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Report (45) 3 � are l Sherman Engineering, Inc. (503) 230-8876 Ph 3 15 I NE Sandy Blvd. Ste. 100, Portland, OR 97232 (503) 226-4745 Fax SEI Job #: 15-MSDE-04-042 RECEIVED DEC 2 3 2015 CITY OF TIGARD tIOGGANS PARK - PLAN 262GL BUILDING DIVISION Lot 6 - Elevation A Tigard, OR December 17, 20 15 Westwood domes, LLC ' , � ' �' N 1 12700 NW Cornell Rd Portland, OR 97229 •y (503) 7 15-2383 t`, a, 4 ?E:a: '301 : Subject: Sheet No. Foundation: FD I Patio Cover: RF I Framing: Girder Truss Loading GT I -GT3 Floor Joists FJ I Roof Beams RBI -RB3 headers HDI -h5 Floor beams FB I -FB I 0 Lateral: Loading LL I -LL2 Diaphragm/Wind Shears LL3-LL6 Shearwalls LL7-LL8 Overturning LL9 Schedule LL I 0 Details D I -D28 Sherman Engineering, Inc. (503) 230-8876 Ph 3151 NE Sandy Blvd. Ste. 100, Portland, OR 97232 (503) 226-4745 Fax SEI Job#:15-MSDE-04-042 110GGANS PARK - PLAN 2626L Lot 6 - Elevation A Tigard, OR December 17, 20 15 '13 PROPe cam. v‘GINfii z, Westwood homes, LLC i w 1864, ��. 12700 NW Cornell Rd rlr ill Portland, OR 97229 % REt«N (503) 715-2383 ,t) 41-10,k qr P. SHfsi‘ EXPIRES: 6/30/ �.. Subject: Sheet No. Foundation: FD Patio Cover: RP I framing: Girder Truss Loading GT I -GT3 Moor Joists PJ 1 Roof Beams RB I -RB3 headers hD I -115 Moor Beams PB I -PB I 0 Lateral: Loading LL I -LL2 Diaphragm/Wind Shears LL3-LL6 Shearwalls LL7-LL8 Overturning LL9 Schedule LL I 0 Details D I -D28 f SHERMAN ENG/NEER/NG, INC. FOOTING SCHEDULE 3/5/ NE Sandy Blvd. FDI JOB: HOGGANS PARK Portland, OR 97232 11/2/15 Client: WESTWOOD HOMES AJW a, soil = 1 ,500 psf(Assumed) REINFORCEMENT Number Type Wallow P,allow FTG Size USE REBAR 117s/ft lbs width (inch) depth (inch) C I Cont. 1500 6,000 12 8 (I) #4 Cant C2 Continous 1750 7,000 14 8 (I) #4 Cont C3 Continous 2000 8,000 16 I O (2) #4 Cant C4 Continous 2250 9,000 18 I O (2) #4 Cont Number Type FaHow A FTG Size USE REBAR kips ft2 b(inch) I (inch) d (inch) Bearing (psf) PI Pad 3.4 2.3MOM. 3, N; ren 10. 1 500 M u = 1.08 k-ft As = 4 m2 a = 0.52 M cap = I I .66 k-ft 1o3, P2 Pad 6.0 4.0 `._ 3irI41 : .,Z. 1 500 Mu = 2.55kft As = .4m2 a = 0.39 Mcap = I1 .89k-ft 0 P3 Pad 9.4 6.3 ` .w air �" > �,vr 1 ^'�£����,.»,,.,,,cr.�;� s.,�®, r.?�.. ,.���r_�. .� ..� 504 2.74;„ :: Mu = 4.99kft As = .4in2 a = 0.3I Mcap = 12.04k-ft ° ?. a' k P4 Pad 13.5 9.0 44-41:�; x' a 1500 Mu = 8.6I kft As = .6m2 a = 0.39 Mcap 23.24k-ft # EAW P5 Pad 18.4 1 2.3 IWANA: fi-.:,111•:Weil 1 502 Mu = 13.69k-ft As = .8m2 a = 0.45 M cap = 30.79 k-ft 1110#410M1 PG Pad 24.0 I6.0 AROM:1011464,"g Fip i` f I500 M u = 20.4 k ft As = .8 in2 a = 0.39 M cap = 30.99 k-ft ibraterWMA x� ! P7 Pad 28.8 18.8 =� f ; % . ''j",12,` v 1534 M u = 26.52 k ft As = 1 . in2 a = 0.45 M cap = 38.46 k-ft . A P8 Pad 40.0 28.4 f u6 y� r >1(2 s'� t�' 1406 M u = 45.33 k-ft As = 1 .2 int a = 0.44 M cap = 46.22 k-ft 1. 0 :4... P9 Pad 50.0 36.0 f .:&.. . f� x.:�fi '� � a� ����',��� f ���� 1389 Mu = G3.75 k-ft As = I.55in2 a = 051 Mcap = 87.14k-ft - ' 10. F � �� ,tea PIO Pad 65.0 42.3 POW/I:4',Mg ';'41-03s 1538 M u = 89.78k-ft As = I.86 in2 a = 0.56 M cap 7_ 104.11 k-ft Inaelitgaris Park-Ran 2626E 4 Y Y T 5herman Engineering, Inc. (503) 230-8876 Ph, 3/5/ NE Sandy Blvd. 5te. 100 (503) 226-4745 rx JOB: IIOGGANS PARK RF 1 CLIENT: WESTWOOD H0ME5 11/2/201 5 MW PATIO COVER WIND: 120 Exp B Open Structure: ASCE 7-10 Roof Slope = 4 12 18.4 degrees Load Combination = D + (0.6W or 0.7E) Net Design Pressure: P = cp,GCNd� % G = 0.85 CN = 1 .7 velocity pressure: c = 0.00256 Kz-r Kd V2 I = 26.6 PSF V = 1 20 Kz = 0.85 Kzt = 1 Kd = 0.85 depth Trib length Column Reaction : = 23. I x 12 12 83 I lbs Dead Load : 12 x 12 1 2 432 lbs Net uplift Minimum ftg size = Square x 18" Seismic: CAT. D ASCE 7-05, Sec. 1 .2S 4/ ds R , �/ 4 w � tt-A, Sd, = 0.77 R = 6.5 Load: Dead Depth Width psf x .v x ff kips Vw = 0. 14 x 1 .73 = Wt M = 0.25 x 6 = 1474 Ft-lbs Ft = 1474 I 1 2 = 123 lbs Use L112O5 to wall t r &rrI BeamChek v2007 licensed to:Sherman Engineering Inc Reg#7992-66413 HOGGANS PARK FRAMING GT 1 Date: 10/30/15 Selection (2) I-3/4x 11-7/8 1.9E TJ Microllam LVL Lu = 0.0 Ft Conditions NDS 2001 Min Bearing Area R I= 1 1.0 m2 R2= 8.4 in2 (1.5) DL Defl= 4.83 in Data Beam Span 24.0 ft Reaction I LL 4400# Reaction 2 LL 2500# Beam Wt per ft 10.68# Reaction I TL 8251 # Reaction 2 TL 6295 # Bm Wt Included 256 # Maximum V 8251 # Max Moment 515291# Max V(Reduced) 7598# TL Max Defl L/ 240 TL Actual Defl L/38 LL Max Defl L/360 LL Actual Deft L/ 108 Attributes Section (ins) Shear(in2) TL Defl (in) LL Defl Actual 82.26 41 .56 7.5 I 2.67 Critical 206.51 34.77 1 .20 0.80 Status Fails OK Fails Fails Ratio 251% 84% G26% 334% Fb (psi) Fv(psi) E(psi x mil) Fc i(psi) Values Reference Values 2600 285 I.9 750 Adjusted Values 2994 328 1 .9 750 Adjustments CF Size Factor I .001 Cd Duration 1.15 1.I5 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 Le = 0.00 Ft Kbe = 0.0 Loads Point TL Distance Par Unif LL Par Unif TL Start End B = 3250 16.0 406 h = 650 0 16.0 50 1 = 80 16.0 24.0 1 11 Pt loads: RI = 8251 R2 = 6295 SPAN = 24 FT Uniform and partial uniform loads are lbs per lineal ft. p �72 BeamChek v2OO7 licensed to:Sherman Engineering Inc Reg#7992-664/3 I1OGGANS PARK FRAMING GT2 Date: 10/30/15 Selection (2) 1-3/4x I I-7/8 1.9E TJ Microllam LVL Lu = 0.0 Ft Conditions NDS 2001 Min Searing Area RI = 5.6 m2 R2= 3.3 in2 (1.5) DL Defl= 0.03 in Data Beam Span 6.0 ft Reaction I LL 892 # Reaction 2 LL 1189 # Beam Wt per ft 10.68# Reaction I TL 4 168# Reaction 2 TL 2476# Bin Wt Included 64 # Maximum V 4168# Max Moment 4643'# Max V(Reduced) 4078# TL Max Defl L/240 TL Actual Defl L/ >1000 LL Max Def! L/360 LL Actual Defl L/ >1000 Attributes Section (ins) Shear(in2) TL Defl (in) LL Defl Actual 82.26 41.56 0.05 0.01 Critical 18.61 18.66 0.30 0.20 Status OK OK