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Report it-isT O(S• (X<?o'— `t0 Set) /10( )/4 /7 Sherman Engineering, Inc. (503) 230-5876 Ph 3 15 I NE Sandy Blvd. Ste. 100, Portland, OR 97232 (503) 226-4745 Fax RE SEI Job#:15-MSDE-04-045 CEI VED DEC 2 9 2015 NOGGANS PARK - PLAN 278 I R CITY OF 1vIGD Lot 9 - Elevation A BUILDING DIVISION Tigard, OR December 23, 201 5 � • � Westwood homes, LLC " <f186 \113 12700 NW Cornell Rd Portland, OR 97229 -`i ARE (503) 7 15-2383 `'4 y 9n, °H p s , EXPIRES::..8/30/ ri . Subject: Sheet No. Foundation: FD I Girder Truss Loading: GT I -GT3 Framing: Floor Joists FJ I -FJ2 Roof Beams RB I headers ND I -ND4 Floor Beams FB I -FB I I Lateral: Loading LL I -LL2 Diaphragm/Wind Shears LL3-LL6 Shearwalls LL7-LL8 Overturning LL9 Schedule LL I 0 Details D I -D29 t Sherman Englneering, Inc. • (503) 230-8876 Ph 3 15 I NE Sandy Blvd. Ste. 100, Portland, OR 97232 (503) 226-4745 Fax 5EI Job#:15-MSDE-04-045 IIOGGANS PARK - PLAN 2781R Lot 9 - Elevation A Tigard, OR December 23, 2015 PR OF6-5 f' &N Westwood Homes, LLC 12700 NW Cornell Rd Portland, OR 97229 " RE N (503) 715-2383 el. 0 �* X04 P, SHes1 4` EXPIRES: 6/30/ Subject: Sheet No. Foundation: FD I Girder Truss Loading: GT I -GT3 Framing: Moor Joists FJ I -FJ2 Roof Beams RB I headers hD I -h D4 Moor Beams FB I -FB I I Lateral: Loading LL I -LL2 Diaphragm/Wind Shears LL3-LL6 Shearwalls LL7-LL8 Overturning LL9 Schedule LL I 0 Details D I -D29 FOOTING SCHEDULE SHERMAN ENGINEERING, INC. 3/5/ NE Sandy Blvd. FDI JOB: PLAN 2781 Portland, OR.97232 1211115 Client: WESTWOOD HOMES AM g, soil = 1,500 psf(Assumed) REINFORCEMENT Number Type wallow P,allow FTG Size USE REBAR 11,5/ft Ibs width (inch) depth (inch) c1 Cont. 1500 6.000 12 8 (I)#4 Cont C2 _ Continous 1 750 7,000 14 8 (I) #4 Cont C3 Contmous 2000 8,000 16 10 (2)#4 Cont C4 Contmous 2250 9,000 18 I 0 (2) #4 Cont Number Type Pa►low A FTG Size kips ft2 b(inch) I(inch) d (inch) USE REBAR _ Beam- (-sO P I Pad 3.4 2.3 -i P 'V 7 1500 M u = 1.08k-ft As - .4m2 a = 0.52 Mcap- 11 .66k-ftgmavis ,_,,ilim P2 Pad G.0 4.0Ft17'Z;,7',,itUti7FerMire1500 M u = 2.55 k-ft As = .4 in2 a = 0.39 M ca• = 1 ! 89 k-ft '''. ,r",',74:.1'..74 .‘-''F-'fi4- ;" P3 Pad 9.4 6.3 p„ ' 0.17:044476771Y • �� s ��::� !504N. �. Mu = 4.99 k-ft As- .4m2 031 ' �°""� � :, s 3 a - M ca• _ !2.04 k-ft ��' � .��3 � P4 Pad 9.0 �"M•= �' �`• ,, "� �? �.��.. ��-; �� ; 13.5 r :�i i k �,_', 1500 M u = 8.61 k-ft As = .6 int a = 0.39 M cap= 23.24 k-ft K'l sV: 11 -... -w.t.4j..2'.3r_ s, E .4...o wc.1, 7 p5 Pad 18.4 12.3 1 Wig§ 1�: ac -•;'ruuiitrMIUib`r'v„1 1502 M u= 13.69 k-ft As = .8 m2 a = 0.45 Mca 30.79 k-ft eVFr`` . PG Pad' 24.0 - 16.0 qrirsrFiR �t��gi7j 1500 M u = 20.4 k-ft 8m2 a = 0.39 M ca 30.99 k-ft ? � '1,,.k P7 Pad 28.8 18.8 ? 5 1534 M u= 26.52 k-ft As = 1. m2 a = 0.45 M cap = 38.46 k-ft : _ r 4 a ..a:04 P8 Pad 40.0 28.4 P"; . �,,s . �'-� 7`4` y P 1406 IIIIIIIIIIIIIIIIII . M u= 45.33 k-ft As = 1.2 m2 a = 0.44 M cap = 46.22 k ftp?:A _. P9 Pad - 50.0 3G.0 `<t ATirM:14,73MiNSTO 1389 M u = 63.75 k-ft icii I.55m2 a = 05! M cap = 87.14 k-ft 5 ; , P I 0 Pad 65.042.3 Pv : ',W�, 2 ``�,� - ��� �;�� 1538 M u = 89.78 k-ft As= 1.86m2 a = 0.56 Mcap = 104.11 k-ft '"� a „ kv.,��>? .v..�''.-S.�Pr�vSw.�.:.�•_ ..,ng ScNecWlGPro�ect . 7 040 Wleactit, BeamChek v2OO7 licensed to:Sherman Engineenng Inc Reg#7992-664 I3 PLAN 2781 FRAMING GT l Date: 11/30/15 Selection (2) I-3/4x 11-7/8 I.9E TJ Microllam LVL Lu = 0.0 Ft Conditions NDS 2001 Min Bearng Area RI= 5.0 m2 R2= 5.3 m2 (1.5) DL Deft= 0.19 in ata Beam Span 9.5 ft Reaction I LL 1735 # Reaction 2 LL 1062# Beam Wt per ft 10.68# Reaction I TL 3722# Reaction 2 TL 3952# Bin Wt Included 101 # Maximum V 3952# Max Moment 10816'# Max V(Reduced) 3863# IL Max Deft L/240 TL Actual Defl . L/442 LL Max Deft L/360 LL Actual Defl L/>1000 Attributes Section(ins) Shear(mm2) TL Defl(in) IJ.Defl Actual 52.26 41.56 0.26 0.07 Critical 49.85 20.33 0.48 0.32 Status OK OK OK OK . Ratio 61% 49% 54% 21% Pb(psi) Fv(psi) E(psi x mil) Fc i(psi) Values Reference Values 2600 285 I.9 750 Adjusted Values 2604 285 1.9 750 Adjustments CF Size Factor 1.001 ' Cd Duration I.00 I.00 Cr Repetitive 1.00 • Ch Shear Stress. N/A Cm Wet Use I.00 1.00 I.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0,00 Ft Kbe = 0.0 Loads • Point TL Distance Par Unif IL Par Unif TL Start End B = 3100 6.75 394 H = 630 0 6.75 50 . 1 = 80 6.75 9.5 I H Pt loads: RI - R2 952 SPAN = 9.5 FT Uniform and partial uniform loads are lbs per hneal ft. &rrz. "kJ' c__uottvilktcl 1.tsP C too( BeamChek v2007 licensed to:.Sherman Engineering Inc Reg#7992-66413 • • PLAN 2781 FRAMING Date: 11/30/15 Selection (2) 1-3/4x 11-7/8 I.9E TJ Microllam LVL Lu = 0.0 Ft Conditions NDS 2001 Min Bearing Area RI = 7.G m2R2= 3.2 in2 (I.5) DL Defl= 7.05 in Beam Span 31.0 ft. Reaction I LL 775 # Reaction 2 LL 775# Beam Wt per ft 10.68# Reaction I TL 5680# Reaction 2•TL 2431 # Bin Wt Included 331 # Maximum V 5680# Max Moment 32916'# Max V(Reduced) 5590# TL Max Defl L/240 TL Actual Defl L/46 L/695 LL Max Defl L/360 IL Actual Defl L/333 Attnbutes Section (ms) Shear(int) TL Defl (in) • LL Deli Actual 82.26 41.56 8.16 1.12 Critical 131.92 25.58 1.55 1.03 Status Fail OK Fails Fails Ratio 160% 62% 527% I08% F12(psi) Fv(psi) E(psi x mil) Fc!(psi) Values . Reference Values 2600 285 I.9 750 Adjusted Values 2994 328 I.9 750 Adjustments CF Size Factor I.001 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1,00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 _Loads Uniform LL: 50 Uniform TL: 80 = A Point TL Distance B = 5300 6.0 • • Uniform Load A Pt loads: RI 5680 R2 243 SPAN = 31 FT Uniform and partial uniform loads are lbs per lineal ft. 613 fr(5ig.d Cabg'5 ‘)5°1)001.161 61,0 BeamChek v2007 licensed to:Sherman Engineering Inc Reg#7952-664/3 PLAN 2781 FRAMING • Date: 11/30/15 . election (2) I-3/4x 11-7/8 I.9E TJ Micntiam LVL Lu = 0.0 Ft Conditions NDS 2001 Mm Bearing AreaRl= 10.8 in2R2= 8.2 in2 (1.5)DL Defl= I.39 in Data Beam Span 18.5 ft Reaction I LL 3642# Reaction 2 LL 3642# Beam Wt per ft 10.68# Reaction 1 TL 8067# Reaction 2 TL 6186# Bm Wt Included 198# Maximum V 8067# Max Moment 298621# Max V(Reduced) 7433# TL Max Deft L/240 TL Actual Defl L/89 LL Max Deft L/360 LL Actual Defl L/ 199 Attributes Section (m3) Shear(in2) TL Defl (in) LL Defl • Actual 82.26 41.56 2.50 1.12 Critical 119.68 34.02 0.93 0.62 ' Status Fails OK Fails Fails Ratio 145% 82% 271% 181% Fb (psi) Fv(psi) E(psi x mil) FcJ..