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r(\5-c) -CC4 SHERMAN 3161 NE SANDY Bum.,SurrE 100 ENGINEERING PORTLAND,OR 97232 1-17..1— —t.._, PHONE(503) 230-$876 SHUIIvIANENGiNEERS.CoM Structural Calculations April 21, 2017 LOT 4 - Mangold 7-', pr Plan 3106GL tNA ;�� 8725 SW Ross St. RECEIVED �� *IPTigard, OR 97227 i A • r A NOV 3 0 2017 cE s+ SEI Project# 17-MSAP-02-434 CITY OF TIGARDfly p Stielk 4 BUILDING DIVISION Prepared For: ^'t"IBES: Westwood Homes 12118 NW Blackhawk Drive Portland, OR 97229 Subject Sheet No. Footing Schedule FD1 Framing: Plan Mark-Ups FR1-FR3 Roof Framing FR4-FR6 Upper Floor Framing FR7-FR17 Main Floor Framing FR18 Patio Cover FR19 Lateral: Loading LL1-LL2 Wind Loading/Diaphragms LL3-LL6 Shearwalls LL7-LL8 Overturning LL9 Schedule LL10 Details D1-D30 FOOTING SCHEDULE SHERMANENG/NEERING, INC. FDI JOB: MANGOLD 3 106 315/ NE Sandy Blvd. G/16/17 Client: WE5TWOOD HOMES Portland, OR 97232 CT cf, 5011 = I,500 psf(Assumed) REINFORCEMENT Number Type Wallow P,allow FTG Size USE REBAR lbs/ft I125 width (inch) depth (inch) C I Cont. 1500 6,000 12 7 (I) #4 Cont C2 Continous 17550 7,000 14. 7 (I) #4 Cont C3 Continous 2000 8,000 1C I0 (2) #4 Cont C4 Continous 2250 9,000 18 I 0 (2) #4 Cont Number Type ('allow A FTG Size USE REBAR kips ft2 b (inch) I (inch) d (inch) Bearing (psf) P I Pad 3.4 2.3 18. in 18. in 10. in 1500 Mu = 1.08k-ft As =1 .41n2 a = 0.52 Mcap = 1 I .66k-ft (2) #4EAWAY- P2 Pad 6.0 4.0 24 24 I0. 1500 Mu = 2.55kft As = .41n2 a = 0.39 Mcap = 1I .89k-ft (2) #4 EA WAY P3 Pad 9.4 6.3 30 30 10 1504 M u = 499k-ft As = .4 int a = 0.31 M cap = 1 2.04 k-ft (3) #4 EA WAY P4 Pad I3.5 9.0 36 36 12 1500 Mu = 8.61 k-ft As = .6m2 a = 0.39 Mcap = 23.24k-ft (3) #4 EA WAY P5 Pad 18.4 12.3 42 42 12 1502 M u = 13.69 k-ft As = .8 m2 a = 0.45 M cap = 30.79 k-ft (4) #4 EA WAY PG Pad 24.0 16.0 48 48 I2 1500 Mu = 20.4k-ft As = .8m2 a = 0.39 Mcap = 30.99k-ft (4) #4 EA WAY P7 Pad 28.8 18.8 52 52 12 1534 Mu = 26.52k-ft As = I. m2 a = 0.45 M cap = 38.46 k-ft (5) #4EAWAY P8 Pad 40.0 28.4 64 64, I2' I 406 Mu = 45.33k-ft As = 1 .2m2 a = 0.44 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 = I.55 m2 a = 0.51 M cap = 87. 14 k-ft (5) #5 EA WAY P I O Pad 65.0 42.3 78 78 I6 1538 M u = 89.78 k-ft As = 1.86 in2 a = 0.56 M cap = 104.1 I k-ft (6) #5 EA WAY Fiz I rAT. rt 6xl t_t7(---- 1 1 t ... _ . 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N� F II 1 UPPER-1,11' . { • L _ _ _ _ - L _ _JI 1 NL arST/c36 I �t'' 8/12 8/12 . j i• Ai . . --'16.mmitemimilii3 �` H irdD• x/12 I Ire-ref! 7 ,r I 1 It @I �a \I I / —1-I— r r, Roof PlanLe"),..i-t.rii v��� � +• IA)/ .10A, REFER TO THE MANUFACTURES TRUSS LAYOUT l/ FOR EXACT LAYOUT AND SPECIFICATIONS. F O R T E (' JOB SUMMARY REPORT Mangold 3106-Framing.4te 0. :Meme �9zdr � 2 �y x amt 9 ' m}/� a�yry �yy ... .�'F., r.M:;'k3 ,. ��.,'.W.�..a, ��,_sa�f�+E���dl��M����''.. UHD1 Passed 1 Plece(s)6 x 8 Douglas Fir-Larch No.1 UHD2 Passed 1 Plece(s)4 x 8 Douglas Fir-Larch No.2 'com`tiie FJ1 Passed 1 Piece(s)14"TJI®230 @ 16"OC FJ2 Passed 1 Piece(s)14"TJI®110 @ 16"OC LHD1 Passed 1 Plece(s)4 x 8 Douglas Fir-Larch No.2 LHD2 Passed 1 Piece(s)5 1/2"x 10 1/2"24F-V4 DF Glulam FB1 Passed 1 Plece(s)5 1/2"x 14"24F-V4 DF Glulam FB2 Passed 1 Plece(s)5 1/2"x 14"24F-V4 DF Glulam FB3 Passed 1 Piece(s)5 1/2"x 14"24F-V4 DF Glulam FB4 Passed 1 Plece(s)5 1/2"x 14"24F-V4 DF Glulam FB5 Passed 1 Plece(s)4 x 8 Douglas Fir-Larch No.2 FB6 Passed 1 Plece(s)5 1/2"x 14"24F-V4 DF Glulam RB1 Passed 1 Plece(s)6 x 8 Douglas Fir-Larch No.1 rr `m�awiMM 171t ss �If�Ry # ':2t@ t • 444 a F33 Passed 1 Plece(s)9 1/2"TM®110 @ 24"OC Forte Software Operator JOb Notes 6/16/2017 5:25:16 PM Forte v5.3,Design Engine:V7.0.0.5 Chao Tan Sherman Engineering INC Mangold 3106-Framing.4te (503)929-1768 tanchao168@gmail.com Page 1 of 15 P F 0 R 1 E' MEMBER REPORT Roof Framing, UHD1 , , , Sn f • PASSED 1 pieces)4 x 8 Douglas Fir-Larch No. 2 . -' f Overall Length:6'3" `.-- f'i xa, s PM , a rb' c ts#.P ,ra S At ami ffirw trap:✓; a RE - - Mrs l a `� 2Y r r Cd t' f i �` �L 4"+ +'"ektiO' it rWiftti*glii,1;044111/0*244*.W'!. �L'f t ri-v )3 a a,u 1pst, t a+ ,; , .t a: ,f4. 't,` '4k� .4k 4 t �1'M0� ' km q,,, t*' ,n.�x c. +, • sn '-"" h ',�'� 1 fid, }. V-47 *ti)V r fi4.44,4,‘.7 ,4 x.7a'��''gad 4 ^r. J`,CK�9 SNS Ngit {, . •F 0 f' Y Ri S El All locations are measured from the outside face of left support(or left cantilever end).AII dimensions are horizontal.;Drawing Is Conceptual ® 8ro• `twi, ,d 4. #itgoAiiaPwwort, ,,.t�li�s � f : sirakisiihRvr'zx+4a4,5.:1f system:Wal ,..,. Member Reaction(lbs) 520 @ 0 3281(1.50") Passed(16%) -- 1.0 D+1.0 S(All Spans) Member Type:Header Shear(lbs) 399 @ 8 3/4" 3502 Passed(11%) 1.15 1.0 D+1.0 S(All Spans) Building Use:Residential Moment(Ft-lbs) 813 @ 3'1 1/2" 3438 Passed(24%) 1.15 1.0 D+1.0 S(All Spans) Building Code:IBC 2015 Live Load Defl.(in) 0.019 @ 3'1 1/2" 0.208 Passed(L/999+) -- 1.0 D+1.0 S(All Spans) Design Methodology:ASD Total Load Defl.(In) 0.032 @ 3'1 1/2" 0.313 Passed(L/999+) -- _1.0 D+1.0 S(All Spans) • Deflection criteria:LL(L/360)and TL(5/16"). •Top Edge Bracing(Lu):Top compression edge must be braced at 6'3"o/c unless detailed otherwise. • Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 6'3"o/c unless detailed otherwise. •Applicable calculations are based on NDS. N �v,ryy �gflpY�4 x '`� '' } i. y x.1� + Ferry tb 'v-fa'?-7.;,. .'4;46.;,°.: l'A9 pti, '4 .�,.u, ",v`r+w�. 3, .,-.FR""•-�.e A2' AA �. , ,.....X109 i.'. i'i�r1` .. ..,, -:Y 1 4 1-Trimmer-OF 1.50" 1.50" 1.50" 208 313 521 None 2-Trimmer-EDF 1.50" 1.50" 1.50" 208 313 521 None i.g K iP 's,i"a r rr.,n�ry r r s btq 1 ` q'r rF,,,sa j ::,,a.,,,-;...,..,,,,y,„;,,,FS ,..,.7.; .. ,ter. ti"`? ra ,,y- .yy,,,,tr.;;.,,,,,. xyj • '' '''41,4k. iMI.,�.,.,fl7 p..[-" rt ...'ar3 , ,,C fi .. '� �.t^.*tin** Rtr 0-Self Weight(PLF) 0 to 6'3" N/A 6.4 Residential-Living 1-Uniform(PSF) 0 to 6'3" 4' 15.0 25.0 Areas kNev:a-. m b , i s a 6 9µ., ,te,< ,K"i.hllo'!E S.' �e !3, s' "'.:i'4'.,:;;,:,,14 `.,:. y 41rri a�a,,�� , ti' � fi .. d `>1` t kA', : A1'* : J, ,3%'!.%,,"4'a,":1,471'`° , sir ` rt..;1.•F �..; _. . .a�.1�,4 �. -;Y"�L'i�^:' ���`" � ‘I','....,#r'('�t �,��.a� � � .< _�e„ ::>... .., . 1F��,rj esi�r �y, _�":° SUSTAINABLE FORESTRY 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.Use of this software is not Intended to drcumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified 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,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,Input design loads,dimensions and support Information have been provided by Forte Software Operator Forte software Operator Job Notes 6/23/2017 11:43:07 AM Forte v5.3,Design Engine:V7.0.0.5 Chao Tan Sherman Engineering INC Mangold 3106-Framing.4te (503)929-1768 tanchao168@gmaihcom Page 2 of 16 �,yrI F A R T E. MEMBER REPORT Roof Framing, UHD2 ' PASSED GG�� I- "� G 1 piece(s) 4 x 8 Douglas Fir-Larch No. 2 WI 2 Fax — Overall Length:3'3" `""' �� � t } e ' 11 : '',4:-,,,i:-4:5,031r' � ' 4A " Art �r -i ' �� 'b' ^ i4 ISSO ' jN4 .* YMacar i� e� t ,+- � s' x�, y �04 1 z• � lei. -,331:'+ H.Lr� "Ptrt z ' 4 "+ az, 's e fi « k. + 4p4 1...4e4,s e.,.„,..- . .. *'0.1•..•247r:L-'.,:--.V--1„,e*',,';.v'A. r..,-stuff .w" m :_ _. Ai...:.. sv.tea.. 4 3' 4 0 El All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.;Drawing Is Conceptual ,y f.