OK OK Ratio 23% 45% 16% 6% Fb(psi) Fv(psi) E (psi x mil) Fc I (ps1) Values Reference Values 2600 285 I .9 750 Adjusted Values 2994 328 I .9 750 Adjustments CF Size Factor 1.00 I Cd Duration I .I5 1 .15 Cr Repetitive I.00 Ch Shear Stress N/A Cm Wet Use 1 .00 I ,00 I .00 I .00 CI Stability 1.0000 R12 = 0.00 Le = 0.00 Ft Kbe = 0.0 Loads Point TL Distance Par Unif LL Par Unif TL Start End B = 3250 1.0 50 11 = 80 0 1.0 406 I = 650 1.0 6.0 li Pt loads: C RI = 4168 R2 = 2476 SPAN = FT Uniform and partial uniform loads are lbs per lineal ft. 6113 BeamChek v2007 licensed to:Sherman Engineering Inc Reg#7992-664/3 I10GGANS PARK FRAMING GT3 Date: 10/30/15 Selection (2) I-3/4x I 1-7/8 I .9E TJ Microllam LVL Lu = 0.0 Ft Conditions NDS 2001 Mm Bearing Area RI = 3.I in2R2= 6.4 in2 (I.5) DL Defl= 0.47 in Data Beam Span 12.75 ft Reaction I LL 634 # Reaction 2 LL 1696# Beam Wt per ft 10.68# Reaction I TL 2293 # Reaction 2 TL 4820# Bm Wt Included 136# Maximum V 4820# Max Moment 15408'# Max V(Reduced) 4167# TL Max Defl L/240 TL Actual Defl L/ 263 LL Max Defl L/360 LL Actual Defl L/ >1000 Attributes Section (ins) Shear(in2) TL Defl(in) LL Defl Actual 82.26 41 .56 0.58 0.11 Critical 6I .75 19.07 0.64 0.43 Status OK OK OK OK Ratio 75% 46% 9 I% 26% Pb (psi) Fv(psi) E(psi x mil) Fc I(psi) Values Reference Values 2600 285 I .9 750 Adjusted Values 2994 328 I.9 750 Adjustments CF Size Factor 1.001 Cd Duration I .I 5 1 .15 Cr Repetitive I .00 Ch Shear Stress N/A Cm Wet Use 1 .00 I .00 I .00 I.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 _Loads Point TL Distance Par Unif LL Par Unif TL Start End 8 = 3250 • 8.0 50 11 = 80 0 8.0 406 I = 650 8.0 12.75 I-I Pt loads: RI = 2293 R2 = 4820 SPAN = 1 2.75 FT Uniform and partial uniform loads are lbs per lineal ft. I iiiF 0 R I E . MEMBER REPORT Level,Floor Joist PASSED �i 1 piece(s) 11 7/8"TM® 110 @ 16"OC f 5I .. Overall Length:16'9" ,c --y ^Y i��z� ;.;:,,,,..i. `..... ,a "let- ,'i,"''''r'+' '''-.*•:,': '. ris'fie »� ., . w4 �' - ssh5.'.....,-,...,4'.!-, -. , A ,w '5 ' d � wb • fnd?i � YN'", U iM5, ,yy 3 Mv.,..ry 3Iraawfnaww.a, , ..rv..... w �� N ...n: X 16' 4' 0 0 All locations are measured from the outside face of left support(or left cantilever end).AII dimensions are horizontal. ; ;'a r , -� � ) system Floor , � Member Reaction(Its) 600 @ 16'6 1/2" 1041(2.25") Passed(58%) 1.00 1.0 D+1.0 L(All Spans) Member type:Joist Shear(lbs) 587 0 5 1/2" 1560 Passed 38%) 1.00 1.0 D+1.0 L(All .ans Building use:Residential Moment(Ft-lbs) 2396 @ 8'5 1/2" 3160 Passed(76%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC Live Load Defi.(In) 0.275 @ 8'51/2" 0.404 Passed L/704) = 1.0 D+1.0 L(All S.•ns Design Methodology:ASD Total Load Defl.(In) 0.379 @ 8'5 1/2" 0.808 Passed([/512) ME 1.0 D+1.0 L(All Spans TJ-Pro"Rating 43 40 Passed Mil -- •Deflection criteria:11(1/480)and TL(L/240). •Bracing(Lu):AII compression edges(top and bottom)must be braced at 3'2 1/8"o/c unless detailed of eiwise.Proper attachment and positioning of lateral bracing Is rerired to add member stability. •A strucdxal analysis of the deck has not been performed. •Deflection analysis is based on composite action with a single layer of 23/32"Weyerhaeuser Edger"Panel(24"Span Rating)that is glued and nailed down. •Additional considerations for the TJ-Pro'"Rating include:None ffi - '''''', .yam "` I �' k.er�.»�....:. _.w dam,,s.� � ` .�x� t� ,°-. �;.� �`� _„ .,,.,,,,,.. ? 1-Stud wail-SPF 5.50" 4.25" 1.75" 169 451 620 1 1/4"Rim Board 2-Stud wall-SPF 3.50" 2.25" 1.75" 166 442 608 1 1/4"Rim Board •Rim Board is assumed to cry aft loads applied directly above It,bypassing the member being designed. " -r L Y ' ,t 1 r y 1-Uniform(PSF) 0 to 16'9" 16" 15.0 40.0 Riallil ..; ,..= 0 SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be In accordance with Weyerhaeuser product design criteria and put(shed design values. Weyerh ser a cpressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for of this softwareon details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Bloch)are not designed by this software.Use of ars is not intended to cktumvent the need fora design professional as,determined by tip authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation Is compatible with the overall project Products manufactured at Weyerhaeuser facillties are third-party certified to sustak r forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR 1387 and/or tested In accordance with applicable ASTM standards. For current code evaluation reports refer to hap://www.woodbywy.com/servkes/s_CodeReports.aspx. The product application,lout design loads,dimensions and support information have been provided by Forte Software Operator tit' . � ! 11/2/2015 1:03:10 PM ,Fsz4:x.�n� N� �., n�#'p.£.a�'Yy�i,,.,r�ytiiCo� ....�.� �� ��'�.u .¢< � �m.�� ,�l a.�illY:`:�. Andrew Williams Forte v5.0,Design Engine:V6.4.0.40 Sherman Engineering (503)230-8876 andy(�shermarrerginanrs.com Page 1 of 1 BeamChek v2007 licensed to:Sherman Engineering Inc Reg#7592-66413 110GGAN5 PARK FRAMING RBI Date: 11/02/15 Selection PT 6x 10 ti F#I Lu = 0.0 Ft Conditions NDS 2001 , Incised Mm Bearing Area RI = 3.7 in2R2= 3.7 in2 (I .5) DL Defl= 0.15 in Data Beam Span 12.0 ft Reaction I LL 900# Reaction 2 LL 900# Beam Wt per ft 12.7# Reaction I TL 1516# Reaction 2 TL 1516# Bm Wt Included 152 # Maximum V 1 516# Max Moment 4549'# Max V(Reduced) 1316# TL Max Defl L/240 TL Actual Defl L/493 LL Max Defl L/360 LL Actual Defl L/ >1000 Attributes Section (in3) Shear(in2) TL Defl (in) LL Defl Actual 82.73 52.25 0.29 0.14 Critical 56.50 15.33 0.60 0.40 Status OK OK OK OK Ratio 68% 29% 49% 36% Fb (psi) Fv(psi) E (psi x mil) Fc I(psi) Values Reference Values 1050 140 I.3 405 Adjusted Values 966 129 I .2 405 Adjustments CF Size Factor I .000 Cd Duration 1 .15 1.15 Cr Repetitive