(psi) Values Reference Values 2600 285 1.9 750 Adjusted Values 2994 328 I.9 750 Adjustments CF Size Factor 1.001 . Cd Duration 1.15 1.15 Cr Repetitive I.00 Ch Shear Stress N/A Cm Wet Use I.00 1.00 I.00 . 1.00 CI Stability .I.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Loads Uniform IL: 394 Uniform TL: 630 = A Point IL Distance B = 2400 2.0 • Uniform Load A Pt loads: RI 67 R2 6186) SPAN = 18.5 FT Uniform and partial uniform loads are Ibs per lineal ft. IF 0 R T E a MEMBER REPORT Level,FJ1 PASSED 1 piece(s) 11 7/8"T3I® 110 0 16W OC 5t Overall Length:19'3" • • • f!"°j ' d ' • '1 17'3" 2' • All locations are measured from the outside face of left support(or left cantilever end).AH dimensions are horizontal. .., 9Ystem:Acer Member Reaction lbs 595 a 2 1/2" 1041(2. Passed 57%) 1.00 1.0 D+1.0 L Alt a ns Member Type:Joist Shear lbs) 58141 a 3 1/2" 1560 Passed 37%) 1.00 1.0 D+1.0 L Mt Spans Building Use:Residential Moment Ft-lbs) 2349 0 8'2 9/16" 3160 Passed(74%) 1.00 1.0 D+1.0 L(Alt Spans Building Cade:IBC Live Load Deft.(In 0.319 0 8'7 3/8" 0.420 Passed 632 0 1.0 D+1.0 L Alt •:ns Design Methodology:ASD Total Load Defl.(In 0.394 a 8'5 5/8" 0.841 Passed(1./512 ® 1.0 D+1.01_ At S. t T3-Pre"Rating 40 38 Passed •Deflection criteria:IL(1/480)and TL((/240). •Overreng deflection criteria:U.(21/480)and TL(21/240). •Bracing(Lu):AH compression edges(top and bottom)must be braced at 3'21/2"%unless detailed otherwise.Proper attantimerrt and positioning of lateral teadrg Is required to achieve member stability. •A structural analysis of the deck has not been performed. •Deflection analysis Is based on composite action with a single layer of 23/32"Weyerhaeuser Edges Panel(24"Span Rating)that Is glued and nailed down. •Mdltlorarl considerations for the TJ-Pro,"Rating include:None 1-Stud wall-SPF 3.50" 2.25" 1.75" 143 459/-2 602/-2 11/4'Wm Board 2-Stud wall-SPF 5.50" 5.50" 3.50" 442 575 1017 Blocking • •Rim Board Is assumed to cany all loads applied directly above It,bypassing the member bekg designed. •Bloddng Panels are esarnned to cany no loads applied directly above them and the Rd load is applied to the member being designed. � n vhf s._ • 1'4lrformsf7(P ....... .. 15.0 • 2-Point(Ib) 19'3" N/A 200 =Mill� Weyerhaeuser warrants that the sizing of Its products wd be in accordance with WeyerhaeusanProduct design sharia t design. , ♦ SUSTAa 4Aa(E i�tESTRY IMmtA1tVE Weyerhaeuser egressly disdalme any other warranties related to the software.Refer to curentaeuser aterature for installation details. YY (www.woodbywy.com)Accessories(Rim Board,Bloddng Panels and Squash Blocks)are not deigned by this software.Use of this software Is not Intended to drarmvent the need for a design professional as determined by ttie authority havtrg juriseNctIon.The designer of record,builder or framer is responsible to assure that this calculation Is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party c ertlfled to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES wider technical reports ESR-1153 and ESR-1387 and/or tested le accordance with applicable ASD4 standards. For current code evaluation reports refer to fitip://twiw.woodbyvoy.com/senkes/s,Codeeeports.espe. The product validation,Input design loads,dimensions and support Information have been provided by Forte Software Operator 444kAT rV - �s ,^ ;# IP".. • 11/30/20151128:25 AM Andrew WilliamsForte v5.0,Design Engine:V6.4.0.40 Sherman Engineering (803)230-8878 andyGehermarengieers.com Page 1 of 1 ii1FORTE' MEMBER REPORT Level,Floor.Joist PASSED 1 piece(s)91/2"T3140 110 0 24"OC2- Overall Length:10'10" • �h rt s uf T,., .,,sTa �tt 6 LZ � tt �• C otiy .. n . - 10'10" o a All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal lu.-tui•rip��`i �_ ..'.t. ...1i `'- gill 575 10 71/2 1041(2. Passed 55% 1.00 1.0 D+1.0 L All .• ) Member Type:Joist Shear(lbs 555 0 51/2" 1220 Passed 45%) 1.00 1.0 D+1.0 L(All Spans Building the:Residential Moment(Ft-lbs) 1445 0 5'6" 2500 Passed(58%) 1.00 1.0 D+1.0 L All Spans Building Code:18C Live Load Den.(In 0.11705'6" 0.256 .77-1 r �rr��len 1.0 D+1.0 L All Spans Dtislgn laddhodology:ASD Total Load Deft. n 0.1610 5'6" 0.512 •:r. (rrall •' r+1., Ti-Pro"Rating 48 38 Passed •Deflection criteria:LL(1/480)and 1L(1/240). - Bradrg(W):A9 mmpae on daises(top and bottom)must be braced at 3'7 3/16"o/c unless detailed otherwise.Proper attachment and Positioning of lateral structural analysts of the dedd amembertbbeenn ballypeformed •D tion aalya s is based on composite action with a single layer of 23/32"Weyerhaeuser Edge"Panel(24°Span Rating)that is glued and idled down. •Additional considerations for the TJ-Prot"Rating include:None r rr J, 1-Stud wall-a'F 5.50" 4.25" 1.75" 165 440 605 11/4"Rim Boats 2-Stud wall-SPF 3.50" 2.25" 1.75" 160 427 587 11/4"Rim Board •Rim Board Is assumed to cany all loads applied deadly above it,bypassing the member bring designed. 1-Uniform(PSF) 0 to 10'itr 24" 15.0 40.0 warrants that the sizingof Its products willbe in accordance with Weyerhaeuser product design criteria and published design values. Yf �r www.vwoddbywy ).oras Accessorias Board,6bdring Panels ad Squash eodds)am designed by this software.the of thi on dotage. ( s software is not Wended to dreunrmrertt the need for a design Professional as d etermin ed by the authority IavNq jtar�ctlon The designer of record,builder or framer Is responsible to aastire facBitles are tltlyd paiy certified to sustslo�le that this calculation Is compatible with the overall project.Products marafaebsed at Weyerhaeuser fo entry stendards.Wet'rhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested h accoMene with applicable ASTM standards. For current code evaluation reports refer to littp://www.woodbywy.com/services/s_ .aspx. The aPW4Input design loads,dimensions and support information have been provided by Forte Software Operator 11/25/20151:38:44 PM Andrew WilliamsForte v5,0,Design Engine:V6.A.0.40 Sherman Engineering (503)230.8876 • andyyshermanengineers,com Page 1of1 r r BeamChek v2007 licensed to:9hennan Engmeemng Inc Reg#7992-664/3 PLAN 2781 FRAMING RBI Date: 11/30/15 Selecton PT 4x 10 HF#1 Lu = 0.0 Ft Conditions ND5 2001, Incised Mm Bearing Area RI= 2.1 m2R2= 2.1 in2 (1.5)DL Defl= 0.1 I in Data Beam Span I I.5 ft Reaction I LL 503# Reaction 2 LL 503# Seam Wt per ft 7.87# Reaction ITL 850# Reaction 2 IL 850.