„", } r.,r ., +�, w 7 ^r�r, '',..r.,%,..$.,, ,x., i n i* r s.4t* uln-"^`E" uiiiiite. : i '','.1;‘,417.4k-4-17.4 . r ,.41'''."---4.4 l"; !?b(1► Baba f System:Wall Member Reaction(lbs) 270 @ 0 3281(1.50") Passed(8%) -- 1.0 D+1.0 S(All Spans) Member Type:Header Shear(lbs) 149 @ 8 3/4" 3502 Passed(4%) 1.15 1.0 D+1.0 S(All Spans) Building Use:Residential Moment(Ft-lbs) 220 @ 1'7 1/2" 3438 Passed(6%) 1.15 1.0 D+1.0 S(All Spans) Building Code:IBC 2015 Uve Load Defl.(In) 0.001 @ 1'7 1/2" 0.108 Passed(L/999+) -- 1.0 D+1.0 S(All Spans) Design Methodology:ASD Total Load Defl.(In) 0.002 @ 1'7 1/2" 0.162 Passed(L/999+) — 1.0 D+1.0 S(All Spans) • Deflection criteria:LL(L/360)and TL(1/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 3'3"o/c unless detailed otherwise. • Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 3'3"o/c unless detailed otherwise. •Applicable calculations are based on NDS. S "k wtw "r 0, i r qui ) 0, , v1 �'. . ,, ,„ t'�i 1.- 4kx,s� ,.'1� $Y � p t` z y"6, ri v s Y � r i A S `'-`a '. £ "�t r ,Sr�� t`' � ;;��r�� Fex� '�:u�y,�.'��)yH i ��bpa y�����I,, ..:.,:._W(�8 a h ''1 t ��y �}y. 1 �r '�l(hlt�h#R €ci�y�sy��.>p"As�''=.-#� �PP0 pS .i c,, ,n.MbF,� �'>",r$:',;',J0'[4- a�9£t �1xYi. p* rntF'„�,'�i',�`{�. lii7R f1.1T��`S..> n�,., ;f 1-Trimmer-DF 1.50" 1.50" 1.50" 108 163 271 None 2-Trimmer-DF 1.50" 1.50" 1.50" 108 163 271 None KY$ w 03 5Na l',,, �`#" .t.'".'"t�L � £'W� � '': 5 5. zt. .r ,7f10V.. -9S1$4.1'70,44141"') * fp + ,ii � yy 0-Self Weight(PLF) 0 to 3'3" N/A 6.4 Residential-Living 1-Uniform(PSF) 0 to 3'3" 4' 15.0 25.0 Areas "'"%r,r '`"'^ ir*.,;? F'' ,,l".s�,ryk �'`q` i�, . .mss "p,' '`'W", s a.+. 1� A 0.,6° u. 1'c �,a£ -oma ,. •, o..r tw; ., .. .s!. 11Ar!'y z,_, ee , ,a , t' tt 0 SUSTAINABLE FORESTRY.INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. l Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software Is not Intended to drcumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation Is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified 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,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,Input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 6/23/2017 11:43:07 AM Forte v5.3,Design Engine:V7.0.0.5 Chao Tan Sherman Engineering INC Marigold 3106-Framing.4te (503)929-1768 tanchao168@gmail.com Page 3 of 16 ►P,'I F r RTE " MEMBER REPORT 2nd Framing,FJ1 PASSED I i 1 piece(s) 14" T1I® 230 @ 16" OC 13 1 FR(?- Overall R(?-Overall Length:20'7" ViR Ntt ir,k + rz \3F4 cI pyytegti" erA sgv sA, ay fE V*m i .P) �O,* µ{ � �" • ' • rr 'n` hz 4 42yr ' tinsa• 0-f 3 anfrtitC. i 1.`* Nt �, } 0 +�+1v. `�,.F�+srd��,F� ��a d" *�✓ iF'vt ��+'�i24�#,�3,, 20' X 111 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual $ d a A 41,14,41441-0 % Ia System:Floor Member Reaction(lbs) 747 @ 2 1/2" 1183(2.25") Passed(63%) 1.00 1.0 D+1.0 L(All Spans) Member Type:Joist Shear(lbs) 733 @ 3 1/2" 1945 Passed(38%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-lbs) 3728 @ 10'3 1/2" 4990 Passed(75%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2015 Live Load Defl.(In) 0.366 @ 10'3 1/2" 0.504 Passed(L/661) -- 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Dell.(In) 0.503 @ 10'3 1/2" 1.008 Passed(1/481) -- 1.0 D+1.0 L(All Spans) • TJ-Pro"Rating 40 40 Passed -- — • Deflection criteria:LL(1/480)and TL(1/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 4'9"o/c unless detailed otherwise, •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 20'5"o/c unless detailed otherwise. •A structural analysis of the deck has not been performed. •Deflection analysis is based on composite action with a single layer of 23/32"Weyerhaeuser Edge•"Panel(24"Span Rating)that is glued and nailed down. •Additional considerations for the TJ-Pro""Rating Include:None fr u z � a: 4.07 4dit. vP•�i s'z,5 A tiON0�'�' 1 rpq kph.• v"a2 ' ,4,,A �'` °a� �`� 4'`"3r i� -0 3..1'', 3 k ry 3Y � • ^! • `:eh��5. 46%°$ ,PWL5'.4 a..�c M1li. ,�i}'w " .•, d � T?reg.�".FFs� R n..,�� c.[Call ..<SE ae. J.nv 9 ,, v�il$ 1_Stud wall-SPF 3.50" 2.25" 1.75" 206 549 755 1 1/4"Rim Board 2-Stud wall-SPF 3.50" 2.25" 1.75" 206 549 755 1 1/4"Rim Board • Rim Board is assumed to carry all loads applied directly above it,bypassing the member being designed. raga'. $ sh lu4m a w4r <a „ I` ‘grtt 411 te aOgi��kg . *uR F 409:6 1-Uniform(PSF) 0 to 20'7” 16" 15.0 40.0 Residential-Living Areas ti �"v + ? �° '�a ' ,� .h p 4 4)SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disdaims any other warranties related to the 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 assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified 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 ASPM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,Input design loads,dimensions and support Information have been provided by Forte Software Operator Forte Software Operator Job Notes 6/16/2017 4:40:38 PM Forte v5.3,Design Engine:V7.0.0.5 Chao ran Sherman Engineering INC Mangold 3106-Framing.4te (503)929-1768 tanchao168@gmall.com Page 4 of 14 FORTE " MEMBER REPORT 2nd Framing,FJ2 PASSED 1 pieces) 14"TM® 110 @ 16" OC C/ ree Overall Length:9'7" �is:v tiv -7,"' � °^° w w sr nW'yLN tl"11rMa ' x ill +,. �',N '."`.,{, 4 k � #x'°e" 't+,. ae3 y'W i a?F �r° *s �,''�.+�fi,.lh s .. r ,s �. �. 4 as� �r��z��x�t VP ra r-5 r'x'h��� c �. S. 'g. { `'�`` 'y aa'1*. k,i`, '�,��. �'tea r ok%194091 �i`*s,s �. -i. { ' R, t Y.��`t�+, ""`� �bt,C�e fix,, f°w �' a ! z � t�^i 'h �� '+rt,. ' t ;a fitttW, .y�y.4 4A,Af k'.,u t li , y uti,,� VAl4„-'y,,��y�S,�S t'p *, �Mi ~ � %k+;1,r 'b '� '4 ,, ror sG 3 ",40th r"' �,n'? : a 44. + Y'rf",,i ce# k'F: -L„',4 �' .+s ` ” ttAti Y�1t,, i,r „;',,-;,,09,”-' ' + xs i' ,w t «x �s oftb t;ws'" � F* '„'50;:.yoslot', n�A!i�'N a' riy,,`+ur, - V„"Ac-.tis. .... , '"3 .. r.ear.^iii�tl<n°w,e .:,---0E4...-,.„ `'" ..,;,.:,,,„„.1,- .,,ty.w'. Jr 3 4 6' El C All locations are measured from the outside face of left support(or left cantilever end).AII dimensions are horizontal.;Drawing is Conceptual yi k .h `z5 x.s9_ r tw < + mer, t3 x �r r � \��� � v. _ :R41 "` �` It ��1 ` r �j4�41�Tw�l1��k6�fTJ!� system:Floor Member Reaction(lbs) 517 @ 3'1 3/4" 1935(3.50") Passed(27%) 1.00 1.0 D+1.0 L(All Spans) Member Type:Joist Shear(lbs) 263 @ 3'3 1/2" 1860 Passed(14%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-lbs) -363 @ 3'1 3/4" 3740 Passed(10%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2015 Live Load Defl.(In) 0.012 @ 0 0.200 Passed -- 1.0 D+1.0 L(Alt Spans) Design Methodology:ASD (2L/999+) Total Load Deft.