I .00 Ch Shear Stress N/A Ci Incised 0.80 0.80 0.95 I .00 CI Stability 1 .0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Loads Uniform LL: 150 Uniform TL: 240 = A Uniform Load A RI = 1516 R2 = 1516 SPAN = 12 FT Uniform and partial uniform loads are lbs per lineal ft. IZ DeamChek v2007 licensed to:Sherman Engineering Inc Reg#7992-664/3 HOGGANS PARK FRAMING RB2 Date: I 1/02/15 5election PT Gx I 0 H F#I Lu = 0.0 Ft Conditions NDS 2001, Incised Min Bearing Area RI = 1 .3 m2 R2= I .3 in2 (I .5) DL Defl= 0.05 in Data Beam Span 1 I .5 ft Reaction I LL 288# Reaction 2 LL 288# Beam Wt per ft 12.7 # Reaction I TL 533 # Reaction 2 TL 533 # Bm Wt Included 146# Maximum V 533 # Max Moment 1532'# Max V(Reduced) 460# TL Max Defl L/240 TL Actual Defl L/ >1000 LL Max Defl L/360 LL Actual Defl L/ >1000 Attributes Section (in3) Shear(m2) TL Defl (in) LL Defl Actual 82.73 52.25 0.09 0.04 Critical 19.04 5.35 0.58 0.38 Status OK OK OK OK Ratio 23% 10% 16% 1 1% Fb (psi) Fv(psi) E(psi x mu) Fc i(psi) Values Reference Values 1050 140 I.3 405 Adjusted Values 966 129 I .2 405 Adjustments CF Size Factor I .000 Cd Duration 1 .15 I .I 5 Cr Repetitive I .00 Ch Shear Stress N/A Ci Incised 0.80 0.80 0.95 1.00 CI Stability I .0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Loads Uniform LL: 50 Uniform TL: 80 = A Uniform Load A 0 RI = 533 R2 = 533 SPAN = 1 I .5 FT Uniform and partial uniform loads are lbs per lineal ft. 1 BEngineering 9 9 eamChek v2007 licensed to:Sherman En n Inc Re #7992-66413 �3 hOGGANS PARK FRAMING R53 Date: 11/02/15 Selection PT 4x 8 h F#2 Lu = 0.0 Ft Conditions NDS 2001, Incised Min Bearing Area RI = 1 .6 +n2R2= I .6 in2 (1.5) DL Defl= 0.02 in Data Beam Span 5.0 ft Reaction 1 LL 406# Reaction 2 LL 406# Beam Wt per ft 6.17# Reaction I TL 665 # Reaction 2 TL 665 # Sin Wt Included 3 I # Maximum V 665 # Max Moment 832'# Max V(Reduced) 505 # TL Max Defl L/240 TL Actual Deft L/ >1000 LL Max Defl L/360 LL Actual Deft L/ >1000 Attributes Section (in5) Shear (m2) TL Defl (in) LL Defl Actual 30.66 25.38 0.03 0.02 Critical 9.82 5.48 0.25 0.17 Status OK OK OK OK Ratio 32% 22% 13% 10% Fb (psi) Fv(psi) E(psi x mil) Fc (psi) Values Reference Values 850 150 I.3 405 Adjusted Values 1017 138 1.2 405 Adjustments CF Size Factor I .300 Cd Duration 1 .15 1 .15 Cr Repetitive I .00 Ch Shear Stress WA Ci Incised 0.80 0.80 0.95 I .00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Loads Uniform LL: 163 Uniform TL: 260 = A Uniform Load A R I = 665 R2 = 665 SPAN = 5 FT Uniform and partial uniform loads are lbs per lineal ft. v t -ODI 5eamChek v2007 hcensed to:Sherman Engineering Inc Reg#79,92-66413 hOGGANS PARK FRAMING h D I Date: 10/30/15 Selection 6x I O DF-L#2 Lu = 0.0 Ft Conditions NDS 2001 Min Bearing Area RI = 4.2 m2 R2= 4.2 in2 (I .5) DL Defl= 0.07 in Data Beam Span 8.0 ft Reaction I LL 1625 # Reaction 2 LL 1625# Beam Wt per ft 12.7# Reaction 1 TL 265 I # Reaction 2 TL 2651 # Bm Wt Included 102 # Maximum V 2651 # Max Moment 5302'# Max V(Reduced) 2 126# TL Max Defl L/240 TL Actual Defl L/674 LL Max Defl L/360 LL Actual Def! L/ >1000 Attributes Section (in3) Shear(in2) TL Defl (in) LL Defl ActuaI 82.73 52.25 0.14 0.07 Critical 63.22 16.31 0.40 0.27 Status OK OK OK OK Ratio 76% 31% 36% 27% Fb (psi) Fv(psi) E(psi x mil) Fc (psi) Values Reference Values 875 170 1.3 625 Adjusted Values 1006 196 1.3 625 Adjustments CF Size Factor I.000 Cd Duration I .15 I.15 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 Le = 0.00 Ft Kbe = 0.0 Loads Uniform LL: 406 Uniform IL: 650 = A Uniform Load A RI = 2651 R2 = 2651 SPAN = 8 FT Uniform and partial uniform loads are lbs per lineal ft. r i BeamChek v2007 licensed to:Sherman Engineering Inc Reg#7992-664/3 HOGGANS PARK FRAMING 11D2 Date: 10/30/15 Selection 4x I 0 DF-L#2 Lu = 0.0 Ft Condrtons NDS 2001 Min Bearing Area RI = 5.3 in2R2= 1 .5 in2 (I .5) DL Defl= 0.04 in Data Beam Span 5.0 ft Reaction I LL 446# Reaction 2 LL 161 # Beam Wt per ft 7.87# Reaction I TL 3333 # Reaction 2 TL 927# Bm Wt Included 39 # Maximum V 3333 # Max Moment 3013'# Max V(Reduced) 2826# TL Max Defl L/ 240 TL Actual Defl L/ >1000 Li Max Defl L/360 LL Actual Defl L/>1000 Attributes Section (in5) Shear(in2) TL Defl (in) LL Deft Actual 49.91 32.38 0.04 <0.01 Critical 29.I I 20.48 0.25 0.17 Status OK OK OK OK Ratio 58% 63% 18% 2% FL:, (psi) Fv(psi) E(psi x mil) Fc±(psi) Values Reference Values 900 180 1.6 625 Adjusted Values 1242 207 1 .6 625 Adjustments CF Size Factor I .200 Cd Duration I .I5 1 .15 Cr Repetitive I .00 Ch Shear Stress N/A Cm Wet Use 1 .00 I .00 1.00 I.00 CI Stability I .0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Loads Point TL Distance Par Unif LL Par Unif TL Start End B = 3250 1.0 406 H = 650 0 I .0 50 1 = 80 1.0 5.0 Pt loads: RI = 3333 R2 = 927 SPAN = 5 FT Uniform and partial uniform loads are ibs per lineal ft. i { X1)3 BeamChek v2007 licensed to:Sherman Engineering Inc Reg#Z992-66413 110GGANS PARK FRAMING 11D3 Date: 11/02/15 Selection 5-I/8x I 0-1/2 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2001 Min Bearing Area RI = 7.7 inR2= 10.7 int (I.5) DL Defl= 0.10 in 0.15 in Data Beam Span 8.0 ft Reaction I LL 3073 # Reaction 2 LL 3073# Beam Wt per ft 13.08# Reaction I TL 4993 # Reaction 2 TL 6943 # Bm Wt Included 105 # Maximum V 6943 # Max Moment I0682'# Max V(Reduced) 5922 # TL Max Defl L/240 TL Actual Defl L/534 LL Max Defl L/360 LL Actual Defl L/ >1000 Attributes Section (ins) Shear(int) TL Defl (in) LL Defl Actual 94.17 53.81 0.18 0.08 Critical 53.4 I 37.01 0.40 0.27 Status OK OK OK OK Ratio 57% 69% 45% 31% Fb (psi) Fv(psi) E (psi x mil) Fc I(psi) Values Reference Values 2400 240 I.8 650 Adjusted Values 2400 240 .1.8 650 Adjustments Cv Volume I .000 Cd Duration I.00 I.00 Cr Repetitive I .00 Ch Shear Stress N/A Cm Wet Use I .00 I .00 I .00 I .00 CI Stability