increased. : 3.24 loads applywith a nail Into the top and a nail into the seat, 4.Nails:18d=0.162'dia.x 314'long,10d x 1 Y'=0.148°dia.x 1/"long. --- = - See pp.26-27 for other nail sizes and information. Typical Z2 Installation 11 :' HL i ' Heavy Angle and Gusset 7 Uersatlle ets arld are heanes romttandiztion constructionangle econogussmy,and compatiblevyaglp witho Simpsonesdar Strong-aTeemand Orl structural hardware. N Finish:7 ga.Models—Galvanized;3 ga.Models—Simpson Strong Tie* - -f�Q optional l H gray paint.May be ordered HDG;contact Simpson Strong-Tie. { I m gusset I a Options: w Lm �0 Y- i C • Gussets may be added to HL models when L a 5° iti,Y ��� (specify G after model number,as in HL46G), 0' Il'�9 I p, /fe�' G • ll Codes:See p.14 for Cade Reference Key Chart '49 `/r.1 l G �� 5. ( -These products are available with additional corrosion protection. �/ ,� For more information,see p.18. HL53 HL55 Dimensions Botts Allowable Model (In.) (Total) loads Code No Ga Wt Ref. ; , and L Di 02 03 D4 Qty. Dia. Uplift Ft W2 1. towable loads have been increased a F.a nSinala Howilogies _ - 60%for wind or earthquake loading r,ti ,' x� ys �') ! with no further increase allowed; y ' I z � D 3Y4 1d 2 — 2 910 1580 P '�r ?-�� '` IIIi reduce whew other loads govern. .•t {I i 3Y4 '/. 2 — 4 O. 1s s 2.Use 0.85 limes table load for Hem Fr. " "`" II,I a HL37 3'44 1 Y4 2 — 6 910 1,580 170 3.Parts should be centered on the e^" r1= '"`tiI *674 r '4:: . 9 I HL43 44 1 Yz 235 — 2 1,555face of the member to which they "1 1 580 - I' `i, HL46 4Y4 1h 239 - 4 1555 2025 are attached. ,l ��1 I III , HL49 4'/4 1'/x 23/4 - 6 1555 2025 //4. embers for the'3'and'5' e.Z 1 l 1 series must have a minimum width and 1 ' ,-:,'£ s p8, br Ahgfe a ;, -,., = =t-. thickness of 31z'for table bads to apply. =."04 ! 114 i I • HL53 7 5°4 2/ 1'/a 2 2/ 4 'h 910 1,580 5.W Ilt HL55 7 5% 5 1 Y4 E1/2 2 21/2 8 '/ 910 1,580 must have a minimum width and Typical HL55 ( I! HL57 7 53'i PA 1'A s'fi 2 2'h 12 1/2910 1,580 thickness of 5Ye'for table loads to apply Installation ( ! / HL73 3 1'/. 3 1S4 — 23'i 3 4 '/i 1,555 2,025 170 6. est-be•OSUZI-WpalBr�---s����-��,,_ i g bollong) of equal diameter for mac I, HL76 3 lY, 6. 114 3 23'i 3 8 3'i 2,115 3,800 5'long)may he substituted for machine I I • HL79 3 7Y4 9 1/ 3 234 3 12 '�4 2,115 3,800 ��Re.;p(eam with no reduction in load. 334 " Page 23 of 24 7 Simpson Strong-Tie°Wood Construction Connectors SIMPSON ''' L./LS/GA Stronerie II e ;t i Reinforcing and Skewable Angles L—Staggered nail pattern reduces the possibility for splitting. LS—Feld-adjustable 0°to 135°angles.The GA Gusset 239- 1•9° • Angles'embossed bend section provides added strength. ."\ --' I I ip d yl i Material:L—18 gauge;GA and LS— 18 gauge �� • �'• 1530 0 I m Finish:Galvanized.Some products available in stainless steel � .' .'t, - or ZMAX°coating;see Corrosion Information,pp.15-18. CIO z I. Installation: - 1__ (j • Use all specified fasteners;see General Notes `50 •• __ La70 u • LS—field Skewable;bend one time only --- � I{' Leo • •1 LS90 - Y f9 \ / a J • Joist must be constrained against rotation(for example, I• 1 with solid blocking)when using a single LS per connection - �, 1---Zti"- z,i.4 ���/ • Nail the L angle's wider leg into the joist to ensure L90 LS GA1 table loads and allow correct nailing Codes:See 0.14 for Code Reference Key Chart Load f Uplift direction is-galleon � n01es t F1 F7 _� W�Adjustable Nil w /from 0°10 135°. ��i(�i y Bend one lime only. n� ��m „''I'f • It `s` Shipped j �,/� _ Load IIIIII at 45° F2 � direction t ') LS Top View Typical L50 Installation GA Uplift Installation Typical LS70 installation !GA similar) -These products are available with additional corrosion VA,These products are approved for installation with the Strong-Drive' protection.For more information,see p.16. SD Connector screw.See pp.39-40 for more information. DF/SP Allowable Loads SPF1HF Allowable Loads Model Codo Fasteners L Load Wind/Floor Snow Hoof Seismic Floor Snow Roof Wind/ Re No. (in.) Direction (100) (115) (125) S(160)c Seismic (100) (115) (125) (160) I m # (4)10d x 11" Ft,F2 235 270 290 330 200 230 250 285 IP1,L5, I- GAt (4)SD#9 r.1 Y 2% Ft 340 375 375 375 225 260 28C 325 L18,FL C (4)SD#9 x 1 W' F2 340 390 430 435 225 260 280 360 170 C • (6)10d x 1W Ft,F2 355 405 435 550 305 350 375 475 IPi,L5, a GA2 (6)5C#9 x 11/2" 3/ Ft 515 590 640 645 335 365 420 540 L1B,FL ea ` (6)SD#9 x 1 V? F2 515 - 590 _ 640 820 335 385 420 590 170 Nar L30 (4)10d x 1'h" 3 FL F2 245 250 250 250 210 215 215 215 ® r L50 (6)100.1 Yz" 5 Ft,F2 365 415 445 555 315 355 385 475 IP1, • F.L70 (8)10d x 11/2" 7 Ft,F2 485 550 595 740 415 475 510 635 L5,FL 'L90 (10)10d x 11/2" 9 Ft F2 610 690 740' 925 525 595 635 795 __ •• • L830 (6)t0d x 1W aye Ft 325 325 325 325 280 280 280 280 (6)10d Ft 355 395 395 395 305 340 340 340 LS50 (8)10d x 1'h" 4i6 Ft 475 540 565 565 410 465 485 485 '• . (8)10d Ft 475 540 585 - 730 410 465 505 630 IP1,L5, ^ L570 (10)10d x 11 6% Ft 595 640 640 640 510 550 550 550 L18,FL (10)10d Ft 595 675 730 915 510 580 630 7B5 L590 (12)10d x 1 th" Ph Ft 715 810 845 845 615 695 725 725 (12)10d F1 715 810 875 1,040 615 695 755 895 ) 1.GA angles maybe installed with 10d nails. 2.GA1 uplit Is 4251b.for OF end Is 300Ib.for SP5 1 3.GA2 uplift Is 370 lb.far OF and is 260 lb.for SPF. 4.Fasteners 10d=0.148'die.x 3'long;10d x 1 W=0.148'die.x 1 tW long; SD#9 x 11/2"=0.131'dia.x 115'long.See pp.26-27 for other nail sizes and information. 335 Page 24 of 24