(in) 0.015 @ 0 0.315 Passed +) — 1.0 D+1.0 L(Alt Spans) TJ-Prom`Rating 70 40 _Passed -- -- •Deflection criteria:LL(1/480)and TL(L/240). •Overhang deflection criteria:LL(0.2")and TL(2L/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 7'4"o/c unless detailed otherwise. • Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 7'4"o/c unless detailed otherwise. •A structural analysis of the deck has not been performed. • Deflection analysis Is based on composite action with a single layer of 23/32"Weyerhaeuser Edge'"Panel(24"Span Rating)that Is glued and nailed down. •Additional considerations for the TJ-ProT"Rating Include:None a x ywt P *. t 'K 4 is as , , ."r`,,,,Zt."' 13P B.2:21W�a me w"° ! `Jai- y sfa4'�r� '` t 1.7 v I.k r irl A ,n. •,,,,f,11.1.,..1.4.'N-1'" t!,,�c��,,T4,5., ,P;3,51,'"'",,� 6' R "'�" °ft: `.'3} j 1 �t � '' '�f'" i,Y tl -t f'* 'ii" : `a • � r.,, ii4'9,k°»ut.yt,q,�. .. ...m". .s -i , /4`.. A , �:hr7- snKfi.J r 1-Stud wall-SPF 3.50" 3.50" 3.50" 141 376 517 Blocking , 2-Stud wall-SPF 3.50" 2.25" 1.75" 51 177/-37 228/-37 1 1/4"Rim Board •Rim Board is assumed to carry all loads applied directly above It,bypassing the member being designed. •Blocking Panels are assumed to carry ono loads applied directly above them and the full load is applied to the member being designed. r - , f7rAFs' it 5� 'EY - il4 11�i itt r , k +T „.'xq, � "Y' Fj°'k'"0�C�s'51} rc �*4*�: .a t) �s 3 "srxrx ., x 4,4.4 . s. -r`r.}r'+,�,vie . i a,t.R - 4 F f tr .: r.»<'�'f:: ° kcsE 'stn: ,e .-e..` ., Residential-LNing 9-Uniform(PSF) 0 to 9'7” 16" 15.0 40.0 Areas -.�., #3".tl"; £e r ' x r . "',# .v+ 'u S'•;'r d i. t° z, :Vn w ,7 r "i t x s, � tl.fir A .'1 ett "" '1 �"y. . ..... : :. ."..`�y'? ��'... s c.4 '�.�k a td.r.`"t.�,c.; °' 1t'�'iz,,,: al }1 r1,-,,v''€ M.^ k I -..,.„i. n SUSTAINABLE FORESTRY 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.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 assure that this calculation Is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified 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,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.conywoodproducts/document-library. The product application,input design loads,dimensions and support Information have been provided by Forte Software Operator Forte Software Operator Job Notes 6/16/2017 4:40:38 PM Forte v5.3,Design Engine:V7.0.0.5 Chao Tan Sherman Engineering INC Mangold 31 06-Framing.4te (503)929-1788 tanchao168@gmail.com Page 5 of 14 1 F A R T E `� MEMBER REPORT 2nd Framing,LHD1 PASSED r 1 piece(s) 4 x 8 Douglas Fir-Larch No. 2 g Overall Length:8'3" i s °r [ 4r-.§,- '' �,wr£ : §t A_ylgaHv,„Sw .r V�drµ'146,4,,,,,,,,,'"0-".4-� 'h'5:14- ' �, +aws § f � r, a ry 'i'v,n".V . >..y kk,''?�"j°r: �7r*x �i z f 4 , kx 3 r 4 , V .*H.1 4 j til \� ,. i )i§ ?§4§.§7§,§:§,8r1-44. .e. } YAk � :�I Q IONN4+Y1Y1�^ v? siv ���,+.�' u!3 '��[U �:'n L��� `YMt W �f _ r X.,,,ANP x t k§, :.pry* p r'.IV, VMSt.'at t .:, t 4414: Trk y-4,„,,s7. rF,'i".aw � r q *, `�.� s r p.-.. ss -A e r'd`+ k b ,, � ,r a�.i 5 "'%-*,,i "z `'� +s.''9 a�i x „..,,,,,,,,,,,4:,40,-).,..,t` ” 8'4. X E1 El All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.;Drawing Is Conceptual 1 1tr r,lll:x01 . , IA' . fits "-t;.'i h rhfias blAaf4 _.k; t �t �T ' '41414,. #,Pd 4'1?— , '+s f' System:Wall Member Reaction(lbs) 357 @ 0 3281(1.50") Passed(11%) -- 1.0 0+1.0 S(All Spans) Member Type:Header Shear(lbs) 293 @ 8 3/4" 3502 Passed(8%) 1.15 1.0 D+1.0 S(All Spans) Building Use:Residential Moment(Ft-lbs) 735 @ 4'1 1/2" 3438 Passed(21%) 1.15 1.0 D+1.0 S(All Spans) Building Code:IBC 2015 Live Load Deft.(In) 0.029 @ 4'1 1/2" 0.275 Passed(L/999+) -- 1.0 D+1.0 S(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.051 @ 4'1 1/2" 0.313 Passed(L/999+) -- 1.0 D+1.0 S(All Spans) •Deflection criteria:LL(L/360)and TL(5/16"). •Top Edge Bracing(Lu):Top compression edge must be braced at 8'3"o/c unless detailed otherwise. • Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 8'3"o/c unless detailed otherwise. •Applicable calculations are based on NDS. S a ' t .' 1 r f r( �{ kr " Xq�y. " 3z- i , a4 ' 3(69f ; � W�^ ( It a'.. r' i .. ' )7r( t viol'V4:4:0.7;, $MiyP{ . kzi v . 1,46:',,,11!.IN V', Mte" V'; i1. ,',. . ,.1f1,-,-'I*- A . .A J1: 1-Trimmer-DF 1.50" 1.50" 1.50" 150 206 356 None 2-Trimmer-OF 1.50" 1.50" 1.50" 150 206 356 None li▪ nk�;,' ',•,t,,,',',,y 1 r> 7�sy4 bp" e'•- .i `,j v : 9 0 Self Weight(PLF) 0 to 8'3" N/A 6.4 1-Uniform(PSF) 0 to 8'3" 2' 15.0 25.0 Residential-Uving Areas t+ 'r' "B 'sr, c ,. a r k, a.+r,% At, 14—.4 4 a»s. ' e .. '� +liotw' > -'"i 4: 40's). i^ w,,,..fi by a ' „' ,, .i,,..§§,,„ -A., ,, ' ''„, ::r ,4 a ' u# c'f3'h'a' vg.: , 0 SUSTAINABLE FORESTRY INITIATNE Weyerhaeuser warrants that the sizing of Its products will be in accordance with Weyerhaeuser product design criteria and published design values. YYY Weyerhaeuser expressly disclaims any other warranties related to the 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 assure that this calculation Is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified 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,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,Input design loads,dimensions and support Information have been provided by Forte Software Operator Forte Software Operator Job Notes 6/16/2017 4:40:38 PM Chao Tan Forte v5.3,Design Engine:V7.0.0.5 Sherman Engineering INC Mangold 3106-Framing.4te (503)929-1768 tanchao168@gmali.com Page 6 of 14 /moif F 0 R T E ' MEMBER REPORT 2nd Framing,LHD2 PASSED r 1 piece(s) 5 1/2" x 10 1/2" 24F-V4 DF Glulam llww F1210Cv Overall Length:16'3" �,r ^:•-r a s w xvr t is 34VO4,4M ree N‘,-4.445040..,..4,v-V �,4,M'n.d:, .w,„x q b mea"i\k' y h+u5� 4 *A., 4 p a� a�'€td4,7o is ,44„. '0 g 4'sr141 ° is114: Y�uS s.wrg,d' :40 w*,y fr o ,.-g,. .em.'... ki.kil ,, `± `saA,�Se si . *; ., 'i t'.Jlsr{;'r' itikti ir4v, S,•''t*. �` " s s ' y v 5 " a:,x ,H"fr .�,F ri i. 'it e *es u;t� dr al t, _ 0,„i:.•,,„:4,4,,,,-,,,:_4„: „„;,4 t"r iri '.,4". - d6 . ..i k_4 ^M* 1e G 9'41 ',,, )'gil� . de y �` '&-'� 1 '�'}. ;Ort d i`s,$ .+'p' -14, r "xC`'P�es '`.4%* ., 'mss .las 5ei-...�� .s. '. .*.w° :_'.:: _:r si,,. 0 11 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.;Drawing Is Conceptual u z ^�M�W,.ce* „,,,...1.-. s. i 0.u. r s Y s ';. S 3c't„, w tee' �� ,„d' r' System:Wall posigrik . .. Af. l it k►rw,,,.., .T !lltof .. . ` 49 . f.< � d it I4 ,..—. . Member Reaction(lbs) 4924 @ 0 5363(1.50”) Passed(92%) -- 1.0 D+0.75 L+0.75 S(All Spans) Member Type:Header Shear(lbs) 4640 @ 1' 11733 Passed(40%) 1.15 1.0 D+0.75 L+0.75 S(All Spans) Building Use:Residential Pos Moment(Ft-lbs) 14134 @ 7'2 1/4" 20213 Passed(70%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2015 Live Load Defl.(In) 0.421 @ 7 9 3/4" 0.542 Passed(L/463) — 1.0 D+0.75 L+0.75 S(All Spans) Design Methodology:ASD Total Load Defl.(In) 0.743 @ 7'8 13/16" 0.813 Passed(L/262) -- 1.0 D+0.75 L+0.75 S(All Spans) •Deflection criteria:LL(L/360)and TL(L/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 16'3"o/c unless detailed otherwise. • Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 16'3"o/c unless detailed otherwise. • Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L=16'3". •The effects of positive or negative camber have not been accounted for when calculating deflection. •The specified glulam Is assumed to have its strong laminations at the bottom of the beam.Install with proper side up as Indicated by the manufacturer. •Applicable calculations are based on NDS. 1~f tlg• bag°a •L Y. z ; ta Sav. ykii x , r• (ls � v r' aicz.- *,,,..,1",,,,11,-, „5,„,,,..,:,.,,,,*ar ' " S "Zr0 4:','514-:-:,°-° e '4tL7. -,-,,. , � es�q .:- i ''.0.1i4[001, zh., C " ,,§➢ grite•,) . 7iiea,*Rei -_.0. � ,' ! f..f.0„4„.,. „ r ; j 4 k 6E ,A,,,, Fill, ,. 4.4. , ,s•x'. � ,t4..„ 1 e ik7 . d? 4 tx ji ..: -2� r.... „ milt 1-Trimmer-DF 1.50" 1.50" 1.50" 2273 1950 1585 5808 None 2-Trimmer-DF 1.50" 1.50" 1.50" 1169 1950 359 3478 None s F, & f q vMr''.1,'1,44-44. t - eR a b"e`y4n' *a + :Attpter',.1".1,..11r4-J.,441440 ,. 