I .0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Loads Uniform LL: 406 Uniform TL: 650 = A Point TL Distance Par Unif LL Par Unif TL Start End B = 2600 7.0 320 h = 440 0 8.0 42 1 = 64 0 8.0 h Uniform Load A Pt loads: /\ R I = 4993 R2 = 6943 SPAN = 8 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2007 hcensed to:Sherman Engineering Inc Reg#7992-664/3 I1OGGANS PARK FRAMING Date: 11/02/15 Selection Gx 10 DF-L#2 Lu = 0.0 Ft Conditions NDS 2001 Min Bearing Area RI = 5.0 m2R2= 6.0 in2 (I .5) DL Defl= 0.04 in Data Beam Span 6.0 ft Reaction I LL 1945 # Reaction 2 LL 1945 # Beam Wt per ft 12.7# Reaction I TL 3155 # Reaction 2 TL 3755 # Bm Wt Included 76# Maximum V 3755 # Max Moment 4969'# Max V(Reduced) 2962 # TL Max Defl L/240 TL Actual Defl L/886 LL Max Defl L/360 LL Actual Defl L/ >1000 Attributes Section (ins) Shear(int) TL Defl (in) LL Defl Actual 82.73 52.25 0.08 0.04 Critical 65.15 26.14 0.30 0.20 Status OK OK OK OK Ratio 82% 50% 27% 19% Fb (psi) Fv(psi) E (psi x mil) Fc I(psi) Values Reference Values 875 170 1 .3 625 Adjusted Values 875 170 I .3 625 Adjustments CF Size Factor 1 .000 Cd Duration 1 .00 I.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 Le = 0.00 Ft Kbe = 0.0 Loads Uniform LL: 200 Uniform TL: 275 = A Point TL Distance Par Unif LL Par Unif TL Start End B = 900 5.0 406 11 = 650 0 6.0 42 1 = 64 0 6.0 1 11 Uniform Load A Pt loads: RI = 3155 R2 = 3755 SPAN = FT Uniform and partial uniform loads are lbs per lineal ft. IdtD5 BeamChek v2007 licensed to:Sherman Engineering Inc Reg#79.92-66413 110GGANS PARK FRAMING I1D5 Date: 1 1/02/15 Selection 5-I/8x 16-I/2 GIB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2001 Min Bearing Area RI= 8.3 m2 R2= 7.1 in2 (1 .5) DL Defl= 0.44 in 0.66 m Data Beam Span 16.0 ft Reaction I LL 800# Reaction 2 LL 800# Beam Wt per ft 20.55 # Reaction I TL 5390# Reaction 2 TL 4602 # Bm Wt Included 329# Maximum V 5390# Max Moment 24779'# Max V(Reduced) 5142# TL Max Defl L/240 TL Actual Defl L/399 LL Max Defl LI 360 LL Actual Defl L/ >1000 Attributes Section (ins) Shear(in2) TL Defl (in) LL Defl Actual 232.55 84.56 0.48 0.04 Critical 124.47 32.14 0.80 0.53 Status OK OK OK OK Ratio 54% 38% 60% 8% Fb (psi) Fv(psi) E (psi x mil) Fc (psi) Values Reference Values 2400 240 I .8 650 Adjusted Values 2389 ' 240 I .8 650 Adjustments Cv Volume 0.995 Cd Duration 1 .00 I .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 Le = 0.00 Ft Kbe = 0.0 Loads Uniform LL: 100 Uniform TL: 160 = A Point TL Distance B = 4603 5.0 C = 2500 11.0 Uniform Load A Pt loads: RI = 5390 R2 = 4602 SPAN = 16 FT Uniform and partial uniform loads are lbs per lineal ft. 65f BeamChek v2007 licensed to:5herman Engineering Inc Reg#7992-664/3 NOGGANS PARK FRAMING FBI Date: 10/30/15 Selection 5-1/8x 12 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2001 Min Bearing Area RI = 5.5 in2R2= 5.5 in2 (1.5) DL Defl= 0.1 I in Recom Camber=0.17 in Data Beam Span 12.75 ft Reaction I LL 2550# Reaction 2 LL 2550# Beam Wt per ft 14.94# Reaction 1 TL 3602 # Reaction 2 TL 3602 # Bm Wt Included 19I # Maximum V 3602 # Max Moment 1 1480'# Max V(Reduced) 3037# TL Max Defl L/ 240 TL Actual Defl L/529 LL Max Deft L/360 LL Actual Defl L/856 Attributes Section (in3) Shear 02) TL Defl (in) LL Defl Actual 123.00 61 .50 0.29 0.18 Critical 57.40 18.98 0.64 0.43 Status OK OK OK OK Ratio 47% 31% 45% 42% Fb (psi) Fv(psi) E(psi x mil) Fc i(psi) Values Reference Values 2400 240 I .8 650 Adjusted Values 2400 240 1 .8 650 Adjustments Cv Volume I .000 Cd Duration 1 .00 1 .00 Cr Repetitive I .00 Ch Shear Stress N/A Cm Wet Use I .00 I .00 I.00 1 .00 CI Stability I .0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Loads Uniform LL: 400 Uniform IL: 550 = A Uniform Load A L RI = 3602 R2 = 3602 SPAN = 12.75 FT Uniform and partial uniform loads are lbs per lineal ft. f t rz BeamChek v2OO7 licensed to:Sherman Engineering Inc Reg#7992-66413 11OGGANS PARK FRAMING FB2 Date: 10/30/15 Selection 5-I/8x 12 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 200! Min Bearing Area R I= 7.4 m2 R2= 7.4 in2 (I .5) DL Defl= 0.15 in Recom Camber=0.22 in Data Beam Span 12.75 ft Reaction I LL 3443# Reaction 2 LL 3443 # Beam Wt per ft 14.94# Reaction I TL 4829# Reaction 2 TL 4829# Bm Wt Included 191 # Maximum V 4829 # Max Moment 153921# Max V(Reduced) 4071 # TL Max Defl L/240 TL Actual Defl L/395 LL Max Defl L/360 LL Actual Defl L/634 Attributes Section (in3) Shear(in2) TL Defl (in) LL Defl Actual 123.00 61.50 0.39 0.24 Critical 76.96 25.45 0.64 0.43 Status OK OK OK OK Ratio 63% 41% 6 I% 57% Fb (psi) Fv(psi) E(psi x mil) P&L(psi) Values Reference Values 2400 240 I.8 650 Adjusted Values 2400 240 I.8 650 Adjustments CN)Volume I .000 Cd Duration 1 .00 .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 Le = 0.00 Ft Kbe = 0.0 Loads Uniform LL: 540 Uniform TL: 743 = A • Uniform Load A Z\ RI = 4829 R2 = 4829 SPAN = 12.75 FT Uniform and partial uniform loads are lbs per lineal ft. F33 DeamChek v2OO7 licensed to:Sherman Engineering Inc Reg#7992-664 13 I1OGGANS PARK FRAMING FB3 Date: 10/30/15 Selection 3-I/8x 12 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2001 Mm Bearing Area RI = 3.7 m2 R2= 3.7 in2 (1 .5) DL Defi= <0.01 iri?.ecom Camber=0.0 I in Data Beam Span 5.0 ft Reaction I LL 1750# Reaction 2 LL 1750# Beam Wt per ft 9.1 I # Reaction I TL 2429 # Reaction 2 TL 2429# Bm Wt Included 46# Maximum V 2429 # Max Moment 30361# Max V(Reduced) 1457 # TL Max Defl L/240 TL Actual Defl L/ >1000 LL Max Defl L/360 LL Actual Defl L/ >1000 Attributes Section (in3) Shear(in2) TL Defl (in) LL Defl Actual 75.00 37.50 0.02 0.01 Critical 1 5.18 9.I I 0.25 0.17 Status OK OK OK OK. Ratio 20% 24% 8% 7% 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 I.000 Cd Duration I.00 I .00 Cr Repetitive I .00 Ch Shear Stress N/A Cm Wet Use