# Bm Wt Included 90# Maximum V 850# Max Moment 2444'# Max V(Reduced) 736# TL Max Defl L/240 TL Actual Defl L/649 L/695 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes. Section(m3) Shear(in2) TL Defl (in) LL Defl Actual 49.91 32.38 0.21 0.10 Critical 27.25 8.00 0.58 .,0.38 Status OK OK OK OK Ratio 55% 25% 37% 27% Fb (psi). Fv(psi) E(psi x mil) Fc (psi) Values Reference Values 975 150 1.5 405 Adjusted Values 1076 138 I.4 405 Adjustments CF Size Factor I.200 Cd Duration 1.I5 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A CI Incised 0.80 0.80 0.95 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Loads Uniform LI: 88 Uniform IL: 140 = A Uniform Load A • R! = 850 R2 = 850 SPAN = 1 1.5 FT Uniform and partial uniform loads are Ibs per lineal ft. r BeainChek v2007 licensed to:Sherman Engmeenng Inc Reg I'7992-664/3 PLAN 2781 FRAMING HD1 Date: 11/30/15 Sek-ction .4x I 0 DF-L#2 Lu = 0.0 Ft Conditions ND5 2001 Mm Bearing Area RI= 2.0 jn2R2= 4.3 in2 (1.5)DL Defl= 0.01 in Data Beam Span 3.0 ft Reaction I LL 132# Reaction 2 LL 362# Beam Wt per ft 7.87# Reaction 1 TL 1257# Reaction 2 TL 2657# Bm Wt Included 24# Maximum V 2657# Max Moment 2333'# Max V(Reduced) 2165# TL Max Defl L/240 TL Actual Deft L/>1000 LL Max Deft L/360 LL Actual Defl L/>1000 Attributes Section(ms) Shear(int) TL Deft (in) LL Defl Actual 49.91 32.38 0.01 <0.01 Cntical 22.55 15.69 0.15 0.10 Status OK OK OK OK Ratio 45% 48% 8% 1% Pb(psi) Fv(psi) E(psi x mil) Fel.(psi) Values Reference Values 900 180 1.6 625 Adjusted Values 1242 207 1.6 625 Adjustments CF Size Factor 1.200 Cd Duration 1.15 I,15 Cr Repetitive I.00 Ch Shear Stress N/A Cm Wet Use 1 .00 1,00 100 100 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Loads Point TL Distance Par U,mf LL Par Unif TL Start End . B = 3100 2.0 • 394 H = 630 2.0 3.0 50 1 = 80 0 2.0 • I H Pt loads: El R 1 = 1257 R2 = 2657 SPAN = 3 FT Uniform and partial uniform loads are lbs per lineal ft. r . H'DZ BeamChek v2007 licensed to;Sherman Engineering Inc Reg#79.92-66413 PLAN 2781 FRAMING 11D2 Date: 11/30/15 Select,on 4x I 0 DF-L#2 Lu = 0.0 Ft Conditions NDS 2001 Min Bearing Area R.1= 4.3 m2R2= 2.0 m2 (1 .5)DL Defl= 0.01 in Data Beam Span 3.0 ft Reaction I LL 362# Reaction 2 LL 132# Beam Wt per ft 7.87# Reaction I TL 2657# Reaction 2 TL 1257# Bm Wt Included 24#. Maximum V 2657# Max Moment 2333'# Max V(Reduced), 2165 # TL Max Deft L/240 TL Actual Defl L/>1000 IL Max Defl L/360 IL Actual Deft L/>1000 Attnbutes Section (ins) Shear(int) TL Defl(in) LL Defl Actual 49.91 32.38 0.01 <0.01 Critical 22.55 15.69 0.15 0.10 Status OK OK OK OK Ratio 45% 48% 8% 1% Fb(psi) Fv(psi) E(psi x mil) Fc i(psi) Values Reference Values 900 180 I .6 625 Adjusted Values 1242 207 1.6 625 Adjustments CF Size Factor I.200 Cd Duration 1.15 1.15 Cr Repetitive I.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 I.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Lo. Point it Distance Par Unif IL Par Unif TL Start End 6 = 3100 1.0 394 11 = 630 0 1.0 50 1 = 80 1.0 3.0 • H Pt loads: . RI 657 R2 = 1257 SPAN = 3FT Uniform and partial uniform loads are lbs per lineal ft. AlC)3 BeamChek v2007 licensed to:Sherman Engineering Inc Reg#7992-GG4/3 PIAN 2781 FRAMING tlD3 Date: 12/01/15 Selection Gx 10 DF-L#2 Lu = 0.0 Ft Conditions NM.2001 Min Bearing Area RI= 1.2 in2R2= 1.2 mz (1 .5)DL Deft= 0.18 in Data Beam Span 16.0 ft Reaction 1 LL 400# Reaction 2 U.. 400# . Beam Wt per ft 12.7# Reaction I TL 742 # Reaction 2 TL 742# Bm Wt Included 203# Maximum V 742#• Max Moment 2966'# Max V(Reduced) 668# TL Max Defl L 1 240 TL Actual Defl L/584 LL Max Deft' L/360 LL Actual Defl L/>1000 Attributes Section (ins) Shear(in2) TL Defl(in) LL Defl Actual 82.73 52.25 0.33 0.14 Critical 35.37 5.13 0.80 0:53 Status OK OK OK OK Ratio 43% 10% 41% 27% Fb(psi) Fv(psi) E(psi x mil) Fc_i_(psi) Values Reference Values 875 170 I.3 625 Adjusted Values 1006 196 1.3 625 Adjustments CF Size Factor 1.000 Cd Duration 1 .15 1.15 Cr Repetitive I.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1,00 1 .00 CI Stability I .0000 Rb = 0.00 Le = 0,00 Ft Kbe = 0.0 Loads Uniform LL: 50 Uniform IL: 80 = A • Uniform Load A RI = 742 R2 = 742 SPAN = 16 FT Uniform and partial uniform loads are lbs per lineal ft. • • BeamChek v2007 licensed to:5hernian Engineering Inc Reg#7992-664 l3 PLAN 278! FRAMING 111)4 Date: 12/01/15 Selection 4x I O DF-L#2 Lu = 0.0 Ft Conditions NDS 2001 Mm Bearing Area RI = 2.1 m2 R2= 0.9 in2 (I.5)DL Defl= <0.01 in. Data Beam Span 3.0 ft Reaction I LL 293 # Reaction 2 LL 293# Beam Wt per ft 7.87# Reaction 1 TL 1283# Reaction 2 TL 533# Bm Wt Included 24# Maximum V 1283# Max Moment 465'# Max V(Reduced) 439# TL Max Defl L/240 TL Actual Defl L/>1000 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section (ins) Shear(in2) TL Defl(in) LL Defl Actual 49.91 32.35 0.00 <0.01 Critical 5.17 3.66 0.15 0.10 Status OK OK OK OK Ratio 10% 11% 2% I% Fb(psi) Fv(psi) E(psi x mil) Fc L (psi) Values Reference Values 900 I80 1.6 625 Adjusted Values 1080 180 1.6 625 Adjustments CF Size Factor . I.200 Cd Duration I .00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability I.