'pi 4"l r Wee � ��u� et p vt"i' jy k r g:114 0-Self Weight(PLF) 0 to 16'3" N/A 14.0 1-Uniform(PSF) 0 to 16'3" 6' 15.0 40.0 - Residential-Living Areas 2-Point(Ib) 3' N/A 1751 - 1944 Unked from:FBI, Support 1 � ''.g,M h? : '-") „I .F" 3p e 'ora' x°', . tee ,.."64W410.,',7.,',:t a�I),,.--!"--40!y' ' �r�&` `.s i SUSTAINABLE FORESTRY INITIATIVE 4� :'!.I�r"+'!, ,.,7.. 40,77 W. rattr�i F 'a ', si^ ftr4.:.1n"dW xc Y 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.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 assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser fadlitles are third-party certified 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,Weyerhaeuser product literature and Installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 6/16/2017 4:40:38 PM Chao ran Forte v5.3,Design Engine:V7.0.0.5 Sherman Engineering INC Mangold 3106-Framing.4te (503)929-1768 tanchao168@gmaii.com • Page 7 of 14 F.0 R T E e MEMBER REPORT 2nd Framing,FBI PASSED 1� 1 piece(s) 5 1/2" x 14" 24F-V4 DF GlulamriZit r n ' Overall Length:9'7" td t 'r , d � kvcuf gt3 ,-. * Of t�.' }.H� lomv; WY+riees-y us., a � nlt 1 *a awdii,,kvkmra. �a " f :P''' W.''.. r et tr >4" ;a V,4 .?.40„4. D �{� 1f � D • p;'r,11 ��aa'z ^"' 3' 41' 6' x All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.;Drawing Is Conceptual iraTAAr 3*0*,� ..+i eg r sPiikitiOW. 7:7', *161,1s System:Floor Member Reaction(lbs) 3696 @ 3'1 3/4" 8181(3.50") Passed(45%) -- 1.0 D+1.0 S(All Spans) Member Type:Flush Beam Shear(lbs) 1365 @ 4'5 1/2" 15644 Passed(9%) 1.15 1.0 D+1.0 S(All Spans) Building Use:Residential Pos Moment(Ft-lbs) 1705 @ 6'10 3/8" 41323 Passed(4%) 1.15 1.0 D+1.0 S(Alt Spans) Building Code:IBC 2015 Neg Moment(Ft-lbs) -2586 @ 3'1 3/4" 31853 Passed(8%) 1.15 1.0 D+1.0 5(All Spans) Design Methodology:ASD Live Load Defl.(in) 0.006 @ 0 0.200 Passed -- 1.0 D+1.0 S(Alt Spans) (21/999+) Total Load Defl.(In) 0.008 @ 0 0.315 Passed -- 1.0 D+1.0 S(Alt Spans) (2099+1 • Deflection criteria:LL(L/480)and TL(1/240). •Overhang deflection criteria:LL(0.2")and TL(21/240). •Top Edge Bradng(Lu):Top compression edge must be braced at 9'6"o/c unless detailed otherwise. •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 9'6"o/c unless detailed otherwise. • Critical positive moment adjusted by a volume factor of 1,00 that was calculated using length L=5'1 5/16". • Critical negative moment adjusted by a volume factor of 1.00 that was calculated using length L=4'8 11/16". •The effects of positive or negative camber have not been accounted for when calculating deflection. •The specified glulam is assumed to have its strong laminations at the bottom of the beam.Install with proper side up as indicated by the manufacturer. •Applicable calculations are based on NDS. SS610rrt3r Y Ibfr s ',Wet Er ;4'; `14' frli6 ft i' 0 #4 er44#0 nl� Oki a M 1-Stud wall-SPF 3.50" 3.50" 1.58" 1751 1944 3695 Blocking 2-Stud wall-SPF 3.50" 2.25" 1.50" 621 800 1421 1 1/4"Rim Board •Rim Board is assumed to carry all toads applied directly above It,bypassing the member being designed. •Blocking Panels are assumed to carry no loads applied directly above them and the full load Is applied to the member being designed. t •�.. �°>::�,,:.r,.i�Ht.F ;.� a.,,. �..�-;!z 'v, "a. fir o-Self Weight(PLF) 0 to 9'5 3/4" N/A 18.7 1-Uniform(PSF) 0 to 9'7"(Front) 11' 15.0 25.0 SNOW LOAD ABOVE 2-Uniform(PSF) 0 to 9'7"(Front) 8' 8.0 - WALL ABOVE �� i- -14415. i Ot` a '„-, Li '.E '"..-;4 �s L�x �' Aevfrrr`. SUSTAINABLE FORESTRY 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.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 assure that this calculation Is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser fadlitles are third-party certified 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,Weyerhaeuser product literature and Installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support Information have been provided by Forte Software Operator Forte Software Operator Job Notes 6/16/2017 4:40:38 PM Chao Tan Forte v5.3,Design Engine:V7.0.0.5 Sherman Engineering INC Marigold 3106-Framing.4te (603)929-1768 tanchao188@gmail.com Page 8 of 14 Gs 1 F A T E "' MEMBER REPORT 2nd Framing,F82 PASSED FO R 1 piece(s) 5 1/2" x 14" 24F-V4 DF Glulam 2 g. 12- Overall Length:9'7" . x" _ �"� e rif,W leaf �, Q K , rrTe ex - i"-4, " ayt "�`� ea z»�Y ^' • " 4.r,eg=z.arc'� 'rs5'� s a 3r "X� .y^+'�"�U a;'a 41.4;%, ad�, 3 .ss' ` l hwhrr a 'f+FYn r ay ,v� � ham. „i9r axer o Y� rhah^Li ,i. `r�F silo w3 ,;114-0;;:: 0 2�„+'* "cs "' ..A••�rya •�'^ yl f"*�4' '�ts'• r ay x''�z, -r,F^" _ ro- ts.z�+r :ila 4'`3.,�amSirY"��* {� >,a 8 .a✓r .14 a e.z an"f4. §": 4di -orf{4t. ,b� 8 i� �:+ez�+} a ras�a� a...,... 4;._ i,.,.>..:b,..._. '�ss�„,?,»�.Nt�_.af'?!.,,r��.�i�..,^A.i.?,..mom.__ ....,xd2.�•^E�_._... " 3' Xx 8' a o All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual 1D 5Ib its'311tr.w #El.a'� " .sS. `2e �- s;;:rz t t-•'�'.:;'i3> i Y Cc"1"i-0 F,: a. FL RAH,# ^-r1:44-0,s_,_ ,,A, di! , � 9. System:Floor Member Reaction(lbs) 3869 @ 3'1 3/4" 8181(3.50") Passed(47%) 1.0 D+0.45 W+0.75 L+0.75 S(All Member Type:Flush Beam Spans) Building Use:Residential Shear(lbs) 1341 @ 4'5 1/2" 15644 Passed(9%) 1.15 1.0 D+1.0 S(All Spans) Building Code:IBC 2015 Pos Moment(Ft-lbs) 1607 @ 6'9 3/4" 41323 Passed(4%) 1.15 1.0 D+1.0 S(Alt Spans) Design Methodology:ASD Neg Moment(Ft-lbs) -3662 @ 3'1 3/4" 44318 Passed(8%) 1.60 1.0 D+0.45 W+0.75 L+0.75 S(All Spans) Live Load DeFl.(in) 0.015 @ 0 0.200 Passed 1.0 D+0.45 W+0.75 L+0.75 S(Alt (21/999+) Spans) Total Load Dell.(In) 0.018 @ 0 0.315 Passed 1.0 D+0.45 W+0.75 L+0.75 S(Aft _ (21/999+) Spans) • Deflection criteria:LL(L/480)and TL(1/240). •Overhang deflection criteria:LL(0.2")and TL(214240). •Top Edge Bracing(Lu):Top compression edge must be braced at 9'4"o/c unless detailed otherwise. • Bottom Edge Bradng(Lu):Bottom compression edge must be braced at 9'4"o/c unless detailed otherwise. • Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L=4'11 1/2". • Critical negative moment adjusted by a volume factor of 1.00 that was calculated using length L=5'9 1/4". •The effects of positive or negative camber have not been accounted for when calculating deflection. •The specified glulam is assumed to have its strong laminations at the bottom of the beam.Install with proper side up as indicated by the manufacturer. °Applicable calculations are based on NDS. }''"Z "p'a., •, ^t.•`'S I`i Y'x hrt Rif -,r �`Y 9 t e �'� r� a = ft Y `i �'�. �"`�PE "� f t , '^Su �+'•� I� "��>' u. � � 1 a til f f'cu a� Y > s31.. � .« � 1-Stud wall-SPF 3.50" 3.50" 1.66" 1740 1932 1512 5184 Blocking 2-Hanger on 14"SPF beam 3.50" Hanger' 1.50" 629 815 -512 1444/-512 See note 1 •Blocking Panels are assumed to carry no loads applied directly above them and the full load Is applied to the member being designed. •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger • 'See Connector grid below for additional information and/or requirements. ,ypm...r by .,,y trif>',�t '."c•,+y'�, be_. a"+ig r.s Y L�`°��Y!�w� e�[ . d y�' - iem.;c:'�,A`s'k��'• Y.�r "'ti aS Ye`3T f� .� : �+h:.".�rwau �q �tl y�tirq 1`�u.� �'..°i1 4�M"ll�k'"+:>�`c; ��.� ..witt"✓x°x�':.M '"'ntlfros .'F*.;�.`.