I .00 I.00 1.00 I .00 CI Stability I .0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Loads Uniform 11: 700 Uniform TL: 963 = A • Uniform Load A RI = 2429 R2 = 2429 SPAN = 5 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2007 licensed to:Sherman Engineering Inc Reg#7992-66413 IIOGGANS PARK FRAMING FB4 Date: 10/30/15 5e%tion 5-1/8x 18 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2001 Min Bearing Area R I = 7.3 m2 R2= 5.4 in2 (1 .5) DL Defl= 0.63 in Recom Camber=0.94 in Data Beam Span 20.5 ft Reaction 1 LL 545 # Reaction 2 LL 545 # Beam Wt per ft 22.42 # Reaction I TL 4770# Reaction 2 TL 3503 # Bin Wt Included 460# Maximum V 4770# Max Moment 30185'# Max V(Reduced) 4627 # TL Max Defl L/ 240 TI Actual Defl L/365 LL Max Defl L/360 LL Actual Defl L/ >1000 Attributes Section (ins) Shear(in2) TL Defl (in) LL Defl Actual 276.75 92.25 0.67 0.05 Critical 156.81 28.92 I .03 0.68 Status OK OK OK OK Ratio 57% 31% 66% 7% F12 (psi) Fv(psi) E(psi x mid) Fc.i.(psi) Values Reference Values 2400 240 I.8 650 Adjusted Values 2310 240 I .8 650 Adjustments Cv Volume 0.963 Cd Duration I .00 1 .00 Cr Repetitive I .00 Ch Shear Stress WA Cm Wet Use 1 .00 I .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 B = 2429 4.5 C = 3885 10.5 Uniform Load A Pt loads: RI = 4770 R2 = 3503 SPAN = 20.5 FT Uniform and partial uniform loads are lbs per lineal ft. 135 BeamChek v2OO7 licensed to:Sherman Engineering Inc Reg#7992-66413 HOGGANS PARK FRAMING FB5 Date: 10/30/15 Selection 5-I/Sx 12 GO 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2001 Min Bearing Area R I = 6.0 m2R2= 6.0 m2 (1.5) DL Defl= 0.10 in Recom Camber=0.15 in Data Beam Span 12.0 ft Reaction 1 LL 2760# Reaction 2 LL 2760# Beam Wt per ft 14.94# Reaction 1 TL 3885 # Reaction 2 TL 3885 # Bm Wt Included 179 # Maximum V 3885 # Max Moment I 1654'# Max V(Reduced) 3237# TL Max Defl L/240 TL Actual Defl L/554 LL Max Defl L/360 LL Actual Defl L/593 Attributes Section (in3) Shear(m2) TL Defl (in) LL Defl Actual 123.00 61 .50 0.26 0.16 Critical 58.27 20.23 0.60 0.40 Status OK OK OK OK Ratio 47% 33% 43% 40% Fb (psi) Fv(psi) E(psi x mil) Fc I(psi) Values Reference Values 2400 240 I .8 650 Adjusted Values 2400 240 I.8 650 Adjustments Cv Volume I .000 Cd Duration 1 .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 I .0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Loads Uniform LL: 460 Uniform TL: 633 = A Uniform Load A R I = 3885 R2 = 3885 SPAN = 12 FT Uniform and partial uniform loads are lbs per lineal ft. re;(17 DeamChek v20O7 licensed to:Sherman Engineering Inc Reg#7592-66413 I1OGGANS PARK FRAMING FBG Date: 10/30/15 Selection 5-I/8x 12 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2001 Min Beanng Area RI = 5.4 in2R2= 5.4 in2 (I .5) DL Defl= 0.I I in Recom Camber= 0.17 in Data Beam Span 13.0 ft Reaction I LL 2470# Reaction 2 LL 2470# Beam Wt per ft 14.94# Reaction I TL 3493 # Reaction 2 TL 3493 # Bm Wt Included 194# Maximum V 3493 # Max Moment I 1354'# Max V(Reduced) 2956# TL Max Defl L/240 TL Actual Defl L/524 11 Max Deft L/360 LL Actual Defl L/850 Attributes Section (m3) Shear(in2) TL Deft(in) LL Defl Actual 123.00 61.50 0,30 0.18 Critical 56.77 18.47 0.65 0.43 Status OK OK OK OK Ratio 46% 30% 46% 42% Pb (psi) Fv(psi) E (psi x mil) Fc I(psi) Values Reference Values 2400 240 I.8 650 Adjusted Values 2400 240 I.8 650 Adjustments Cv Volume 1 .000 Cd Duration 1.00 I .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: 380 Uniform TL: 523 = A Uniform Load A /\ RI = 3493 R2 = 3493 SPAN = 13 FT Uniform and partial uniform loads are lbs per lineal ft. . r$7 BeamChek v2007 licensed to:Sherman Engineering Inc Reg#7992-664/3 110GGAN5 PARK FRAMING FB7 Date: 10/30/15 Selection 3-1/8x 12 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions ND5 2001 Min Bearing Area R I= I .6 m2 R2= I .6 in2 (I .5) DL Defl= 0.33 in 0.49 in Data Beam Span 19.0 ft Reaction 1 LL 505 # Reaction 2 LL 505 # Beam Wt per ft 9.I 1 # Reaction I TL I 0 19# Reaction 2 TL 1061 # Bm Wt Included 173# Maximum V 1061 # Max Moment 4874'# Max V(Reduced) 979 # TL Max Defl L/240 TL Actual Defl L/440 LL Max Defl L/360 LL Actual Deft L/ >1000 Attributes Section (in3) Shear(in2) TL Deis (in) LL Defl Actual 75.00 37.50 0.52 0.19 Critical 24.37 6.12 0.95 0.63 Status OK OK OK OK Ratio 32% 16% 55% 30% Fb (psi) Fv(psi) E (psi x mil) Fc I(psi) Values Reference Values 2400 240 I .8 650 Adjusted Values 2400 240 I .8 650 Adjustments Cv Volume I.000 Cd Duration I .00 I .00 Cr Repetitive I .00 Ch Shear Stress N/A Cm Wet Use I.00 1 .00 I .00 I.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 B = 200 4.0 C = 317 14.25 Uniform Load A Pt loads: /\\ L RI = 1019 R2 = 1061 SPAN = 19 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v20O7 licensed to:Sherman Engineering Inc Reg#7952-664/3 I1OGGANS PARK FRAMING Date: 10/30/15 Selection 6-3/4x 21 GW 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2001 Min Bearing Area R I = 15.6 it .2= 19.4 in2 (1.5) DL Defl= 0.46 in Recom Camber=0.69 in Data Beam Span 20.0 ft Reaction I LL 4048# Reaction 2 LL 5898# Beam Wt per ft 34.45 # Reaction 1 TL 10141 # Reaction 2 TL 12618# Bm Wt Included 689# Maximum V 12618# Max Moment 60308'# Max V(Reduced) 10510# TL Max Defl L/ 240 TL Actual Defl L/371 LL Max Defl L/360 LL Actual Defl L/ >1000 Attributes Section (in3) Shear(m2) TL Defl (in) LL Defl Actual 496.13 141 .75 0.65 0.19 Critical 326.20 65.69 1 .00 0.67 Status OK OK OK OK Ratio 66% 46% 65% 28% Fb (psi) Fv(psi) E (psi x mil) Fc i(psi) Values Reference Values 2400 240 I .8 650 Adjusted Values 2219 240 1.8 650 Adjustments Cv Volume 0.924 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 I .0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Loads Point TL Distance Par Unif LL Par Unif TL Start End B = 4600 7.0 50 li = 80 0 7.0 C = 3000 13.0 50 1 = 80 13.0 20.0 320 J = 440 0 20.0 407 K = 650 13.0 20.0 K J 11 Pt loads: © 1 RI = 10141 R2 = 12618 SPAN = 20 FT Uniform and partial uniform loads are lbs per lineal ft. isilF 0 R T E a MEMBER REPORT Level,Floor:Rush Beam PASSED 2 piece(s) 13/4" x 11 7/8" 2.0E Microllam® LVL Fr51 Overall Length:18'7 1/2" ,� �;,y, ,$2^.