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 . Loads Uniform LL: 53 Uniform TL: 73 = A Point TL Distance Par Unif LL Par Urnf TL Start End B = 900 0.25 100 11 = 160 0 3.0 42 1 = 64 0 3.0 • • h Uniform Load A Pt loads: • RI = 1283 R2 = 533 SPAN = 3 FT Uniform and partial uniform loads are lbs per lineal ft. y . Ptl BeamChek v2007 licensed to:Sherman Engineering Inc Reg,#7992-66413 PIAN 2781 FRAMING FBI Date; I 1/30/15 Selection (2) I-3/4x I I-7/8 I.9E TJ Microllam LVL Lu = 0.0 Ft Conditions NDS 2001 Mm Bearing Area RI= 1.2 in2R2= 1.2 in2 (1.5)DL Defl- <0.01 in. Data Beam Span 4.0 ft Reaction I LL 604# Reaction 2 IL 604# Beam Wt per ft 10.68# Reaction I TL 864# Reaction 2 Tl 864# Bm Wt Included 43# Maximum V 864# Max Moment 864'# Max V(Reduced) 437# TL Max Defl L/240 TL Actual Defl L/>1000 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section (ma) Shear(m2) TL Defl (in) LL Defl Actual 82.26 41.56 0.00 <0.01 Critical 3.98 2.30 0.20 0.13 Status OK OK • OK OK Ratio 5% 6% 2% I% Fb(psi) Fv(psi) E(psi x mu) Fc I(psi) Values Reference Values 2600 285 1.5 750 Adjusted Values 2604 285 I.9 750 Adjustments CF Size Factor 1.001 Cd Duration 1.00 I.00 Cr Repetitive I.00 Ch Shear Stress N/A Cm Wet Use I .00 I.00 I.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 _Loads Uniform UL: 260 Uniform TL: 358 = A Par Unif LL Par Unif TL Start End 42 H = 64 0 4.0 H Uniform Load A RI = 864 R2 = 864 SPAN — 4 FT Uniform and partial uniform loads are IL's per lineal ft. f132- BeamChek v2007 licensed to:Sherman Engineering Inc Reg#7992-66413 PLAN 2781 FRAMING F52 Date: I 1/30/15 Selection 3-1/8x 12 GIB 24F-V4 DF/DF Lu =0.0 Ft Conditions NDS 2001 Min Bearing Area RI= 1.3 int R2= 2.1 in2 (I.5)DL Deft= 0.26 in 0.39 in Data Beam Span . 16.5 ft Reaction 1 LL 439# Reaction 2 LL 439# Beam Wt per ft 9.I I # Reaction I TL 862# Reaction 2 TL 1359# Bm Wt Included 150# Maximum V 1359# Max Moment 4541 '# Max V(Reduced) 1.277# TL Max Defl L/240 TL Actual Defl L/535 LL Max Defl . L/360 LI Actual Defl L/>1000 Attributes Section (ins) Shear(int) IL Defl(in) LL Defl Actual 75.00 37.50 0.37 0.11 Critical 22.7 I 7.98 0.83 0.55 Status OK OK OK OK Ratio 30% 21% 45% 20% FI,(psi) Fv(psi) E(psi x mil) Fc.i.(psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2400 240 I.8 650 Adjustments Cv Volume 1.000 Cd Duration 1.00 1.00 Cr Repetitive I.00 Ch Shear Stress N/A Cm Wet Use 1.00 I.00 1.00 I,00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Loads Uniform LL: 53 Uniform TL: 73 = A Point TL Distance 8 == 864 13.0 • Uniform Load A Pt loads: RI =862 / , R2 = 1359 SPAN = 16.5 FT Uniform and partial uniform loads are lbs per lineal ft. • 5eamChek v2007 licensed to:5herman Engineering Inc Reg#7992-664/3 PLAN 2781 FRAMING FB3 Date: 12/01/15 Selection 3-1/8x 12 GLIB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2001 Min Bearing Area RI= 3.7 in2R2= 3.4 in2 (I.5) DL Defl= 0.03 in 0.05 in Data Beam Span 7.0 ft Reaction I LL 1400# Reaction 2 LL 1 400# Beam Wt per ft 9.I I # Reaction I TL 2406# Reaction 2 TL 2207# Bm Wt Included 64# Maximum V 2406# Max Moment. 4357'# Max V(Reduced) 1847# TL Max Defl L/240 TL Actual Defl L/>1000 LL Max Defl L/360 LL Actual Defl L/ >1000 Attributes Section (ins) Shear(int) TL Defl (in) LL Defl Actual 75.00 37.50 0.06 0.03 Critical 21.78 1 1.54 0.35 0.23 Status OK OK OK OK Ratio 29% 31% 16% 11% Pb(psi) Fv(Psi) E(psi x mil) Fc (psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2400 240 1.8 650 Adjustments Cv Volume 1.000 Cd Duration 1.00 I.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability I.0000 Rb'= 0.00 Le = 0.00 Ft Kbe =0.0 _Loads Uniform LL: 400 Uniform TL: 550 =A • Point TL Distance B = 137 1.5 C = 562 2.75 Uniform Load A Pt loads: � ©. RI = 2406 R2 = 2207 SPAN = 7FT Uniform and partial uniform loads are lbs per lineal ft. fs9 BeamChek v2O07 licensed to:Sherman Engneenng Inc Reg#7992-66413 PLAN 2781 FRAMING F54 Date: I 1/30/15 Selection I-314x 11-718 I.9E TJ Microllam LVL Lu = 0.0 Ft Conditions NOS 2001 Min Bearing Area RI= 0.2 in2R2= 0.2 m2 (I.5)DL Defl= <0.01 in. Data Beam Span 3.5 ft Reaction I LL 93# Reaction 2 LL 93# Beam Wt per ft 5.34# Reaction I TL 137# Reaction 2 TL 137# Bm Wt Included 19# Maximum V 137# Max Moment 120'# Max V(Reduced) GO# TL Max Defl L/240 TL Actual Defl L/>1000 LL Max Deft L/360 LL Actual Deft L/>1000 Attnbutes Section (ins) Shear(mn2) TL Defl(in) LL Defl Actual 41.13 20.78 0.00 <0.01 Critical 0.55 0.31 0.18 0:12 Status OK OK OK OK Ratio 1% 2% 0% 0% Fb(psi) Fv(psi) E(psi x mit) Fc L(psi) Values Reference Values 2600 285 I.9 750 Adjusted Values 2604 285 I.9 750 Adjustments CF Size Factor 1.001 Cd Duration I .00 1.00 Cr Repetitive I .00 Ch Shear Stress N/A Cm Wet Use I.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Loads Uniform LL: 53 Uniform IL: 73 = A Uniform Load A RI = 137 R2 = 137 SPAN = 3.5 FT Uniform and partial uniform loads are lbs per lineal ft. rg5 DeamChek v2OO7 licensed to:Sherman Engineering Inc Reg#7992-66413 PLAN 2781 FRAMING FB5 Date: I 1/30/15 Selection 3-I/8x 12 GLB 24F-V4 DF/DF W = 0.0 Ft Conditions NDS 2001 Min Bearing Area RI= 4.4 m2R2= 4.4 m2 (1.5)DL Deft= 0.07 in 0.1 I in Data Beam Span 10.0 ft Reaction I LL 2000# Reaction 2 LL 2000# Beam Wt per ft 9.1 I # Reaction I TL 2878# Reaction 2 T 2850# Bm Wt Included 91 # Maximum V 2878# Max Moment 7266'# Max V(Reduced) 2319# TL Max Defl LI 240 TL Actual Defl L/646 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section(ins) Shear(int) TL Defl(in) LL Defl Actual 75.00 37.50 0.19 0.11 Critical 36.33 14.49 0.50 0.33 Status OK OK OK OK Ratio 48% 39% 37% 33% Ft,(psi) Fv(psi) E(psi x mu) Fc±(psi) Values Reference Values 2400 240 1.8 G50 Adjusted Values 2400 240 18 G50 Adjustments Cv Volume I.000 Cd Duration I.00 1.00 Cr Repetitive I.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Lem 0.00 Ft Kbe = 0.0 • Loads Uniform LL: 400 Uniform TL: 550 = A Point IL Distance 8 = 137 4.0 • Uniform Load A Pt loads l=l RI = 2878 R2 = 2850 SPAN = I 0 FT Uniform and partial uniform loads are lbs per lineal ft. j BeamChek v2007 licensed to:Sherman Engineering Inc Reg#7992-664/3 PLAN 2781 . FRAMING FB6 Date: I 1/30/15 Selection 5-I/8x 12 GLB 24F-V4 DF/DF Lu = O.0 Ft Conditions NDS 2001 Min Bearing Area RI= 6.8 int R2= 6.8 m2 (1.5)DL Defl= 0.10 m 0.15 in Data . Beam Span 10.5 ft Reaction I IL 2940# Reaction 21..L 2940# Beam Wt per ft 14.94# Reaction I Ti. 4404# Reaction 2 TL 4432# Bin Wt Included 157# Maximum V 4432# Max Moment 12345'# Max V(Reduced) 3647# TL Max Defl L/240 TL Actual Defl L/594 L/695 LL Max Defl L/360 Il Actual Defl L/>1000 Attributes Section(ins) Shear(in2) TL Defl (in) Il Defl Actual • 123.00 61.50 0.21 0,12 Critical 61.72 22.79 0.53 0.35 Status OK OK OK OK Ratio 50% 37% 40% 33% Fb(psi) Fv(psi) E(psi x mil) Fc i(Psi) Values Reference Values. 