- rit- Shin,,'41, ' x a- N,i'u k 'it x, r t °t5i 9(,rsv 3"•3 y � $r "'4�.u' •:i 36-SDS self-drilling 24-SDS self-drilling C n 2-Face Mount Hanger HGU5.62(H1=11) 5.25" N/A wood screw 0.242 dia. wood screw 0.242 dia. x2 1/2" x 2 1/2" ..+k;W ^' +R i i' a `R f ,�y` tl� ;• � �? .yq � y,,� 72434117X417' Y �f 1M.kN�yy+kyry., '! S p s i-a74``it ,at/'EP„x ',04415,:1111( , v 4 i�il 4 1:114•714144"+�'14 ;;)I ! r, .,..�M .n LI '1*y o Eh 1.,' ,. }: �:d !� 1 1 r. 0-Self Weight(PLF) 0 to 9'3 1/2" N/A 18.7 1-Uniform(PSF) 0 to 9'7"(Front) 11' 15.0 25.0 - SNOW LOAD ABOVE 2-Uniform(PSF) 0 to 9'7"(Front) 8' 8.0 - - WALL ABOVE Overturning load 3-Point(Ib) 0(Front) N/A - - 1000 from above shear wall Forte Software Operator Job Notes 6/19/2017 11:00:20 AM Chao Tan Forte v5.3,Design Engine:V7.0.0.5 Sherman Engineering INC Mangold 3106-Framing.4te (503)929.1788 tanchao188©gmat.com Page 9 of' F"0 R T E "' MEMBER REPORT 2nd Framing,FB3 PASSED r► 1 piece(s) 5 1/2"x 14" 24F-V4 DF Glulam J 2 g j Overall Length: 11'7" /� I !:il i,1:4: ip4g •e., �4, 't ° .:?4.'1 4i �6 y w S Ir l y Y " + - �a '�r�'."t �'• 4 Wit,' '.1'{ d�u ; ' ' f' s z,`v�ea' 4, .4.4k,40,•i � ¢I } .. •4 •t \ " M y t i � _C 11' 4' X o a All locations are measured from the outside face of left support(or left cantilever end).Ail dimensions are horizontal.;Drawing� �rp� Is Conceptual P.104...:-.6. E '� lL'VW- f{� x'F_'r 1 '�k y`�fi`m5" 5v`tc cF•'� roc '� . s .:F'J7.+ 0,0 Iw tlst 18>h1rit L . ,` ! !1/1!4. a s�iiii:0 .". �a u f 1, ..„,.. ,,,..4S m:Fbor Member Reaction(lbs) 3478 @ 2" 5259(2.25") Passed(66%) 1.0 D+0.75 L+0.75 S(All Spans) Member Type:Flush Beam Shear(lbs) 2650 @ 1'5 1/2" 15644 Passed(17%) 1.15 1.0 D+0.75 L+0.75 S(All Spans) Building Use:Residential Pos Moment(Ft-lbs) 9674 @ 5'8 1/4" 41323 Passed(23%) 1.15 1.0 D+0.75 L+0.75 S(All Spans) Building Code:IBC 2015 Live Load Defl.(in) 0.050 @ 5'9 1/2" 0.281 Passed(1/999+) -- 1.0 D+0.75 L+0.75 S(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.097 @ 5'9 1/2" 0.563 Passed(1/999+) -- 1.0 D+0.75 L+0.75 S(All Spans) •Deflection criteria:LL(1/480)and TL(1/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 11'5"o/c unless detailed otherwise. • Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 11'5"o/c unless detailed otherwise. • Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L=11'3". •The effects of positive or negative camber have not been accounted for when calculating deflection. •The specified glulam is assumed to have Its strong laminations at the bottom of the beam.install with proper side up as Indicated by the manufacturer. •Applicable calculations are based on NDS. wi x t Sqt.:- £ 1sx( t - 3 ' d ` a iT ;c1.' ii5af.; xt,� ' dhvr; 4S Xh Ni l + Yv . �3... '..,es •-s?3.er". �.#'��r.., ,ie•.- ' •• � +is sa.a„»,,,,,i-.,,,,, ... sL. AW iw�$ia_.,;,.?1,:g_.,,,-. 1-Stud wall-SPF 3.50" 2.25" 1.50" 1737 811 1593 4141 1 1/4"Rim Board 2-Stud wall-SPF 3.50" 2.25" 1.50" 1737 811 1593 4141 1 1/4"Rim Board •Rim Board is assumed to carry all loads applied directly above It,bypassing the member being designed. -1-'• s, x Gi '�+''+ ., dF"e�.�,„ "�" -kills .t n i.etr +S �'. c. .r t Marti kr ', •$r '.0',7 j k r�r �i vy„ x . . ktt "+ ,. : rk t. n 4A -4. ,� 1. • 9Fb Nn . �. Olt~, n lF...i I� ` te'(r''.. 0-Self Weight(PLF) 1 1/4"to li'5 3/4" N/A 18.7 1-Uniform(PSF) 0 to ll'7"(Front) 3'6" 15.0 40.0 Residential-Wing Areas 2-Uniform(PSF) 0 to 11'7"(Front) 8' 8.0 - - WALL ABOVE 3-Uniform(PSF) 0 to 11'7"(Front) 11' 15.0 - 25.0 SNOW LOAD ct. ',,:."3r` t,Y'k'41 mat :..6114:41-4' qc `r °i, t '� 4 tH s r 4a'�„�r ;:.::� :s ' 4' .''.1'1bt, +''c.iii? J� , , A:F I.a a '. .., r,a^ r.. u:�aa",ry 0'7.k�� uix+i` ..c._'t� t �, ��., �, �: ;.+ x ...:,n,,rnM, ' tis)SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of Its products will be In accordance with Weyerhaeuser product design criteria and published design values. Y Weyerhaeuser expressly disdalms any other warranties related to the 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 assure that this calculation Is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser fadlities are third-party certified 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,Weyerhaeuser product literature and Installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,Input design loads,dimensions and support Information have been provided by Forte Software Operator Forte Software Operator Job Notes 6/16/2017 4:40:38 PM Chao Tan Forte v5.3,Design Engine:W.0.0.5 Sherman Engineering INC Mangold 3106-Framing.4te (503)929-1768 tanchao168@gmall.com Page 10 of 14 LrrrI FSA R T E `'� MEMBER REPORT 2nd Framing,FB4 PASSED tiGII��1 �V/ a•• 1 piece(s) 5 1/2"x 14" 24F-V4 DF Glulam O \ OiA• Overall Length:20'11" `-......,...-^ .5../ �.xtat'��lr aiNii: e co-.,.��5_^�, a wry "'fEs�'�4 Sw,,,.h -c°.�.'r',�'��°ii�:vs ,.�.., �� r 7,.1, :A i, i. acr,..., C__ 1^: ;'e'^k',^t^i,t ? ,igi<...m-,�i.-0;r�Y;0 ''t:WS wkLai O 5tiewoeftp y 'a d " .'w�i�-,`� ° t si g . Rzr. All locations are measured from the outside face of left support(or left cantilever end).AII dimensions are horizontal.;Drawing is Conceptual t 7-4 ts^fr rayl rp as t v r{ tisair .xio-i a x it z i if '"u( 5 em:Floor ,�'5���'a , . �„r.. ,�e: r ,. -1'�i� �, lo��, �.�.j !l.. .. :.�.w.r ���1�I�P�� _ 1 zt Y� Member Reaction(lbs) 8076 @ 4" 15194(4.25") Passed(53%) -- 1.0 D+1.0 S(All Spans) Member Type:Flush Beam Shear(lbs) 7979 @ 1'7 1/2" 15644 Passed(51%) 1.15 1.0 D+1.0 S(All Spans) Building Use:Residential Pos Moment(Ft-lbs) 36926 @ 4'10 3/4" 40552 Passed(91%) 1.15 1.0 D+1.0 S(All Spans) Building Code:IBC 2015 Live Load Defl.(In) 0.549 @ 9'8 3/16" 0.675 Passed(L/443) -- 1.0 D+0.75 L+0.75 S(All Spans) Design Methodology:ASD Total Load Defl.(In) 0.991 @ 9'8 1/8" 1.013 Passed(1/245) -- 1.0 D+0.75 L+0.75 S(All Spans) • Deflection criteria:LL(L/360)and TL(1/240). •Top Edge Bradng(Lu):Top compression edge must be braced at 20'9"o/c unless detailed otherwise. • Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 20'9"o/c unless detailed otherwise. •Critical positive moment adjusted by a volume factor of 0.98 that was calculated using length I=20'3". •The effects of positive or negative camber have not been accounted for when calculating deflection. •The specified glulam Is assumed to have its strong laminations at the bottom of the beam.Install with proper side up as indicated by the manufacturer. •Applicable calculations calculationsare based on NDS. ,•4*, A�iiffi s. r. 'r ' L Q ',' 4, ' � z7,i,I m....N, 14 ;.; c;.i i f'.-1%:42:44-474,4,4:<r wsfixpis ir dC.-_ ,, 0-,,,11 -•- ,4' 7 ! . ,1 ` x �a°r cy i s� qjg, .r ,,,V� t.r • A .'*'.',.--• w , lV[l '' fifpp t•,,k4tyf. .£ m N' +,{rtr - i 4144,• b-Sc'1� .4tiT "i@,'.'4 0Cq ' �t n„ .. •.�iY QF' s, t( k� ���:.. �t ,•.t .�,: + 4 . . S--4' 4.4f1 1-Column-SPF 5.50” 4.25" 2.26" 3522 1255 4559 -53 9336/-53 1 1/4"Rim Board 2-Column-SPF 5.50" 4.25" 1.50" 2065 1255 2071 -459 5391/-459 1 1/4"Rim Board • Rim Board is assumed to carry all loads applied directly above it,bypassing the member being designed. , 1Zf �stt 1a aYr _ •ast' A a +r :A.1, . v" t t 9 4 7 . £ W�c , .moi i..,,. f !t"f Y tn3 aY ,...,i. N rl f � #r SW � 1 tte p �s I � yy' . u' r "'' e+ 2,�, 4 u7, s ��t, 3N'.. #, y.t re: �'��, .,rYF„44174.4,1 ,4 '�r-S�Ai� .'*t�-�'.� �:„� �:,*. '.K�X�¢�5,�. IT� ..��I,Y"... '.S'k ..