«,�.y°a/ .fit' � � S"" ".",..� ''" �` ✓' � c' s�$ + + E,"?a•sf`.e-«" w �,a -� 'yam'Y' s ....n�Aa*'a t344 .,... 0 r g , am, ..y� zN ssy '��:�.�:�t. �,� *,cza:,w•.,rwe 3ro "`'"s,G,^':; vk'v� �:oYi� ».a.- 5 1..�,.• 16'712" 2' All locations are measured from the outside face of left support(or left cantilever end).Ail dimensions are horizontal. o . da+ s ,r .hr -.x s tv -'a System:Floor Member Reaction(lbs) 5319 @ 16'4 1/8" 10041(6.75") Passed(53%) a 1.0 D+1.0 L(All Spans) Member Type:Flush Beam Shear(lbs) 967 @ 17'7 3/8" 7107 Passed(14% 0.90 1.0 D(All Spans) Building Use:Residential Moment(Ft-lbs) -2267 @ 16'4 1/8" 16063 Passed(14%) 0.90 1.0 D(All Spans) Building Code:IBC Live Load Defl.(In) 0.083 @ 8'4 13/16" 0.397 Passed(L/999+ 1.0 D+1.0 L(Alt Spans Design Methodology:ASD Total Load Deft(In) 0.042 @ 18'7 1/2" 0.228 Passed999+ ® 1.0 D+0.75 L+0.75 Lr(Alt Spans) •Deflection criteria:LL(1/480)and TL(1/240). •Overhang deflection criteria:LL(21/480)and TL(21/240). •Brading(Lu):All compression edges(top and bottom)must be braced at 18'2"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve menter stability. • ti r P riaF1 -lei ff ''"" ,✓� d d t xs9.ms 1-Hanger on 117/8"SPF beam 5.50" Harger1 1.50" 116 448 -12 564/-12 See note 1 2-Stud wall-SPF 6.75" 6.75" 3.58" 4765 554 162 5481 Blocking •Blocking Panels are assumed to carry no bads applied directly above them and the fill bad Is applied to the member bang designed. •At hanger supports,the Total Bearing dimension is equal to the width of the material that Is supporting the hanger •1 See Corvhector grid below for additional Information and/or requirements. en., r na self-drilling 16-SDS self-drilling 1-Face Mount Hanger MGU3.63(H1=9.25) 4.50" N/A wood screw 0.242 dla. wood screw 0.242 dla. 212" x212" 1-Uniform(PSF) 0 to 18'7 1/2" 1'4" 15.0 40.0 - Residential-Living 2-Point(Ib) 16'10" N/A 4200 3-Uniform(PSF) IMINSIN 3' 16.8 - 25.0 s L >>ev A , ,10SUSTAINABLErSTRI INITIATIVE Weyerhaeuser warrants that the sizing of Its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Bloddng Panels and Squash Blocks)are not designed by this software.Use of this software Is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer Is responsible to assure that this calailation is compatible with the overall project.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 refer to http://www.woodbywy.com/services/s_CodeReports.aspx. Tice product application,lout design loads,dimensions and support Information have been provided by Forte Software Operator ;e 11/9/2015 8:55:46 AM ... ,. .n._ �. _ „.,,.a. ..� Forte v5.0,Design Engine:V6.4.0.40 Andrew Williams Sherman Engineering (503)230-8876 Page 1 of 1 andy c@shermanengineers.com a9 . O BeamChek v2007 licensed to:Sherman fngmeermg Inc Reg#7992-664/3 110GGANS PARK FRAMING FB 10 Date: 10/30/15 Selection I-3/4x I I-7/8 I.9E TJ Microllam LVL Lu = 0.0 Ft Conditions NDS 2001 Min Bearing Area RI = 0.4 m2R2= 0.4 in2 (1.5) DL Defl= <0.01 in. Data Beam Span 5.5 ft Reaction I LL 220# Reaction 2 LL 220# Beam Wt per ft 5.34# Reaction I TL 317# Reaction 2 TL 3 17# Bin Wt Included 29# Maximum V 317# Max Moment 436'# Max V(Reduced) 203 # TL Max Defl L/240 TL Actual Defl L/ >1000 LL Max Defl L/360 LL Actual Deft L/ >1000 Attributes Section (m3) Shear(m2) TL Defl (in) LL Defl Actual 41 .13 20.78 0.01 <0.01 Critical 2.01 I .07 0.28 0.18 Status OK OK OK OK Ratio 5% 5% 2% 2% Fb (psi) Fv(psi) E (psi x mil) Fc L (psi) Values Reference Values 2600 285 1 .9 750 Adjusted Values 2604 285 1 .9 750 Adjustments CF Size Factor I .001 Cd Duration 1 .00 I .00 Cr Repetitive I .00 Ch Shear Stress N/A Cm Wet Use 1.00 1 .00 1 .00 1 .00 Cl Stability I .0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Loads Uniform LL: 80 Uniform TL: 110 = A Uniform Load A /\ RI = 317 R2 = 317 SPAN = 5.5 FT Uniform and partial uniform loads are lbs per lineal ft. Hoggans Park- Plan 2626L Lateral Load LL 10/29/15 2012 IBC Per ASCE 7-10 Basic Wind Speed= 120 lczt = 1.00 Exposure Category= B A = I.00 Building Height= 18 1 = 1.00 Roof Slope= 6 :12 = 26.6' Zone Pressure ASD LC A5D Pressure A 27.7 0.6 = 16.6 B 8.8 0.6 = 5.3 C 20.6 0.6 = 12.4 D 7.7 0.6 = 4.6 Use 5 psf at roof for MWPRS •End Zone Distance: EaveHt(ft) 18 x40% = 7.2 ft Bldg Width(ft) 44 x 10% = 4.4 ft Width x4%= 1.8 ft Bldg Length(ft) 38 x 10% = 3.8 ft Length x4%= 1.5 ft Minimum= 3.8 ft Edge Stnp= 3.8 ft (End Zone=2x Edge Strip) End Zone= -`; • Per IBC 2012 Use Group= I Number of Stories= 2 <3 -► Simplified analysis per IBC Section 1613.5.6.2 S = 0.716 R= 6.5 __ 1.2 5 = / a Roof W= 15.0 1587 = 23.8 Walls = 8 8.0 ft 1/2 153 = 4.9 Partitions = 6 8.0 ft 1/2 92 = 2.2 Z1 30.9 x 18 = 556 Floor W= 15 1672 = 25.1 Walls = 8 9.0 ft 1/2 164 + 4.9 = 10.8 Partitions = 6 9.0 ft 1/2 66 + 2.2 = 4.0 39.9 x 10 = 399 r1173 .➢ 70.8 X 0.132 1 = Base Shear Distribution: Q 9.4 _ 5.5 = i 955 X 556 1.41 " ()Fir = 9.4 X 399 = 3.4 = 4 \ 955 I.4 ; LL-20121804-oppana Park-Plan 2928. 10/29/2015 Design Maps Summary Report MUMS Design Maps Summary Report LZ • User-Specified Input Report Title Tigard, OR Thu October 29,2015 21:33:24 UTC Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 45.42573°N, 122.7893°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category• k I/II/III `+ �+ ; a. k i "` {,a.'rT. J 6 77vrL�Bb F x ry, rM,xy • % zC .4� ar •f,r e, z41 ,� y r cY tJ •v �"ani s's T, > `+ ^tv \ a'x ��� " �� t .r N� v •xi. bad i� `„. • • �-. � �rrwy. ,�.