2400 240 1.8 650 Adjusted Values 2400 240 I.8 650 Adjustments Cv Volume 1.000 • Cd Duration • I.00 I.00 Cr Repetitive 1,00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 I.00 I.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Loads Uniform LL: 560 Uniform TL: 770 =A Point TL Distance B = 594 5,5 Uniform Load A Pt loads: [J R I 404 R2 = 4432 SPAN = 10.5 FT Uniform and partial uniform loads are lbs per lineal ft. Y rs-i BeamCbek v2007 licensed to;Sherman.Engrneering Inc keg#Z9,924'6413 PLAN 2781 FRAMING FB7 Date: 11/30/15 ,5e/ ctron 6-3/4x 22-1/2 GLB 24F-V4 DF/DF Lu =0.0 Ft Conditions NDS 2001 • Min Bearing Area R I= 23.2 iri.2= 23.2 m2 (1.5)DL Deft= 0.49 in 0.73 in Data Beam Span 20.5 ft Reaction I LL 6396# Reaction 2 L. 63%# Beam Wt per ft 36.91 # Reaction I TL 15089# Reaction 2 TL 15089•# Bm Wt Included 757# Maximum V 15089# Max Moment 70247'# Max V(Reduced) 12692# TL Max Defl L/240 TL Actual Defl L/360 L/695 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section(ins) Shear(in2) TL Defl(in) LL Defl Actual 569.53 151.88 0.68 0.20 Critical 383.54 79.33 . 1.03 0.68 Status OK OK OK OK Ratio 67% 52% 67% 29% Fb(psi) Fv(psi) E(psi x mil) Fc. (psi) Values Reference Values 2400 240 1.8 . 650 Adjusted Values 2198 240 I .8 650 Adjustments Cv Volume 0.916 Cd Duration 1.00 1,00 • Cr Repetitive 1,00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 I.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Loads Point TL Distance Par Umf LL Par Unif TL Start End B = 5282 5.5 340 H = 468 0 20.5 C = 5282 15.0 436 1 = 694 0 5.5 436 J = 694 . 15.0 20.5 50 K= 80 0 20.5 K I J ) 1 H Pt loads: 0 El /\ RI = R2 15089 . /\,= 15089 SPAN = 20.5 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2007 licensed to:Sherman Engineering Inc Reg#7992-664/3 PLAN 2781 FRAMING F58 Date: 11/30/15 Selection 5-I/8x 12 GLS 24r-V4 DF/Dr Lu = 0.0 Ft Conditions NDS 2001 Mm Beanng Area RI= 4.8 int R2= 4.8 in2 (1.5)DL Defl= 0.06 in 0.09 in Data Beam Span 1 I.0 ft Reaction I LL 2200# Reaction 2 LL . 2200# Beam Wt per ft 14.94# Reaction I TL 3107# Reaction 2 TL 3107# 8m Wt Included 164# Maximum V 3107# Max Moment 8545'# Max V(Reduced) 2542# TL Max Defl L/240 TL Actual Defl 1/823 L/695 LL Max Defl L/360 LL Actual Defl L/>1000 Attnbutes Section (in8) Shear(in2) TL Defl(in) LL Defl Actual 123.00 61.50 0.16 0.10 Critical 42.72 15.89 0.55 0.37 Status OKOK OK OK Ratio 35% 26% 29% 27% Fb(psi) Fv(psi) E(psi x ml) Fc!(psi) Values Reference Values 2400 240 I.8 650 Adjusted Values 2400 240 1.8 G50 ' Adjustments Cv Volume 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 I .00 1,00 I,00 CI Stability 1.0000 Rb = 0.00 Le =0.00 Ft Kbe = 0.0 Loads Uniform LL: 400 Uniform TL: 550 = A Uniform Load A RI = 3107 R2 = 3107 SPAN = 1 I FT Uniform and partial uniform loads are lbs*per lineal ft. d a * DeamChek v2007 licensed to:Sherman Engineering Inc. Reg#7992-66413 PLAN 2781 FRAMING FB9 Date: 11/30/15 Selection 3-I/8x 12 GLB 24F-V8 DF/DF Lu = 0.0 Ft Lu @OH = 0.0 Ft) Conditions ND5 2001,Overhang Min Bearing Area RI= 0.9 m2R2= 8.1 in2 (I.5)DL Defl= 0.03 in. Data Beam Span 16.5 ft Reaction I LL 424# Reaction 2 IL 784# Seam Wt per ft 9.11 # Reaction I TL 594# Reaction 2 TL 5282# Bm Wt Included 164# Maximum V 4519# Overhang Length I.5 ft Max Moment 2072'# Max V(Reduced) 1173# Total Beam Length 18.0 ft TL Max Deft L/240 TL Actual Defl L/>1000 011 TL Actual Defl L/695 LL Max Defl L/360 LL Actual Defl L/ >1000 OH LL Actual Defl L/ < -1000 Attributes Section (ins) Shear(m2) TL Defl (in) LL Deft OH TL Defl OH LL Deft Actual 75.00 37.50 0.14 0.11 -0.05 -0.03 Critical 10.36 7,33 0.83 0.55 0.15 0.10 Status OK . OK OK OK OK OK Ratio 14% 20% 16% 19% 35% 31% Fb(psi) Fv(psi) E(psi x mil) Fcl.(psi) Valves Reference Values 2400 240 I.8 650 Adjusted Values 2400 249 I.8 650 Adjustments Cv Volume I.000 • Cd Duration I.00 1.00 Cr Repetitive I .00 Ch Shear Stress WA Cm Wet Use I .00 1.00 1.00 100 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 CI Stability @ 0111.0000 Rb = 0.00 Le = 0.00 Ft Loads Point IL Distance Par Unif LL Par Unif TL Start End F = 4000 (OH) 0.25 53 H = 73 0 16.5 53 K= 73 (OH) 0 1.5 167 L= 264 (011) 0 1.5 L H 1 K Pt loads: El RI 94 R2 a 5282 . BACKSPAN = 16.5 FT • 011 = 1.5 FT Uniform and partial uniform loads are lbs per lineal ft. Overhanging load distances are from R2. , itiFORTE* MEMBER REPORT Levet Fina:Flush Beam PASSED 2 piece(s) 1.3/4"x 11 7/8" 2.0E Microliam®LVL j Overall Length:19'3" n" f Y + 1T4.3" 2, 0 0 All locations are measured from the outside face of left support(or left cantilever end).AII dimensions are horizontal. �. Syshem:Row Member Reaction(lbs) 7235 0 17'1/4" 8181(5.50" Passed 88% © 1.0 D+0.75 L+0.75 Lf AN Spans Member•type:Flush Beam Shear be 1603 018'2 7/8" 7107 Passed 23% 0.90 1.0 D All Building Ise:Residential Moment Ft-lbs -3129 0 17'1/4" 16063 Passed 19%) 0.90 1.0 0(AO Spans) Building Code:IBC Live Load Detl. In) 0.104 0 8'7 1/8" 0.421 Passed L/999+) © 1.0 D+1.0 L Alt S•ars Dem Methodology:ASO Total Load DSI.(In) 0.070 019'3" 0.223 Passed(2L/766 © 1.0 D+1.0 Lr(All '•ns •Deflection criteria:U.(1/480)and TL(L/240). •Overhang deflection criteria:LL(2L/480)and Ti.(2L/240). •Bradng(Lu):AU compression edges(top and bottom)must be braced at 19'13/4"o/c unless dor ed otherwise.Proper attachment and positioning of lateral bracing Is required to achieve member stability. 1_ Stud wall-SPF 3.50" ® 1.50" 84 458/-2 -29 542/-31 11/4"Rim Board 2-Stud wall-SPF 5.50" 5.50" 4.86" ' 6481 576 ECM 7486 Blocldng •Rim Board Is assumed to carry all loads applied directly above it,bypasshn the member being designed. •Bloddng Panels are assumed to carry no loads rippled drectly above them and the full load Is applied to the member being designed. 