�{�Ir,x .s ��'• i�r�?� �°r"';�^' 0-Self Weight(PLF) 1 1/4"to 20'9 3/4" N/A 18.7 1-Uniform(PSF) 0 to 20'11"(Front) 3' 15.0 40.0 - - Residential-Uving Areas 2-Point(Ib) 5'(Front) N/A 3000 5000 From roof girder truss 3-Point(Ib) 5'(Front) N/A 629 - 815 - Linked from:FB1, Support 2 4-Point(Ib) 18'6"(Front) N/A 629 - 815 -512 United from:FB2, Support 2 . .���"7 ur r,y iS.y r )a x x Irk!' r^• ,Yi'kA e 4.'_ s".; 14. xs .r zt .. 0: /� . . .;a 1.-=7"st x..i 3 ' `" .y�.,',F ��,t�a ,..:a«� ��; '�" 3"' �: 'si� (jj)SUSTAINABLEFORESTRYiNITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. �j' Weyerhaeuser expressly disdaims any other warranties related to the 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 assure that this calculation Is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified 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,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support Information have been provided by Forte Software Operator Forte Software Operator Job Notes 6/19/2017 11:00:20 AM Chao Tan Forte v5.3,Design Engine:V7.0.0.5 Sherman Engineering INC Mangold 3106-Framing.4te (503)929-1768 tanchao168@gmail.com Page 12 of' Gsr_�F 0 T E '"' MEMBER REPORT 2nd Framing,FB5 PASSED If R 1 piece(s) 4 x 8 Douglas Fir-Larch No. 2 PBS gij- Overall Length:4'7" pl YG I ,4'I ,1{W V -'r` q?,z 2 d<{f S fi 4 i `p J 1 d.l s1 `s�`i mwArrit �av�* vw5 r. x.3-+.;z le.t,a,.saz ' Y "F f '?) 27.mtml 4' 0 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual 10A11011111_ aR� tom ..., System:Floor Member Reaction(lbs) 2536 @ 2" 5206(3.50") Passed(49%) -- 1.0 D+1.0 L(All Spans) Member Type:Drop Beam Shear(lbs) 1544 @ 10 3/4" 3045 Passed(51%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-lbs) 2498 @ 2'3 1/2" 2989 Passed(84%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2015 Live Load Defl.(In) 0.033 @ 2'3 1/2" 0.142 Passed(L/999+) — 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Defl.(In) 0.046 @ 2'3 1/2" 0.213 Passed(L/999+) -- 1.0 D+1.0 L(All Spans) • Deflection criteria:LL(1/360)and TL(1/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 4'7"o/c unless detailed otherwise. • Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 4'7"o/c unless detailed otherwise. •Applicable calculations are based on NDS. p k k� "�' - '}47 p z 'E_'31 .>` .? .r,,, ! #tY. 0 :y ya, • w kit 1%"a& f t?t,y � t6 ro �y e • r! e :04'.2'," ;O' ''^a 1 a4�Jga b 141`,,.1:u�r, r<• w'r° € a r °V I y & i +x ^. .. �{0'..2 :Yila I, . rE�i,�E, V' 4111 S���,,r 0,,k. do .7.=4,..1` I , �3..-a,.�'.�` 7.,. .,c.s n .3 1� ,�. � �, ra �� 3t EI 1-Stud wall-SPF 3.50" 3.50" 1.70" 702 1833 2535 Blocking 2-Stud wall-SPF 3.50" 3.50" 1.70" 702 1833 2535 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. 0-Self Weight(PLF) 0 to 4'7" N/A 6.4 1-Uniform(PSF) 0 to 4'7"(Front) 20' 15.0 40.0 Residential-Living Areas , elle i*z a x,as 2 +,xr „ k f. ,- , y '. x ''L t4 r'rIk i ,..S� T,;.°`� # ,' 3 s x" .'rmd.,.l•',;�. s' ,a �`, ($)SUSTAINABLE FORESTRY 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.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 assure that this calculation Is compatible with the overall project,Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser fadlities are third-party certified 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,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 6/16/2017 4:40:38 PM Forte v5.3,Design Engine:V7.0.0.5 Chao Tan Sherman Engineering INC Mangold 3106-Framing.4te (503)929-1768 tanchao168@gmaii.com Page 12 of 14 FO b T C ® MEMBER REPORT 2nd Framing,FB6 PASSED �d 1� G 1 piece(s) 5 1/2"x 14" 24F-V4 DF Glulam cs4 riv6 Overall Length:20'7" �K M1 Po ,ax,+� �x;�+ 'S' .� 5 "3d�+'SM1.3"�vx't ;p,*a �A}.,,t `�`4w�aa�f� 3��'.�."�m*�, plitg,401Mf': 1444AI44**,.. -:*101.0":1,ma > 2 6 uy'.i 4* YY �'3 k- 'v 'X RfI.W" +4i 'i'[ '�;Y 'Y S'R. .y. } 'Si4�<xi *L� '�*+,yk Ys.0":1,t�� '.d 1.xS"j iyJ y'aH�€e�'� '�?"��kf as��""p-S'F'/t•j .,���"��k:'�-:, � '.'Ny �'� '�'`W� x+ra h"51 0 ...,..:..,.<a+.. �.,....: .a..rw.._•m;-.a..,�'k.,.,,�.sr,r..,�x�-t:: :, 4 �F -.`�..>.Sh,i uE"a,alit•.��,.sar.a eta=-=:: �' ,,y' q%s` " CY,L:��h �d r�f +A42r _ esti ,0 - +r a �,�, X 20' X 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual 7,r7140-4: a '4 4 Pad. a m''':4°177,,o.',. ;s `i' t system:Hoar Member Reaction(lbs) 3157 @ 20'5" 5259(2.25") Passed(60%) -- 1.0 D+0.75 L+0.75 S(All Spans) Member Type:Flush Beam Shear(lbs) 2872 @ 19'1 1/2 15644 Passed(18%) 1.15 1.0 D+0.75 L+0.75 S(All Spans) Building Use:Residential Pos Moment(Ft-lbs) 17536 @ 12'10 3/4" 40552 Passed(43%) 1.15 1.0 D+0.75 L+0.75 S(All Spans) Building Code:IBC 2015 Live Load Deft.(In) 0.269 @ 10'7 1/16" 0.506 Passed(L/903) -- 1.0 D+0.75 L+0.75 S(All Spans) Design Methodology:ASD Total Load Defl.(In) 0.543 @ 10'6 11/16" 1.013 Passed(L/448) -- 1.0 D+0.75 L+0.75 S(All Spans) •Deflection criteria:LL(L/480)and TL(L/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 20'5"o/c unless detailed otherwise. • Bottom Edge Bradng(Lu):Bottom compression edge must be braced at 20'5"o/c unless detailed otherwise. •Critical positive moment adjusted by a volume factor of 0.98 that was calculated using length L=20'3". •The effects of positive or negative camber have not been accounted for when calculating deflection. •The specified glulam is assumed to have Its strong laminations at the bottom of the beam.Install with proper side up as indicated by the manufacturer. •Applicable calculations are based on NDS. Sd' d 2bag's"n� Jt 1 K.� , ..c ..rt _i Gr f Y - ,t t .. ax ..�kfytF satsart . t. 1e��-'' a 5E .`:,a taw Ku a+ '"4k 4ka m t �' a f. fi{ .'��• ,,., �..�akttr. i',' ...,., f _ : 1-Stud wall-SPF 3.50" 2.25" 1.50" 1419 823 949 3191 1 1/4"Rim Board 2-Stud wall-SPF 3.50" ® 1.50" 1610 823 1266 3699 1 1/4"Rim Board •"Rim Board is assumed to carry all loads applied directly above it,bypassing the member being designed. IRA 47 n iv.1of ��: .{ � '`p srin X5:5 'c ttp i . . d� k{•, } +r��1• ts NOP ,l �' .gd3 4,L i .4 ,�3h ,u,z 0-Self Weight(PLF) 1 1/4"to 20'5 3/4" N/A 18.7 1-Uniform(PSF) 0 to 20'7"(Front) 2' 15.0 40.0 25.0 Residential-Living Areas 2-Uniform(PSF) 0 to 20'7"(Front) 8' 8.0 - - WALL ABOVE 3-Point(Ib) 13'(Front) N/A 713 - 1186 From roof girder truss M •�" ,•.- . , iF �: r.. i ^' w sx A N.> . , a - a.•.2•. i.l 18"u�a r; '? .�1; SUSTAINABLE FORESTRY INRIATIVE 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.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 assure that this calculation Is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified 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,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support Information have been provided by Forte Software Operator Forte Software Operator Job Notes 6/19/2017 11:00:20 AM Chao Tan Forte v5.3,Design Engine:V7.0.0.5 Sherman Engineering INC Mangold 3106-Framing.4te (503)929-1768 tanchao168@gmall.com Page 14 of 16 ii F O R T E '� MEMBER REPORT 2nd Framing,RB1 PASSED /� i pieces) 6 x 8 Douglas Fir-Larch No. 1 n p� q•-• Overall Length:10'7" ..�� ki&fit^ f4�np+'`y1z{'"Sa! $wn5 y'`rR hh�xe`cti " k-+ah" s ` z N�gd- Vqk.g�f*'p t F l '4� f. emtria ( � 0" I1r. wrA TSItIMrs 4.W3 •e 0 1°P 5 9 MAD E+'kv. s: ..:..::. a....... ..t [-...