$ .fir =, * F `- }� kly ® b 4 r^s { rsa • 'tet"' R C" 4 •• ss, Jfi Y� f d' ; fRy 3-r; • *q t t r ii r ,.'" `- a e a sal.` ,-, J's`s�.r{ ..v" '' + �31a ,'.�;yu rt r {Pi*rr `+i ,�a� ' 'a • .w• ' .�^ �,�r Crs' f z a�"4, ,,. USGS-Provided Output Ss = 0.964 g SMS = 1.074 g SDs = 0.716 g Si = 0.422 g SMl = 0.666 g SD1 = 0.444 g For information on how the SS and Si values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP" building code reference document. NICER Response Spectrum Design Response Spectrum 1.10 0.72. 0.50 0.64 0.00 0.55 0.77 7 0.40 IS 0.66 iA 0.35 I 0.40Wi 0.44 0.32 0.32 0.34 0.22 0.15 0.11 0.00 0.00 0.00 0.00 0.20 0.40 0.50 0.00 1.00 1.20 1.40 1.60 1.80 zoo 0.00 Q.30 0.40 0.60 0.00 1.00 1.20 1.40 1.60 1.00 20Q Period. T(sec) 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 http://ehp1-earthquake.cr.usgs.gov/designm aps/us/sum mary.php?template=m inimal&latitude=45.425727&longitude=-122.7893&siteclass=3&riskcategory=08.e... 1/2 ■ SHERMAN ENGINEERING, INC. 3151 NE Sandy Blvd Suite 100 Portland, OR 97232 WIND LOAD PER IBC 2012 JOB: Hoggans Park-Plan 2626L Loading: FRONT/BACK VI V2 V3 V4 Roof Wall End Zone=` psf ;psf Interior= psf psf End Zone ♦ Interior _ ♦ End Zone End Zone Lengtht �'ft Roof Ht � ft Diaph 1 width °. 8,5.';ft Wall Ht ft Qn Qn Qn Diaph 2 width M ` s'` 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 1 End Left "E4t& % tti .,y74„4 . 2 Inter r : € r � fP ot 3 End Right 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 1 End Left Li % L. 1 .. 2 Inter m � ci Cp 4 , l i t v� ,� X53 3 £c g ' �z7k, .�i,� }+a'a^lf d Y �. �^�>' d�fd ,o'Ph�•u . �-�� 3 � .���� &�'' `�' 'IR :%$ 9 .it..�. k3X!`�A� .4r75:.3 3 End Right �r8 * 4 �c � ° �� � �.� , „ ,� TEA MAIN FLR Roof Wall TOTAL UPPER FLOOR LOAD End Zone= `k psf psf Interior= `psf �� a�� �psf LINE ROOF UPR FLR TOTAL Wall Ht. . . 1 0.5 0.6 '1 2 0.9 1.1 Diaph 1 width ft 3 0.5 0.7 -� t4dtrItt Diaph 2 width _ ft Vv 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 trib total load trib trib total load trib trib total Q MAIN FLR width height width width height width width height width width height width psf ft ft ft psf ft ft ft psf ft ft ftpsf ft ft ft kips 1 End InterLeft i k... '_•,ss '' $; zs�.�:«�' ' 'i rya S":a �'*'�eT�. a- �`$k , € w.41 2 �. �At+:m .• .mow t� .�. � >� �>:� � �v �`"°�� �' ��. � s 3 End Right ' s ` : .°? SHERMAN ENGINEERING, INC. 3151 NE Sandy Blvd Suite 100 Portland, OR 97232 WIND LOAD PER IBC 2012 JOB: Hoggans Park-Plan 2626L Loading: SIDE/SIDE V1 V2 V3 V4 Roof Wall End Zone= psf psf Interior= psf °.. r,n psf End Zone v _ Interior ♦ End Zone End Zone Length = ft Roof Ht u` , g ft Diaph 1 width =ft Wall Ht. ,3, ft Qn Qn Qn Shear V1 V2 V3 V4 REACTION Line Condition load trib trib total load trib trib total load trib trib total load trib trib total Q ROOF width height width width height width width height width width height width psf ft ft ft psf ft ft ft psf ft ft ft psf ft ft ft kips A End Left � �� � + sh I C End Right er r �. _ °,. f "4.a t* a �$ .$xs •s�.., �. � s� . - a, z:4 ' 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 A End Left y � y � at .a' d �.,. C End Right . ' aag � � §• . �� Y MAIN FLR Roof Wall TOTAL UPPER FLOOR LOAD End Zonefl psf ) psf Interior= 4 psf psf LINE ROOF UPR FLR TOTAL Wall Ht � A 0.4 1.4 fr-fare p� Diaph 1 width ft c 0.4 1.4 {_ Diaph 2 width ,'`'ft F SHERMAN ENGINEERING, INC. 3151 NE Sandy Blvd r Suite 100 Portland, OR 97232 Shear V1 V2 V3 V4 REACTION Line Condition load trib trib total load trib trib total load bib bib total load bib 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 psf ft ft ft psf ft ft ft kips A End B Left a , �#..,r-rr, .? ae +• T Inter s.?Ts�f"v C End Right °',.1141'''.:14.° F j is Sherman Engineering, Inc. LL 3151 NE Sandy Blvd. Portland,OR 97232 P OJC1: l0/30/2015 (503)230-8876 Phone (503)226-4745 Fax HOGGAN5 PARK - PLAN 2626L AJW F1 ONf/BACK LOADING. WIND(k) 5E15MICC k) VI I.I 0,9 V2 2,1 2,0 so 2 ROOF DIAPH V3 1,2 1.0 a St? 9 51-AJWA115 @ UPPP FLP - VI 5 0,9 k + 37 LF = ( 25 iv I) - w LI k + 371-F = 30 #/' Z.S. A. - Pee Wall: 30 - Co 1.00 .. 30 #/' 133 # 9 '3v5 ,llii .?5 w 2.1 k 15 LF = Iho #/' Mill .�t= Pere Wall: 140 + Co 1.00 - 140 #/' '1142 V3 5 1.0k 42 LF _ ( 24 #/'> I -1 illailaida w 1.2 k + 421.F = 29 #/' Pere Wall; 29 + Co 1.00 - 29 #/' "Z3: 1 WIND(k) I5MICC k) VI 1.3 Oh V2 2.6 1.4 SLP. DIAPN. i V3 1,6 0.8 51-EAI?WALL5 @ LOW OP Tti VI 5 0,9 k + 0.6 k = 2 k + 42 LF = 1.7 ai' 11111 w 1,1 k + 1.3 k = 2 k + 42 LP = 57.1 iv. Perf Wall: 57 + Co 1.00 .- 57 #1 I ,"V am tiA 5 IRekirasaola V2 5 2,0 k + 1,4 k = 3 k + $1 LP - SR s/. L w 2.1k + 2.6k - 5k + SLP = irr- a,' I.:7_1 Perf Wall; l2-+ Co 1.00 - Iz2 #/' VII ==.11211 V3 5 1.0 k + O.8 k - 2 k ÷ 38 LP = 47.7 ui SA°"� .a.a. 16 r- 1.0w 1.2 k + 1.6 k = 3 k + 38 LP = 74.2 ,v,. 1� `i. Perf WA: 74 + Co 0,95 - 78 #1' "r 1 All --=— i. I4-!1111c,Tl�.! s • ... ' _ ..r. ■A ■■ — Sherman Engineering, Inc. LLq 3151 NE Sandy Blvd. Portland,OR 97232 MOICT: 10/30/2015 (503)230-8876 Phone (503)226-4745 Fax HOGGAN5 PAM - PLAN 26261. MW 51M/5IM LOADINGS WIND(k) 5�I5MIC(k) VA 1.8 2.0 VC 1.6 2,0 ROOF LIAPN, GS SI AKWALLS @ I PPN:FLP © p.; ►:.�.LG g y VA 5 2.0 k + 21 LF _ ( 95 4/') ci w 1.8 k + 21 LF _ 86 #/' 5 PerfWall; 95 + Co 0,71 134 /' 111� VC s 2.0 k + 25 LP = ( 82 4/') I ,; ---M,Perf WCL 82 - Co 071 115 #/' .0 `1 -'°- ti MA 4 WIND(k) 515MIC(k) VA 1.5 0.8 V13 2.2 1.4 FLI:. I7IAPH. VC 1.1 0.6 5NEAf?WALL5 @ LOW FIX VA 5 2,0 k + as k - 3 k + to 1r - 280 'V' /�� Z,6 �^°.�° w 1.8 k + i. k - 3 k + to LP - 330 +ii' ,�, © — , PerF W�1; 330 Co 0,72 - 458 4/' �-� �`I 1 VP s o,o k + 1.4 k = I k + 8 If - 187 iv. 1i% w 0,0 k + 2,2 k = 2k _ 8 LP — S E F � 293 ,Ri� Perf Wall; 293 + Co 1.00 - 293 4/ i G VC s 2.0 k + 0.6 k = 3 k + 30 LF - 89.4 n/. 2di �� RIM sss IO w L8 k + I.1 k - 3 k + 3o LP - 9/.5 ./, , r- Perf Wall; 97 + Co 0.64 . 