1-Uniform(PSF) Oto 19'3" Milli 15.0 40.0 - I 2-Uniform(PEW) 17'3"to 19'3" 8' 16.2 25. - 0 3-Poke(lb) 176" 5700 . _ , *summate mate rowsrey s4mAim Weyerhaeuser warrants that the string of Its products we be M accordance with Weyerhaeuser product design criteria and puMlshed design values. Weyerhaeuser expressly disclaims any other warranties related to the sdbeare.Refer to curs*Weyerhaeuser Ilterabee for Mallon details. (www.woodbywy.com)Acv de(Rim Board,Blocking Panels and Squash Mode)are not designed by this software.Use elle software is rat Intended to draarrvent the need fore design professional as determined by the a thority having Jurisdiction.The designer of record,budder or framer Is responsible to erre that this calculation Is compatible with the overall project Products maradeclured at Weyerhaeuser fad are third-party certified to sustainable forestry standards.Weyerhaeuser Enghreered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested In accordance with app Icable ASTM standards. For current code evaluation reports refer to htip://www.woodbywycondservices/s_CadeReports.aspx. The product application,input design loads,d mesion end support information have been provided by Forte Software Operator '�y�t«��s: ��8 �o y� '9�w"Li fit'r r•v's� � vey�' 7e',e � � 11130120151:31:37 PM Andrew Williams Forte v5.0,Design Engine:V6.4.0.40 Sherman Engineering (603)230.8879 ardyOehermanengineers.com Pwge 1 of 1 F I ® MEMBER REPORT Level,Copy of Floor.Flush Beam PASSED 2 pieae(s) 13/4"x 11 7/8" 2.0E Microliam®LVL • MIOverall Length:12'5" 11'6"" 1; CI 0 M locations are measured from the outside face of left support(or left cantilever end).AII dimensions are horizontal. Fioor Member Reaction(lbs 9182 11'2 1/4" 13956(5.50" Passed 6691, system:Type Shear lbs) 0 1.0 D+0.75 L+0.75 Lr All Spans taertiber Type:Flush Beam 1025 012'4 7/8" 7107 Passed(14%) 0.90 1.0 D(M •=re) Building etre:Reddental Moment(Ft-lbs -2999 @ 11'21/4" 16063 Passed 19%) 0.90 1.0 D(All Spans Building Live Load D . n 0.020 0 5'8 7/8" 0.272 Code rIBC Total Load Deft, n) 0.031012'5" 0.200 Passed(944 a 1.0 D+1.0 Lt.(tit Spans Design atdl,odology;Asp •Deflection criteria:U.(1/480)and TL(1/240). © 1.0 D+1.0 Lr(M S•:ns) •Overhang deflection criteria:LL(21/480)and TL(0.2"). •Bracing(Lu):M compression edges(top and bottom)must be braced at 1211 1/2"o/c unless detailed otherwise.Proper attadrrnent and positioningof lateral bracing Is required to achieve member qty. 1-Barger on 117/8 SPF beam 3.50" 5 " " 1.50 -98 306 -15 306/113, See note+ 2-Column-SPF 5.50" 5.50" 3.62" 8732 360 240 9332 Blocking •Bloddng Panels are assumed to cany no loads applied directly above them aid the full load Is applied to the member being designed. At hanger supports,be Total Bearing dimension Is egad to the width of the materiel that Is supporting the hanger •I See Connector grid below for add tional information and/or requirements. 1-face Mount hanger taGu3.63(H3.9 25� 4s0^ 24-SDS self-ckeling 16-SDS self-drillingWA wood screw 0.242 dia. wood screw 0.242 dla. r_ 1-Uniform(P8F) 0 to 12'5" 1'4" 15.0 404) 2-UrWorm(PSF) 11'S"to 12 5" 9' 16.2 - 25.0 3-Prat(lb) 11'61/2" N/A 8100 _ Wel^hoe ser warrants that the sizing of Its products will be In accordance with e d �i SusrAMrAetE FORESTRY 1Nn14TIVE Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to Weyerhaeuser rn criteriare ando pub Installation deta details. rs. (ww n.wneedyf)Accessories a �Board,Bloddng Panels and Squash Mode)are not designedby software.Use of softwareis not intended to assure that the e calculation design professional as determined by the authority having b cton•The designer of reed,builder or framer Is responsible to forestry stinidards. mpadble with the overall project.Products manufactured at Weyerhaeuser'Willies are third-party certified to antainable la accordance with Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under tecimical reports ESP-1153 and ESR-1387 and/or tested applicable ASPM standards. For current code evaluation reports refer to http://www.woodbywy.corn/services/s_CodeReports.anpv. The product application,Input design bads,dimensions and support information have been provided by Forte Software Operator . /�.«'R�R }aS�E'-qjz. «a�d :4'�`?�Tx ^y'S*�y '.a'?� 'fX rte,' t � sr s $ . ....; f0* u 11130/20151:42:29 PM Andrew Williams Sherman Engineering v5.0,Design Engine:V6.4.0A0 (603)230-8876use g andy@eherm anergtneas.carer Page 1 of 1 • I Plan 2781 I Lateral Load LL I 11/25/15 2012 IBC s` Per ASCE 7-10 Basic Wind Speed- 120 Kzt = 1.00 Exposure Category= B A = 1.00 Building Height= 18 I = 1.00 Roof Slope= 5 :12 = 22.6• Zone Pressure AMD LC ASD Pre5suro A 30.0 0.6 = 18 B -1.6 0.6 = -I Use 5 psf at roof for MWFRS C 20.9 0.6 = 12.5 D 0.2 0.6 = 0.I Use 5 psf at roof for MWFRS. •End Zone Distance: rave Ht(ft) 18 x 40% = 7.2 ft Bldg Width(ft) 52 x 10% = 5.2 ft Waith x4%= 2.1 ft Bldg Length(ft) 31 x 10% = 3.I ft Length x496- 1.2 ft Minimum= 3.1 ft Edge 5tnp= 3.1 ft (End Zone=2x Edge Strip) End Zone= r Win; Per IBC 2012 Use Group= ( Number of Stories= 2 <3 "--► Simplified analysis per IBC Section 1613.5.6.2 Sd, = 0.717 R= 6.5 V = 1.2 5• 4, '£ ?9 41:x L; • Roof W= 15.0 1782 = 26.7 Walls = 8 8.0 ft I/2 166 = 5.3 Partitions = 6 8.0 ft 1/2 112 = 2.7 1' 34.7 x 18 = 625 Floor W= 15 1612 = 24.2 Walls = 8 9.0 ft 1/2 166 + 5.3 = 1 I.3 Partitions = 6 9.0 ft 1/2 66 + 2.7 = 4.5 In 39.9 x 10 = 399 :47-,101 74.7 y X 0.132 Base Shear Distribution: QRF 9.9 X 625 = 6.0 = 1025 1.4 5 ' j 9.9 QPtr - 1025 X 399 = 3.9 = sm 't 1.4 *z� ., LLL20:2 eC.ProjIct NEW . /25/2 016 Design Maps Summary Repo" Design Maps Summary Report LLZ User-Specified Input Report Title Tigard, OR Wed November 25,2015 22:18:14 UTC Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 45.40999°N, 122.76128°W Site Soil Classification Site Class D - "Stiff Soil' Risk Category I/II/III USGS-Provided Output Ss = 0.965 g SMs = 1.075 g Sps = 0.717 g Si = 0.420 g Sal = 0.663 9 SDI = 0.442 g For information on how the SS and S1 values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document MCE0 Response Spectrum Design Response Spectrum 1.10 11.7 t390.64 .O.N 0.77 0.56 3 0.as ` „r" 0.4g 0.9.8 r " 49.49 i 0.44 0.32 0.33 11.24 1/220.16 0.11 0.011 0.00 0.00 0.00 0.s0 0.40 0.62 0.00 1.00 1.20 1.40 1.60 1.20 X00 0.00 t20 0.40 0.60 0.00 1.00 1.20 1.40 1.60 1.110 X00 Period,T i9;eci Period, T(sec) Although this Information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the httpJ/ehpl-earthquake cr.US0840v/designm�s/�/summary gyp?template=minima18da0tude=45.409989&lanpituds=-122.7612828sit.class=3&rislccategory=0... 