�, l-:� ...., 10' xL X I 0 11 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.;Drawing Is Conceptual ; IN a . , 1,4041 m ( ' Ho #f8 ttt*TSystem:Roof Member Reaction(lbs) 2172 @ 2" 8181(3.50") Passed(27%) -- 1.0 D+1.0 S(All Spans) Member Type:Drop Beam Shear(lbs) 1796 @ 11" 5376 Passed(33%) 1.15 1.0 D+1.0 S(All Spans) Building Use:Residential Moment(Ft-lbs) 5390 @ 5'3 1/2" 5930 Passed(91%) 1.15 1.0 D+1.0 S(All Spans) Building Code:IBC 2015 Live Load Defl.(in) 0.201 @ 5'3 1/2" 0.342 Passed(L/613) -- 1.0 D+1.0 S(All Spans) Design Methodology:ASD Total Load Defl.(In) 0.329 @ 5'3 1/2" 0.512 Passed(L/373) -- 1.0 D+1.0 S(All Spans) Member Pitch:0/12 • Deflection criteria:LL([)360)and TL(1/240), •Top Edge Bradng(Lu):Top compression edge must be braced at 10'7"o/c unless detailed otherwise. • Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 10'7"o/c unless detailed otherwise. •Applicable calculations are based on NDS. tt ae at; .., te i? rs f 0�� 7tb A4. snow 4chip, x „I. 1-Stud wall-SPF 3.50" 3.50" 1.50" 849 1058 1323 3230 Blocking 2-Column-HF 3.50" 3.50" 1.50" 849 1058 1323 3230 Blocking •Blocking Panels are assumed to carry no loads applied directly above them and the full load d is applied to the member being designed. iftlr'�* @ ro } 10-nO�o 0J4-e r ..,. '* .. ° tic{N...z.»5?a �, t 9li e /.:'. 4j,/&; uT,7310 . . .+9+t,�c ,61 'AP,'.)�Sa� 0-Self Weight(PLF) 0 to 10'7" N/A 10.4 1-Uniform(PSF) 0 to 10'7"(Front) 10' 15.0 20.0 25.0 Roof u �` r '�'" .a��xa r q�',a �" � '° rr� �xr z�.y rta`t�,� [a s� '+ itr+�'T r E.�:°:)�,aCiNe ,,°r'f,�q y��a3"T*+' e y . "Is�9€„T;+.1 !�3t, T .'r,°*s' `t t "k',oa:t 3 (tS)SUSTAINABLE FORESTRY 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.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 assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified 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,Weyerhaeuser product literature and Installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,Input design loads,dimensions and support Information have been provided by Forte Software Operator 6/16/2017 4:40:38 PM Forte Software Operator Job Notes Chao Tan Forte v5.3,Design Engine:V7.0.0.5 Sherman Engineering INC Mangold 3106-Framing.4te (503)929-1768 tanchao168@gmall.com Page 14 of 14 ia/ �/ R I F 0 T E MEMBER REPORT Main Framing,FJ3 PASSED Il1 piece(s) 9 1/2"TM® 110 @ 24" OC 3 FR I S Overall Length: 10'7" li } tr 4�x s.eaf - �rotl Y ��y s ,vvvLLLi•w a��' d� 4y5,06var'aat e',7;1,0 gy 35 � 5, ''' 354 gx5 w`s tYr EG V:4"'1,444 'F M^3�ti •r3�" � 3`" t' p,..,. Q7'µ xo-`w ..�.a,t o } - VA/415,10M, a•u ya t i ' o + i 2, rnr ,.'x Fad``+:f art r.'�,� — pt .r Y A v3 y nc v; J, _ f1`':�,x,`�iY. x'tiS�,..,., .". �, ,4 °• X 10' CI All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontai.;Drawing Is Conceptual .J' ,} r `" Sa� -3 n .fit.,,y y,� -. rr •.::`ilu. ,� e�.:,.` „',',i , ,� atiM, ","��""..d§`,e it Ai4004.f,fC( System:Floor Member Reaction(lbs) 571 @ 2 1/2" 1041(2.25") Passed(55%) 1.00 1.0 D+1.0 L(All Spans) Member Type:Joist Shear(lbs) 550 @ 3 1/2" 1220 Passed(45%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-lbs) 1421 @ 5'3 1/2" 2500 Passed(57%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2015 Live Load Defl.(In) 0.113 @ 5'3 1/2" 0.254 Passed(L/999+) -- 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.156 @ 5'3 1/2" 0.508 Passed(L/782) -- 1.0 D+1.0 L(All Spans) TJ-Pro"Rating 48 40 Passed - -- •Deflection criteria:LL(L/480)and TL(L/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 4'2"o/c unless detailed otherwise. • Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 10'5"o/c unless detailed otherwise. •A structural analysis of the deck has not been performed. •Deflection analysis is based on composite action with a single layer of 23/32"Weyerhaeuser Edge"Panel(24"Span Rating)that is glued and nailed down. •Additional considerations for the TJ-Pro'"Rating Include:None ":444 o- 1 �9' bt 10.411P110194144' '+F/M 'y�`TO# , s #r r. :a y ��('$�X "k$.: Ufa x�3 ' -*. Tr 4d^�i' 1'W' k ZF yY ;-...?„,,Ky`4 "�� ,�, .f It Kat ex4 Rr x� Y` Kp8 ���f *Y � =•��111 � �k• �+. . _ . , •:$!k u ., Sr, ,iw a X74.1 .: .to :! +ate,,,r„.IYBA.,s,tr'.» 1-Stud wall-SPF 3.50" 2.25" 1.75" 159 423 582 1 1/4"Rim Board 2-Stud wall-SPF 3.50" 2.25" 1.75" 159 423 582 1 1/4"Rim Board • Rim Board is assumed to carry all loads applied directly above It,bypassing the member being designed. ‘""t?' �+3i1 f , ,, :t y '�'tC �a'r �'`Y ..1.110•01'.t rg. N,,;� *` "ws i . �.. �'•i ire,{ .,i�, �� tT . x ri y b v xe i are „ �A� ;Ow, „,:go, Residential-Living 1-Uniform(PSF) 0 to 10'7" 24" 15.0 40.0 Areas try ht 'h° *. v, -*Vet:t 5t.. 45 m5 •i d 5 t "a. . 4 , , .¢ ` ? . FR. ? Sherman Engmeermg, Inc. (503) 230-8876 Ph. 3/5/ NE Sandy Blvd. 5te. /00 (503) 226-4745 Fx JOS: MANGO.LD 3 I OG RF I CLIENT: WESTWOOD 11OME5 6/19/2015 CT PATIO COVER WIND: 1.20 xp B Open Structure: ASCE 7-I 0 Roof Slope = := 12 30.3 degrees Load Combination = D + (0.6W or 0.7E) Net Design Pressure: P = ghGCH G = 0.85 CN = .7 velocity pressure: cIh = 0.00256 KQ K-Kd V2 I = 26.6 PSP V = 1 20 Kx = 0.85 Kzt = I Kd = 0.85 depth Trib length Column Reaction : = 23. I x 12 22 a 524= lbs Dead Load : 12 x 12 22 I:0`. 752 lbs Net uplift Minimum ftg size = A13'80 ;k Square x 18" Seismic: CAT. D ASCE 7-05, Sec. 1 .2 5ds V = W = 0. 133 W R Sas R = 6.5 Load: Dead De-th€i• `I . Width .f.•: d. psf x . .< x :` 1 G$ kips Vw = 0. 13 x 3. 17 = C 4 `kips Wt L M = 0.42 x 6 = 2527 Ft-lbs Pt = 2527 / 22 = 115 lbs - Use LTT205 to wall • r Mangold 31 06 Lateral Load LL I 6/15/17 2012 IBC W,1::Wi1176Itte ;,. 4t ,ru, Per ASCE 7-10 Basic Wind Speed = 120 Kzt = 1.00 Exposure Category= B a = 1.00 Building Height= 30 I = 1.00 Roof Slope= 7 :12 = 30.3' Zone Pressure ASD LC ASD Preeeure A 25.7 0.6 = 15.4 B 17.6 0.6 = 10.6 C 20.4 0.6 = 12.2 D 14.0 0.6 = 8.4 •End Zone Distance: Eave lit(ft) 30 x 40% = 12.0 ft Bldg Width(ft) GO x 10% = 6.0 ft Width 2t4%= 2.4 ft Bldg Length(ft) 40 x 10% = 4.0 ft Length x4%- I.6 ft Minimum= 4.0 ft Edge Strip= 4.0 ft (end Zone=2x Edge Strip) End Zone= 8.0 ft 40410:161ei: ::, , ,:319 Per IBC 2012 Use Group= I Number of Stories= 2 <3 -i Simplified analysis per IBC Section 1613.5.6.2 yds = 0.72 R= 6.5 V = 1 .2 Sds W = 0.133 W Roof W= 15.0 1640 = 24.6 Walls = 8 8.0 ft 1/2 162 = 5.2 Partitions = 6 8.0 ft 1/2 162 = 3.9 33.7 x 18 = 606 Floor W = 15 2520 = 37.8 Walls = 8 9.0 ft 1/2 200 + 5,2 = 12.4 Partitions = 6 9.0 ft 1/2 140 + 3.9 = 7.7 57.9 x 10 = 579 91 .5 1185 X 0.133 12.2 = Base Shear Distribution: Q 1185 X 606 = 6.4 = 4.4 ()Fir = 11 85 X 579 = 5.2.2 4 = 4.2 2.LL-Mangold 3106 6/15/2017, Design Maps Summary Report F-- 1, Design Maps Summary Report LL Z User—Specified Input Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 45.43083°N, 122.77181°W Site Soil Classification Site Class D -"Stiff Soil" Risk Category I/II/III 'q I;',;::,'".11'11f;1 sm�yp y `$�C P'49� tai '4 4�� t: a,,'I ( {✓ . . q„4,,, . raµ ro 1 L ,i, s iWr Ir4,,R1 h "-y yr ,_., ,,,,, '� <4 !t . • , 3 oi'k el. :„ ,Pit-,- }' k�'' , a a 1, ..o.ilp ( ti ,„ R . 