152 #/' IM 3 it 1-1 r_ n OVERTURNING - FRONT BACK HOGGANS PARK - PLAN 2626L LL 10/30/2015 GRID SHEAR DEAD DEAD DEAD LOAD LOAD NET LINE LEVEL LENGTH SHEAR/FT HEIGHT TRIG LOAD M,restst REDUCTION M,ot ABOVE UPLIFT LINE I V-2 36.5 0.030 8 4 15 82.60 WIND 8.8 0.00 -I . 12 V-1 42 0.057 9 4 15 116.42 WIND 21.5 -I .I 2 -2.27 LINE 2 V-2 15 0.140 8 4 15 13.95 WIND 16.8 0.00 0.56 V-1 3.25 0.122 9 4 15 0.70 WIND 3.6 0.00 0.97 %, V-1 15 0.122 9 4 15 14.85 WIND 16.5 0.56 I .07 S ;,„Af -y , 7. I4 E S LINE 3 V-2 42 0.029 8 4 15 109.37 WIND 9.7 0.00 -I .33 iliktqta915MOViak4::-. V-1 38 0.078 9 4 15 95.30 WIND 26.7 -1 .33 -2. 13 azasr3'w= ; OVERTURNING - SIDE TO SIDE GRID SHEAR DEAD DEAD DEAD LOAD LOAD NET LINE LEVEL LENGTH SHEAR/FT HEIGHT TRIB LOAD M,resist REDUCTION M,ot ABOVE UPLIFT LINE A V-2 7 0.095 8 16.25 15 7.54 SEISMIC 5.3 0.00 0. I IEe�T '; V-2 8 0.134 8 4 15 3.97 WIND 8.6 0.00 0.77 " #W e M5 • r A H-. V-1 2 0.334 7 4 15 0.23 WIND 47 0.00 2.27 4yka%�LIQ k Tht r f cid R V-1 6 0.458 9 4 15 2.38 WIND 24.7 0.77 4.65 3xAl it. Af1 LINE B V-1 7.5 0.293 9 16.25 15 8.88 WIND 19.8 0.00 1 .93 `�Y _ t " ,`; ._$: LINE C V-2 18 0.115 8 16.25 15 49.86 WIND 16.6 0.00 -0.74q: " ,3/e -gk` � , V-1 17 0.152 9 4 15 19.07 WIND 23.3 -0.74 -0.05 > w LINE C V-2 6.5 0.082 8 4 15 2.62 SEISMIC 4.3 0.00 0.41 titk V-1 12.75 0.098 9 5 15 11.95 WIND 11.2 0.4I 0.73 tagg OT-Hoggans Park-Plan 2626L F 7 .• " •• LLIO SINEARUALL SCI-IEDULE WALL WALL FASTENER TYPE WOOD SILL PLATE WOOD 50LE PLATE SHEARWALL TO SFEARWALL TO ROOF WOOD SILL TO MARK(I) SHEATHING (2) (BUILDERS PREFERENCE) (3) TO GONG CONN. (4) TO RIM JST,/BLK6(5) BLK6/RIM BD. (6) BIRD BLOCK CONN.(-I) EXI5TIN6 FOAND. {6) /�` 8D,0.131'X2-1/2"POWER DRIVEN ti.APA RATED FASTENER OR 136AXI-I/2"STAPLE, i"-DIA.XIO"ABS o 16d o 6"O.G. 'A35'o 24"OL. 5IMPSON'L55O'o SIMPSON'ISP' (gi5514T6 ONE SIDE WAGE 0 6"OL.( t 12"O.G.HELD 32"O.G. 24'O.G. SPACED®80'O G. U i"APA RATED 8D 0.131'X2-I/2"POWER DRIVEN SHT6 ONE SIDE FASTENER OR 136AXDII-1/2"STAPLE, J1" A.XIO"A.B.5 0 SIMPSON 1540'0 SIMPSON VFP' 0501b111 SPACE 0 4'O.G.EDGES t 12"0.0.FIELD 24"O.G. Ibd 0 4"OC. A35'o IS"OG. 0501b111 24'O.G. SPACED 0 45'0.0. �•APA RATED 8D,0131%2-1/2"POWER DRIVEN SNAG ONE SIDE FASTENER OR 136AXI-1/2"STAPLE, i"-DIA.XIO"A.B.5 0 20,a 3"O.G. 'A35'0 12"O.G. SIMPSON 5540'0 SIMPSON'UFP' (50510 SPACE 0 3'0.0.EDGES 4 12"O.G.FIELD IS"D.C. 24'O.G. SPACED 0 32"0C. 8D OR 0.131"X2-I/2"POWER DRIVEN SIMPSON 5S4O'0 24" i"APA RATED FASTENER 4 SPACE 0 2'O.G.EDGES t 3/4"-DIAXI2"AB.S SIMPSON'UFP' SE"ONE S'-`Iry 24'OL. 20d 0 3"O.G. 'A35'0 10'O.G. O.G.t TLOK SPACED a 24"O.G. (6700 12"O.G.FIELDI/4X6"SCREI4 FSD OR 0.131"X2-1/2"POWER DRIVEN SIMPSON 5540'0 12" ' �"APA RATED FASTENER I4 SPACE 0 4"0.0.EDGESt 3/4"-DIAXI2"A B.S 20d o 3"O.G.1 (74Op) 5HT5 TWO SIDES 12'O.G.FIELD 0 20"O.G. 'ABS'0 5"O.G. ` a 8'O.G. I/4X6'SCREW K WA /b\ a"APA RATED 0.131"x2-I/2"POWER DRIVEN 3/4'-DIAXI2"ABS. 20d 0 3"O.G.! SIMPSON 5590'0 12" 5HT6 TWO SIDES FASTENER 4 SPACE O 3 O.G.EDGES 4 e 18"OG. A35'0 4"OC. 'A95,o b"O.G. OG.4 TTmberLOK WA (OIOK) 12'O.G.FIELD 1/4X6"SCREW AN 1i.APA RATED 80 OR 0.131"X2-1/2"POWER DRIVEN 3/4"-DIAXI2"AJ3,5 20d o 3"OG.t SIMPSON 5-540'0 7" 5HT6 TWO SIDES FASTENER 4 SPACE 0 2'OG.EDGES I 0 12"O G.(3X REQD) 'A35 0 3"O.G. '0 4"OL, O.G,4 TTmberLOK WA (1560,912'OG.FIELD I/4X6"SCREW NOTES: I.)ALLOWABLE SHEAR CAPACITY FOR TYPE W WALLS MAY BE INCREASED TO 33O-PLF AND TYPE'C'WALLS MAY BE INCREASED TO 460-PLF FOR WIND LOADING 2)ALL PLYWOOD SHEATHING,EDGES SHALL BE SUPPORTED AND NAILED BY 2X BLOCKING. WHERE DOUBLE PLY WALLS ARE REQUIRED,STAGGER STUDS THAT RECEIVE NAILING EACH SIDE OF WALL. FRAMING AT ADJOINING PANEL EDGES SHALL BE 3X AND NAILS SHALL BE STAGGERED(DBL 2X ACCEPTABLE WHEN SPIKED TOGETHER WITH 16d SPACED TO MATCH SHEARWALL NAILING PATTERN). WALL STUD SPACING SHALL BE SPACED AT A MAXIMIM OF 16"ON CENTER. 3)DO NOT PENETRATE THE SURFACE OF THE SHEATHING WITH THE NAIL HEAD. LOCATE NAIL 1"MIN.FROM PANEL EDGE. FOR WALL TYPES 5,G t D'-STAPLES ARE ALLOWED IN LIEU OF NAILING,USE 136A.X I-1/2'STAPLES. 3X(OR DBL 2X)REQUIRE AT PANEL EDGES FOR WALL TYPES'D-H'. 4)ALL ANCHOR BOLTS SHALL HAVE A STEEL PLATE WASHER CS"X3"INSTAI I Fr7(GALVANIZI32 AT TREATED SILLS). LOCATE ANCHOR BOLT 50 THAT EDGE OF PLATE WASHER 15 WITHIN "AWAY FROM FACE OF PLYWOOD SHEATHING,AT DBL SHEATHED WALLS USE A 3X4 PLATE WASHER TO MAINTAIN THE Jj"EDGE DISTANCE. IF BOLT SPACING 15 GREATER WAN WALL LENGTH INSTALL AN ANCHOR BOLT WITHIN 12"OF EACH END OF WALL. 5)NAILING SHALL BE LOCATED IN THE CENTER OF THE RIM OR BLOCKING MATERIAL. 'A35'CLIPS GAN BE REPLACED BY 5-PT5.'INSTALL'LPTS'OVER WALL PLYWOOD WHEN INSTALLED ON PLYWD.SIDE OF WALL. 6)SIMPSON CLIPS AT TOP OF WALLS ARE NOT REQUIRED IF WALL SHEATHING IS LAPPED AND NAILED TO RIM BC'.OR BLOCKING ABOVE. 'A35'CUPS CAN BE REPLACED BY'LPT5.' 1)INSTALL TS'CLFS FROM INSIDE OF BLOCKING TO SHEAR-WALL BELOW. WHERE VENT BLOCKS ARE LOCATED,ADD UP THE AMOUNT OF CLIPS REQUIRED AT THE SMEAR-WALL LENGTH AND SPACE CLIPS AT NON-VENT BLOCK AREAS ALONG 11E SAME LIFE.T1rrberLOIC SCREWS ARE REQUIRED AT TRUSS ONLY SPACED AT 24"ON CENTER. 8)SPECIAL INSPECTION IS REQUIRED FOR POST-INSTALLED CONCRETE ANCHORS ON SIMPSON IFP'BRACKETS. EACH ANCHOR REQUIRES A STANDARD GUT WASHER. SHEARU)ALL DETAILS: MOOD 50LE PLATE /,, WOOD SOLE 'q TO RIM JST..BLK6 AME AS PLATE NAILI SHEARWALL TO ROOF WALL 5116 4.1 BIRD BLOLK CONN. EDGE " _ NAILING TO Var BLKG Ilt‘i WOOD SOLE • PLATE'A35 OR ►� 1111 ,,/' IIIIIII1_ LPTS Oil `II P'BRACKET `. .1---i:-' '- r� -".. .-•?.. .: s •:: 5D5 SCREWS � \. 10111.11.1111 i ,!Il` SEE NOTE : . , "` t. • i 1pA��, 1111 c'' ,1M... .'T-., SHEARWALL TO ` WOOD SILL PLATE ' C 'w.. BLK6/RIM BD. �/� CLIPS CONN. . "-DIA.EXP. .) IP TO GONG GOAI. •(2))j 0 • BOLTS W/4-1/2" •.• - EMBEDMT. LL SILL TO • TO SHEATHING W/ WORD EXIOD I FOUFID. BLK6/RIM BD FASTENERS PER SCHEDULE