112 SHERMAN ENGINEERING, INC. 3151 NE Sandy Blvd Suite 100 Portland, OR 97232 WIND LOAD PER IBC 2012 JOB: Plan 2781 !Loading: FRONT/BACK V1 V2 V3 V4 Roof Wall End Zone ' ?- psf ,. f psf Interior z{i_,psf 3 ,,:=psf End Zone y I Interior I y End Zone End Zone Length= t, ft Roof Ht. ' = • ft Diaph 1 width ;y:ft Wall Ht. °" `t ft Qn Qn Qn Diaph 2 width ' ft Shear V1 V2 V3 V4 REACTION Line Condition load bib bib total load bib bib total load bib bib total load bib frit, 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 ki I End Leif ;1,--;i1:-.T.:':- '` i k �' ` :7-..!!,__ 3::.(1771-11F-T, 2 inter � - r Y •'¢'" --:',7?;:::::::, 11 x P 3 s s+-'i ` .iE '-''',,'':',.?:_-'4,i1:5'.1:::--7::: aVakr: isg 3 End Right ME_-_____ - '::-L • WR7 7 ; il Shear V1 V2 V3 V4 REACTION Line Condition load bib bib total load bib tib total load bib bib total load bib bib total Q UPR FLR width height width width height width width height width width height width psf ft ft ft •sf ft . ft ft • ft ft ft •. ft ft ft • 1 End Left1.;'';''".-:7----;:l: , s k ' :';:t om '.:1:�f'„, NINO z 2 Inter Z 1' '1,7,;',::::k'r-:. 3�,.� 1-_-_,,,,-;, -' tL.7,7,-!..-i sr ; `~ °1-7:UJ ` -. ih a-=`--4 F ! 'r i wc ,1- 5-t 4'[ 3 End Right ._ - ---)1 ... ;I ,�A `'-. r ... _Zsv .�"L. ::.ilfr!:t:i ! ,.k:j �'i MAIN FLR Roof Wall TOTAL UPPER FLOOR LOAD End Zone rpsf s psf Interior= , 'psf Y .f , psf ® ROOF UPR FLR TOTAL Wall Ht : < , p 0.5 0.9 - 1111 Diaph 1 width . ' r ft 0.81.3 Diaph 2 width ft © 0.33 0.6 is - ' " 4 SHERMAN ENGINEERING, INC. 3151 NE Sandy Blvd Suite 100 Portland, OR 97232 Shear V1 V2 V3 V4 REACTION Line Condition load trib trib total load trib Crib total load trib bib total load Crib bib total Q MAIN FLR width height width width height width width height width width height width psf ft ft ft psf ft ft ft •sf ft ft ft psf ft ft ft 1kips End Left r ,�� � � � �' ,.., a� gr "2 inter I :'.:;7;L:1;• :;.^-':.3 End Right %I;�F� .. ..}.t'�.•.' .�.., SHERMAN ENGINEERING, INC. V 3151 NE Sandy Blvd Suite 100 Portland, OR 97232 WIND LOAD PER IBC 2012 JOB: Plan 2781 Loading: SIDEISIDE V1 V2 V3 V4 Roof Wail End Zone=EN psf z'' _psf Interior= NM psf x. rc <psf End Zone I I Interior I ♦ End Zone End Zone Length= `,' t" ft Roof Ht ft Diaph 1 width _--i, ft Wall Ht . ft Qn Qn Qn Shear V1 V2 V3 V4 REACTION Line Condition load trib trib total load tub trib total load trib trib total load trib tub total Q ROOF width height width width height width width height width Width height width psf ft ft ft ft ft ft •sf ft ft ft psf ft ft ft ki A End Left ., ,t •-•--47:,:t.-': -..'• /",' F 5 4 „„,„.,,,,r„ ,,,,,,,,,,-,-, C End Right `: Shear V1 V2 V3 V4 REACTION . Line Condition load Crib trib total load trib tub 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 • ft ft ft psf ft ft ft psf ft ft ft ki A End Left .. . _2,'F-..:0, ti 1 r.,-f,4'3-1, 61 _fig+ x'.* C End Right 4 k, ` >.I. „ .t_ _ }. - ' ' 7 4', MAIN FLR Roof Wall TOTAL UPPER FLOOR LOAD End ZonesIKE : ' 1�s' 1}t t 'S 3 .!psf = psf ;_ ,� psf UNE ROOF UPR FLR • Wall Ht. *,e Q 0.5 0.9 dOgPrtr P - Diaph 1 width t z :ft C 0.5 0.9 Diaph 2 width .. * , . :ft ___._. i C"-- T"'” SHERMAN ENGINEERING, INC. 3151 NE Sandy Blvd . Suite 100 • Portland, OR 97232 Shear VI V2 V3 V4 REACTION Line Condition load trib trib total load Crib Crib total load trib trib total load trib Mb total Q MAIN FLR. ' width height width width height width width height width width height width •A End Left =f ff':',2?f ft • ft ft ft kips B Inter s a a :: ft � � C End Right �_ __ xr. . x s J .. _ z Pl...`- ` 7,'::-':;;_i.:4, -.7:1`;,:;,- ! . £ aEf.4'2.2 . 4 ) Sherman. Engineering, Inc. Ill 3151 NE Sandy Blvd.Portland,OR 97232 P1 O G1: 11/25/2015 (503)230-8876 Phone (503)2264745 Fax PLAN 27til AJW W'/a'k'KLOAl2IN6 WIN17(k) 5E15Mkk(k) VI 1.4 I.3 V2 2,1 2,2 1 ROOF 12110-1. 1 V5 0.9 0,9 • SIEAI WALL5 a 1112E12 PLR VI s 1.3 k + 27 LP _ ( 49 #/ ) , ' Zer el W 1.4 k + 27V R 52 #/' iiiin PerfWall: 52 + Co 095 - 55 #/' :001..,' V2 s 2.2 k + 9 Lr s ( 244 #/') Ow 1 W 2,1 k + 9 LP 233 44/ j �! �� Parr Wag: 244 + Co 1,00 .. 244 *V' 41d1 II;:il;lai1R11 h aluiii,� 0 5 0,9 k + 24 V -. ( 93 4V') ,e illik. "I, w 0.9 k + 24 V 38 It/' des\ R r'""'r, i'tS Perf Well; 38 + Go 1.00 - 38 #/' WIN19(k) 5E15MIGC k) VI 2,1 0,8 V2 5,0 1.4 IPLU, 1EIAPH, f V3 1.4 .0.6 :41 51 AJWA L5 a LOWER fLt� ' '© za VI 5 1,3 k + 0.8 k i 2 k + 25 LP - 84.8 up A r..___,illT _rTW 1,4 k + 2,1 k -. 4 k + 25 LP s' 141 iv, Q6 0 n Pee Wall: 141 + Co 1.00 .- 141 #/' Ii '""` +(r"" I 11 V2 5 2.2 k + 1.4 k s 4k + 25 LF 143 a, l a H � 111111 41.K ,_,S w 2.1 k + 3o k -. 5 k + 25 LP ® 202 ti,. t5 ,„. Pert WPI: 202 + Co 1,00 - 202 it/' I, ' 1 I.:4 0 .s 0.9 k + 0,6 k - 2 k + 32 6F - 46.9 i,' -,' L h -, w 0.9k + 1.4k = 2k + 32 LP ' 71.9 sir --� > i• Peri Wel: 72 + Go 1.00 - 12 #/' ,. JAS, 11 _ _r.r. rr i�iiii� sii�� `t - --- I■I� 11111� __— lrr w ill rr= Ill' i::� _ ��� ilE I ,I ,:�� li _rjr.l_ z= ��z l� • Sherman Engineerinch Inc. LL g 3151 NE Sandy Blvd.Portland,OR 97232 PRO,1 Cr, 11/50/2015 (503)230-8876 Phone (503)226-4745 Fax PLAN 2761 ASW 5I17 /51M LOADING WNI7(k) 515MIC(k) VA 1,4 2,2 VC 1,4 2,2 If;OOP tIAPN, , 51EA1ZWALL5 @ LPR PLS �,qs ss VA s 2.2 k + 22 If - ( 102 #1') «�__pi � .,© W 1,4 k + 22 LP - 65 #/' I.__ , . . .. PerfWall: 102 : Co 0.67 - 155 #/' i::arr•3 :, VCs 2,2 k + 24 LP - ( 93 #/') iLIIN C11tll , ,,,,tlu2 �1 eit W 1,4 k + 24 LF - 59 #/' 107 1 Perf Wall: 93 • Co 0.91 .. 