4 - , f .4 "y .' i” °; SHERMAN ENGINEERING, INC. 3151 NE Sandy Blvd Suite 100 Portland, OR 97232 WIND LOAD PER IBC 2012 JOB: MANGOLD 3106 Loading: FRONT/BACK V1 V2 V3 V4 Roof Wall End Zone= 10.6 psf 15.4 psf Interior= 8.4 psf 12.2 psf End Zone y 1 Interior 1 ♦ End Zone A End Zone Length= 8 ft Roof Ht. 11.5 ft Diaph 1 width 19 ft Wall Ht. 8 ft Qn Qn Qn Diaph 2 width 21 ft Shear V1 V2 V3 V4 REACTION Line Condition load trib trib total toad trib trib total load trib trib total load trib bib total 0 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 10.6 8 11.5 19 8.4 11 11.5 19 1.1 2 Inter 10.6 8 11.5 19 8.4 11 11.5 19 8.4 13. 11.5 21 < 10.6 8 11.5 21 2.0 3 End Right 8.4 13 11.5 `. 21 10.6 8 11.5 21 1.2 Shear V1 V2 V3 V4 REACTION Line Condition load bib trib total load bib bib total load trib Crib total load Crib bib total Q UPR 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 15:4 8 4? 19 12.2 11 4,: 19 0.5 2 inter 15.4 8 4 19 12.2 11 4 19 12.2 13 4. 21 15.4 8 4 21 1.0 3 End Right 12.2 13 .' 4 21 15.4. ...8 4 21 0.6 MAIN FLR Roof Wall TOTAL UPPER FLOOR LOAD End Zone= 10.6 psf 15.4 psf Interior= 8.4 psf 12.2 psf LINE ROOF UPR FLR TOTAL Wall Ht. 9 ft 1 1.1 0.5 1.6 2 2.0 1.0 3.0 Diaph 1 width 20 ft 3 1.2 0.6 1.8 Diaph 2 width 20 ft 6.4 Shear V1 V2 V3 V4 REACTION Line Condition load trib bib total load trib bib total load trib crib 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 15.4 8 9 20 122 _ 12 9 20 1.3 2 Inter 15.4 8 9 20 122 12 9 20 12.2 12 9 20 15.4 8 9 20 2.3 3 End Right 12.2 12 9 20 15.4 8 9 20 1.3 4.9 W .11 SHERMAN ENGINEERING, INC. 3151 NE Sandy Blvd _ Suite 100 Portland, OR 97232 WIND LOAD PER IBC 2012 JOB: MANGOLD 3106 Loading: SIDE/SIDE V1 V2 V3 V4 Roof Wall End Zone= 10.6 psf 15.4 psf Interior= 8.4 psf 12.2 psf End Zone ♦ I Interior 1 ♦ End Zone End Zone Length = B ft Roof Ht. 11.5 ft Diaph 1 width 30 ft Wall Ht. 8 ft Qn Qn Qn Diaph 2 width 12 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 B End Left 10.6 8 11.5 30 8A 22 11.5 30 1.6 C Inter 10.6 8 11.5 30 8.4 22. 11.5 30 8.4 4 11.5 12 10.6 , 8 11.5 12 2.1 D End Right 8.4 4 11.5 12 10.6 8 11.5 12 ` 0.7 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 UPR 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 B End Left 15.4 8 4 30 12.2 22 4 30 0.8 C Inter 15.4 8 4 30 12.2 22 4 30 12.2 4 4 12 15.4 8 4 12 1.1 D End Right 12.2 4 4 12 15.4 8 4 12 0.4 TOTAL UPPER FLOOR LOAD LINE ROOF UPR FLR TOTAL B 1.6 0.8 2.4 C 2.1 1.1 3.2 D 0.7 0.4 1.1 6.7 SHERMAN ENGINEERING, INC. 3151 NE Sandy Blvd Suite 100 Portland, OR 97232 T MAIN FLR Roof Wall End Zone= 10.6 psf 15.4 psf Interior= 8A psf 12.2 psf Wall Ht. 9 Diaph 1 width 33 ft Diaph 2 width 15 ft Diaph 3 width;' 12 ft Line Condition load trib trib total load trib trib total load Crib 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 15.4 8 4.5_ 33 12.2 25 4.5 33, 8.4 10 11.5 _ 10.6 8 11.5 2.9 B Inter 15.4 8 9 33 122 25 9 33 12.2 15 9 15 15.4 0 0 15 2.7 C Inter 15.4 $ 9 15 12:2 7 9 15 122 4 9 12 ` 15.4 8 9 12 1.6 D End Right 122 4 9 12 15.4, 8 9 12 0.8 8.0 1 I I t I ; • ; 1 1 1 i 1 i I I, ! ! ,,, ii, i i ! ; , • i I 1 1 1 I • I 1 I 1 1 . ; 1 , -1-....-....r.--- •... 1,- 1—.1- 1 -:... --4- i .i..- --- -- -r I-- -1'--: , •-i---1.---i —1*- ------ 1- 1. 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Sherman Engineering, Inc. LL -.. 3151 NE Sandy Blvd. Portland, OR 97232 pROJCf: 6/16/2017 (503) 230-8876 Phone (503)226-4745 Fax MANGOLD 3106 rWNI/PACK LOADING WIND(k) 5I5MICC k) VI 1.6 1.1 V2 3.0 2,2 ROOF nIAPH, V3 1,8 1.1 511A1;WALL5 © LIPPk FLS VI 5 IJ k + 20 V ,- ( 55 4/9 3 . __r- r . r b..,r w 1,6 k + 20 LF - 80 #/' _1 1 V2 5 2,2 k + 19 V -= ( 119 #/') S w 5.0k + 19Lp - 162 #/' i S V3 5 1.1 k + 12 LI' - ( 92 #/') ( 1y I w 1.8 k + 12 LF d 150 #/' •\ ... WIND(k) 5e15MICC k) (9* 24 VII CO 0 V2 2..3 2.,1 0 FIX. tIAPN, V3 0 1,1 5H AkWALL5 © I,OVWP FIX VI 5 1,1 k + 1.1 k - 2 k + 48 LF - 44.8 #, w 1.6 k + i, k = 3 k + 48 LF G 60,4 #, id 41 V2 5 2,2 k + 2.1 k .0 4 k + 23 LF 167 #,' - 1^ . Ig w 3,o k + 2,3 k .- 5 k + 23 LF a 230 ./, V3 5 1.1 k + 1.1 k 2 k + 42 LF .0 50,9 #, . ts\ ri w 1.8 k + 1,3 k - 3 k _ 42 LF d 73,4 #/, I . I ---f. N 7. r .. .„, , . ,r . , a I.) ,1 tS•S •.r 7 41 . . t 1: :13./r til OE loc. 10' 0 0 0 a , y Sherman Engineering, Inc. LL g 3151 NE Sandy Blvd. Portland, OR 97232 FI OJC1", 6/16/2011 (503)230-8876 Phone (503)226-4745 Fax MANGOLP 5106 5IM/5II7E LOVING WIN7(k) 5�15MIC(k) V13 2,4 1,6 I OOF tIAPH, VC 3.2 2.2 VP 1.1 0.6 51 APWALL5 © LIPP SLP 11•SS.S (f 11 r111111111111111.• .N,- 4111, 0 ' "fit VI3 s 1.6 k - 36 V - ( 44 4/') w 2,h k - 36 V 61 #1' 411 -4111111‘* 39' ' i T, VC 5 2,2 k : 7,5 LF -- ( 293 4/') I II W .2 k ÷ 1.5 [...r - 427 4/' omt ' ,.. 11111 VI7s 0.6k : IILF ( 59 IV') e' is ig° W 1,1 k - 11 LF ... 105 #/' 0 '1.1 ler WINI2(k) 5N5MIC(k) VA 2.9 1.2 VP 2.7 1,7 FLI, I2IAPH. VC 1.6 1.0 VP 0.8 0.4 5tAJWALL5 @ LOW FLR VA 0.8k + 1,2k 2k 18 LF 6 111 i«ie' ' ` "r / cl W 1,2k + 2.9k .. 4 - 18 LF ® 228 iv. riz VP o.8k + 1.7k - 3k + 16 LP .0 156 iv /! ' w 1.2 k + 2.7 k - 4 k _ 16 LP .0 244 ii. 33' VC 5 2,2 k + 1,0 k 3 k 12 1E 27h #�, .� — .. 417 i i' , + Lbk 5k 121 w 3,2 k --9 I If- / CO VP 5 Oh k + OA k .. 1 k _ 6 Lr .0 130 iv IL ' -TI w LI k + 0,8 k 2 k _ 8 LF '° 238 */ ' } I5' HIM r ,,.r "a- x .. Al / at Q. VD4 = . (f OVERTURNING - FRONT BACK 6/16/2017 As GRID 5HEAR DEAD DEAD DEAD LOAD LOAD NET LINE LEVEL LENGTH 5HEA FT HEIGHT TRIG LOAD M,resist REDUCTION M,ot ABOVE UPLIFT R/ LINE I V-2 3 0.080 8 20 15 1.64 WIND 1.9 0.00 0.3 I Use M5TA36 l V-1 4 0.060 9 10 15 1.78 WIND 2.2 0.00 0.27 QK w/A.B 's , 0 LINE 2 V-2 7.5 0.162 8 2 15 2.64 WIND 9.7 0.00 I .08 Use MSTA36 V-1 23 0.230 9 20 15 98.39 WIND 47.6 0.00 -0.50 OK w/A.B.'s 0 LINE 3 V-2 5.5 0.150 8 20 15 5.51 WIND 6.6 0.00 0.60 Use MSTA36 I V-1 3.75 0.073 9 10 15 1.56 WIND 2.5 0.00 0.4 I OK w/ A.B.'s p OVERTURNING - SIDE TO SIDE GRID SHEAR DEAD DEAD DEAD LOAD LOAD NET LINE LEVEL LENGTH SHEAR/FT HEIGHT TRIG LOAD M,resist REDUCTION M,ot ABOVE UPLIFT LINEA V-1 3 0.228 9 2 15 0.46 WIND 6.2 0.00 I .96 Use STHD 14 6 LINE B V-2 4 0.067 8 2 15 0.75 WIND 2.1 0.00 0.42 Use M5TA3G V-1 4 0.244 9 2 15 0.82 WIND 8.8 0.42 2.50 Use STHD 14 6 LINE C V-2 7.5 0.427 8 2 15 2.64 WIND 25.6 0.00 3.20 Use MST48 3 V-1 11.5 0.417 9 2 15 6.74 WIND 43.2 3.20 G.6I Use IIDU8 0 LINE D V-2 2.5 0.105 8 2 15 0.29 WIND 2.1 0.00 0.77 Use MSTA36 V-1 2 0.238 9 2 15 0.20 WIND 4.3 0.77 2.85 ( Use STHD 14 1 --.n vel z iti i D, Dt>iD i D DAD D i p0. 6 "z' v i �- t> >i>TD1> DED I Cn hdP411 i i i 1 i 1 i 1 i 1 1 1 i 1 z i ; 1%444- a i- g› g- R> F i s. pliiilli 411111g gli ; i. a 4 dl (.(.1) Mgr gilligill b eh 11 gill 11 4 4 .1i e F ; °qirll 4 „ . e 2 P, Ilsabgrit4i14 ollhOhOh•9•.1401 ri • ii iar qg t a a ! 1 P t2 i.Z4 q r uti :14g gqA 1 glAri -;,i-q-sed 1;24P4041 Mg! gl illrite e gi 4P -4 1 !!I2111 ii .!.m 4 OP VI 4 i § 4 1 4 1 il il i iz il z? /1-11,tri Aril ' i5 ; Ovil 1 . ! ! 010iilill F; � -i -� O iO �O y li3tiy(yx�� N ->iyC1-1 -1 2� p•� ',`V;4 dit� �L 114141 U. � � P � ! � u"T1% il- i i i i q 4% N%ysef• h lag $ I 418 21 N 1 1 q gl q i! ��g If > rt rii s IA i i E i i i i 0 , 0 d , E 2 p. b o y x P Fi 6 Ir WI iiiht4 15 5 -1 ��1{-> 6 ygyg �.l ..§ Q o W��. = _ .7 44;Alii it g! it $ $ t $ 3a ->X > d - • 3 1 - ililfit �y ct •v •v, •W w a g 4 LH E 1 1 at E L id ! !, 41 .g ! ,,,g E E E E €+ E A� �p '$o 10 ° o ° o fr gi iliii/ _ fm....& _, 1,1 -0— p r' gA44f-./ lifit 1.6 ! i. 1- IP tii i 14 9 irr r ' q 4 5 q ii..111,447.7- Pi! 1 il 44 jo : . ,:o ' 2 ' AIN /4 Ill A ! i'71-111DLA, - NL47'4"114 ahli 0, ! 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