130 */' 4 illc; 1 1 I zi.r, .1/5 M WINt2(k) 5I5MIC(k) • VA 1.1 0,7 VP 1.9 1.4 P1-12. DIAFN, 1 VC 1.1 0,7 SItAkWALL5¢1-0M fi.fz VA s2.2k + 0.7k - 3k + 16 LP - 178 . Izats, 45 4415 =4.5 f IIII ''' .= "SI"`:"' to w 1,4k + Ilk - 3k + 16U - l54 ,F, Perf Wall: 115 + Co 0.15 - 236 *1' ;1 ) + 20 LP 71.8 x,. � � Cp . VSs aok + 1,4k - I k - � 0 w ao k + 1.9 k - 2 k + 20 6P - 97.4 i.v./� -' 111111 ""t Perf Wall: 97. + Co 1.00 - 97 #/' L+ VC s 2,2 k + 0,7 k - 3 k + M LP - 8 .9 v /SC\ _.... 11 ./!1 w .1.4 k + 1,1 k - 3 k + 34 1.P - 14,1 a,, 41 1 05 I Perf Wall: 66 . + Co 0.10 - 123 #/' 'MS VS OVERTURNING - FRONT BACK PLAN 278 I11111 IL 12/1/2015 GRID SHEAR DEAD DEAD DEAD LOAD LOAD NET • LINE LEVEL LENGTH SHEAR/FT HEIGHT TRIB LOAD M,restst REDUCTION M,ot ABOVE UPLIFT UNE I V-2 27 0.055 8 4 15 45.20 WIND 11.9 _ 0.00 -0.56 _47va:` si?,i ',1` :� * . V-1 25 0.141 9 4 15 41.25 WIND 31.7 -0.56 -0.29 �y esu . . LINE 2 V-2 9 0.244 8 4 15 5.02 SEISMIC 17.6 0.00 I.62 4I= =, ,', 4,-; V-1 25.25 0.202 9 y t f � 4 15 42.08 WIND 45.9 1.62 2.44 .1.44k17-41 75.:-Wngal•TW UNE 3 V-2 24 0.038 8 4 15 35.71 WIND 7.3 0.00 -0.59 V-1 32 0.072 9ti', .m�_ ��a4 4 15 67.58 WIND 20.7 -0.59 -1:21 i - 5> i:117017a „0 OVERTURNING - SIDE TO SIDE GRID SHEAR DEAD DEAD DEAD LOAD LOAD NET UNE LEVEL LENGTH SHEAR/FT HEIGHT TRIG LOAD M,restst REDUCTION M,ot ABOVE UPLIFT LINE A V-2 7 0.153 8 4 15 3.04 SEISMIC 8.6 0.00 O.96 f,.. .' �.�. x V-2 5 0.102 8 4 15 1.55 SEISMIC 4.1 0.00 0.6341N ,f V-1 1.75 0.178 6.25 4 15 0.17 SEISMIC 1.9 0.00 I.05 1 4 ` , 1 y�-- V-1 8.25 0.238 9 � � 4 15 4.49 SEISMIC 17.7 0.96 2.78 ,i-z cVt,�, x UNE B V-1 13 0.097 9 8 15 16.22 WIND 11.3 0.00 0.12t1V`M V-1 6.5 0.097 9 15 15 6.27 WIND 5.7 0.00 0.29 4 _ x_ V LINE C V-2 9.25 0.130 8 4 15 5.30 SEISMIC 9.6 0.00 0.70 y - T 3- V-2 14.5 0.093 8 4 �� �F� �' E =�S�> .i._.x--err s.. . �'� 15 13.04 SEISMIC 10.8 0.00 0.20 ,1, ' '4 _ : :-„ x V-1 34 . 0.123 9 8 15 110.98 SEISMIC 37.6 0.70 x . OT-Project ----,lip * , • LL 1 o SHE,4RW,4LL SCHEDULE WALL WILL FASTENER TYPE WOOD SILL PLATE WOOD SOLE PLATE SFEARWALL TO MARK(u SHEATHING (2)(BALMS PREFERENCE) (3) TO GONG CONN. (4)To RIM JST/ELKG SHEAR/ALL TO ROOF WOOD�LL A !� APA RATED SO,O.ISI"X2-4/2•PoP DRIVEN (5)6LK6/RIM BD. t8}BIRD BLOCK CONN(1) EXr•STIN6 MAR. (81 lJSOAU 6 ONE FASTENER OR I36AXq- STAPLE, i"-DIA.XIO"A.B'S O /� SPACE•6"0A.EDGES t 12'o,G.FIELD 32"o.G, Ibd O b"OG. 'A35'I 24"°L• � '® `PACED 1Ai" `APA RATED 6D 0)91"X2-I/2"POWER DRN54 24 OA. SPAGEi�a�"0.0. __41L1 IPA ONE TIDE FASTER CR IS8AX I-I/"STAPLE, i"-DIA.XIO"AB.5 O Ibd i 4"OG. 'A35'O I8"OG. SM ON 9..590'O 54125°N WP SPACE O 4"O,C,EDGES t 12"O.C.FIELD 24"0.0. Z . �'APA RArED 8D,OJ31"X2-1/2"POWER DRIVEN 24"0.0. SPACED o 4s•OG. (yOyp) a.A 541.6 RTE° FASTENER OR I3SA.X1-1/2"STAPLE, i"-DIA.XIO'A.B.S SPACE O 3'o.o.EDGES t 12"O.G.RELD 16"OG. 20d 0 3"OL. A33'O 12'0.0. 24"0.0. 1590'® SS'PACED 91FP �"APA RATED 8D OR 0.1311X2-I/2"POWER DRIVEN OG SPACED•32'0.0. (6TOM1 SHT6 ONE TIDE FASTENER 4 SPACE O 2"OZ.EDGES 4 3/4"-DIAXI2"A.8.5 0.0.40N 1.590'024" /� 12"O.G.FIELD s 24.OG. 20d O 3"DG. 'A35'a b'OG. l/4)6"T111be40' OL. I�'APA RATED BD OR O.pl"X2'1/2"POWER DRIVEN 1/4X6 SCAM 24" moo SHT6 TWO SIDES FASTENER I SPACE•a 4"OG.EDGES t 3/4"-DIAABS Rod•i 5"0.0.4 54.425°N 15go'O 12" 12'O G.FIELD i 20"O G. A35'•5"O G. 'A35'i 8"O.G. O.G.4 Th 1ber•LOK WA �"APA RATED ED OR O.I3I"X2-I/2"POWER DRIVEN I/4X6"5 4 (009 ENT°TY°SIDES FASTENER'0.0t SPACE O 3"OG FJhSE5 4 3✓4"-DIAX12"AJ9,5 20d O 34'.,"O.G.4 SIN4'SON 9590'A 12" 12"O.G.FIELD ®I8"OG. 'A35'O O.G. 'A35*i 6'OG. o.C.< 0R 'LOK WA "_APA RATED 8D OR OJ91•X2-I/2"POWER DRIVEN S4X6"SCREW (Ig80y} 5HT6 FI TED FASTENER 4 SPACE i 2"O,G.EDGE t 5/4"-DIAXI2"A.S.'S 2Od O 3"O.G.t SMP50N 9590'i 12'OG.FIELD •12"OG.(SX l2EQb) %"55 O 9"OG. ' '•4°o.G. oG.4 Tlmber•LOK WA NOTES: I/4X6'SCREW I.)ALLOWABLE SHEAR CAPACITY FOR TYPE'5'WALLS MAY BE INCREASED TO 330-ELF AND TYPE 1U WALLS MAY HE iNcREAsEc TO 46O-RF FOR KW LOADING, 2J ALL PLYWOOD SHEATHING EDGES SHALL BE SUPPORTED AND NAILED BY 2X BLOCCA4G. MERE DOIELE PLY WALLS ARE REWIRED,STAGGER STUDS THAT RECEIVE NAILING EACH SIDE OF WALL. FRAMING AT ADJOINING PANEL EDGES SHALL BE 3X AND NAILS SHALL BE 5TA6G D(p8L 2X ACCEPTABLE WHEN SPIKED TOGETHER WITH Ibd SPACED TO MATCH SWARM./NAILING PATTERH1. WALL STIR SPACING SHALL BE SPACED AT A MAfIMIMI OF 16"ON GEIGER. 5)DO NOT PENETRATE THE SURFACE OF THE SHEATHING WITH THE NAIL HEAD. LOCATE NAIL p"MIN.FROM PANEL EDGE. FOR HALL TYPES 5,G t D'-STAPLES ARE ALLOWED IN LEU of NAILING,USE 136A.X 1-1/2'STAPLES. 3X(OR DEL 2X)REQURE AT PANEL EDGES FOR WALL TYPES b-H. 4)ALL ANCHOR BOLTS SHALL HAVE A•STED..PLATE MASHER}X3'X3"INSTALL (BALVAN121D AT TREATED SILLS). LOCATE ANCHOR BOLT SO THAT EDGE OF PLATE WASHER IS WITHIN!'AWAY FROM FACE OF PLYWOOD SHEATHING,AT DEL SHEATHED WALLS USE A 5X4 PLATE WAMNER TO MAINTAIN THE i"EDGE DISTANCE, IF BOLT SPACING IS GREATER THAN HALL LENGTH INSTALL AN ANCHOR BOLT WITHIN 12 OF EACH END OF WALL. 5.)NAILING SHALL BE LOCATED IN TIE CENT62 OF THE RIM OR BLOCKING MATERIAL. ASS'CLIPS CAN BE REPLACED BY 1.PT5.'INSTALL 1.PTS'OVER WALL.PLYWOOD 1•4434 INSTALLED ON PLYW0..51DE OF WALL. 6J SIMPSON CUPS AT TOP OF WALLS ARE NOT RE3JIRED IF WALL SIEATHIN6 IS LAPPED AND NAILED TO RIM BD.OR BLOCKING ABOVE, ASS'CLIPS GAN BE REPLACED BY UNIT.'' TJLEVIN AND SPACE INSTALL.1.S'CLIPS PROM INSIDE OF BLOCKING TO SHEAR-WALL BELOW, *ERE VENT BLOCKS ARE LOCATED,ADD IAS TIE AMOINT OF CLIPS REQUIRED AT THE SHEAR-WALL 8J SPECIAL REFECTION ISR AT NON-VENT BLOCK AREAS ALONG THE SAM LINE.ThAberLOK FOR POST-INSTALLED CONCRETE ANCHORS ON gf SCREWSN ARE REWIRED AT TRUSS EW SPACED AT 24"014 HASH SHEAIZUJALL DETAILS: EACH ANCHOR REWIRES A STANDARD GIT WASTER • WOOD SOLE TO RIM PLATEmop sOLE PLATE NAIU SIEAR IAi, TO ROOF WALL SHTB AS YVODD SOLE �� NAIS TO 1 it III 111 tit+ PLATE'ASS OR 1• r ,, 44‘41411%.00 ; �p BRACKET r SEE NOTE ,• SCREWS 41111"I''1111.I.` ' •10,40T Nr�abE L (2J "-DIA DP.) .'-••MAX 191-K6/WM 9D, BOLTS W/4-1/2" , ;",," GOWN. ■• �■ S CLIPS ENHBEphiT i NI<70D SILL To SHFARWALL TO 11 LL FJCISTiNG FOUND. BIJC6A2IM BD" SHEATHINGPV FASTENERS PER SCHEDULE