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Report r y Sherman Engineering, Inc. 3 15 I NE Sandy Blvd. Ste. 100, Portland, OR 97232 (503) 230-8876 Ph (503) 226-4745 Fax SEI Job#:15-MSOC-02-121 HOGGANS PARK - PLAN 2626E Elevation B Tigard, OR November 9, 2015 Westwood Homes, LLC F 12700 NW Cornell Rd i. iftfy Portland, OR 97229 V. b' f�` (503) 715-2383 RE�•Nq) 10,Nqp, 04,p. sviesk EXPIRES: 6/30/ . SubJect: Sheet No. Foundation: FD I Patio Cover: RF Framing: Girder Truss Loading GT I -GT3 Floor Joists FJ I Roof Beams RB I -R83 Headers HDI -115 Floor Beams FB I -FB I 0 Lateral: Loading LL I -LL2 Diaphragm/Wind Shears LL3-LLG Shearwalls LL7-LL8 Overturning LL9 Schedule LL I 0 Details D I -D28 FOOTING SCH EDU LE SHERMAN ENG/NEER/NG, INC. K 3/5/ NESandyB/vFDI JOB: HOGGANS PARK Port/and, OR 97232 I 1/2/15 < Client: WESTWOOD HOMES AJW a, soil = 1,500 psf(Assumed) REINFORCEMENT Number Type wallow P,allow FTG Size USE REBAR lbs/ft Ibs width (inch) depth (inch) C I Cont. 1500 6,000 12 8 C2 Contmous 1 750 7,000 (I) #4 Cont I`I' 8 (1) #4 Cont C3 Contmous 2000 8,000 16 I0 C4 Contmous 2250 9,000 (2) #4 Cont 18 1 0 (2) #4 Cont Number Type Fallow A FTG Size kips ft2 b (inch) I (inch) d (inch) U5E REDAR PI Pad 3.4 2.3 �� � Dearin, (-sf) ( � , M r ''f40.r 1500 Mu = 1.08k-ft As = .4m2 a = 0.52 Mcap = 1I .66kftk� �.� _ � ,�- � ,, ��. : l P2 Pad � P2 6.0 4.0 , , �° y� ``� F: 1500 E � Mu = k 2.55 k ft As = .4 m2 a = 0.39 M cap = I 1 .89 k-ft4 P3 Pad 9.4 6.3 ` : Mu = 4.99k-ft As = 4m2 P4 Pad a = 0.3 I M cap = 12.04 k-ft I3.5 9.0 � 'a - -.••�� °%.::.en �,��,'I, ���; oi � 1500 Mu = 8.61 k-ft As = 6m2 _ a 0.39 M cap = 23.24 k-ft ''' Pad ��� e. P5 18.4 1 2.3 �s A :� s -.$ ?. 1502 M u = I3.69k-ft As = .8 in2 a = 0.45 Mcap = 30.79k-ftk ,,., PG Pad 24.0 16.0 a ,. q� ' •; , y ®*� � Man ...__�1 �1500 Mu = 20.4kft As = .8in2 P7 a 0.39 M ca 30.99 k-ft %44 a.`; ��" Pad 28 &.8 18.8 .�t „ �;���� �'y 1534 M u = 26.52 k-ft As = 1. m2 a = , 0.45 M cap = 38.46 k-ft , F r " P8 Pad 40.0 28.4 t 9 - :_ ~� ' * � ����; 1406 M u = 45.33 k-ft As = 1,2 m2 a = 0.44 M cap = 46.22 k-ft , :, P9 Pad 50.0 _ 36.0 :s :i 1389 Mu = 63.75k-ft IMO 1.55m2 a = 0.51 87. 14 k-ft P i O - M cap ' �f _ ' Pad 65.0 42.3 3 ����' �'` �'°��� •�` f -Ci:IV1538 Mu = 89.78k-ft As = 1.86m2 a = 0.56 Mcap = 104. 11 k-ft F� :' ', 6. gaps Park-Ran 262„ l I rfl .Sherman Engineering, Inc. (503) 230-8876'Ph. 3/5/ NE Sandy Blvd. 5te. 100 (503) 226-4745 Fx JOB: HOGGANS PARK 1 WESTWOOD HOMES RF I 11/2/2015 NT: AJW PATIO COVER WIND: 1 20 Exp 5 Open Structure: ASCE 7-10 Roof Slope = 4 12 18.4 degrees Load Combination = D + (0.6W or 0.7E) Net Design Pressure: P= cihGCNS' t d �� 0.85 CN = 1 .7 velocity pressure: c, = 0.00256 K2 Kzr Kd V2 I = 26.6 PSF V = 120 Kz = 0.85 Kzt = 1 Kd = 0.85 depth Tnb length Column Reaction : = 23. 1 x 12 12 83 1 lbs Dead Load : 1 2 x 1 2 1 2 432 rb lbs Net uplift Minimum ftg size = y Square x 18° Seismic: CAT. D ASCE 7-05, Sec. V = 1 .2 Sds # Sds = 0.77 Load: R = 6.5 Dead Depth Width , skips X 1 .73 = VW = O. 14 � 5 �� .� ��� �; �- kips Wt L 2 � M = 0.25 x 6 = 1474 Ft-lbs Ft = 1474 / 1 2 = 123 lbs IUse LTT20D to wall I Grit BeamChek v2OO7 bcensed to:Sherman Engmeermg Inc Reg#7992-664/3 HOGGANS PARK FRAMING GT l Date: 10/30/15 Selection I (2) 1-3/4x 11-7/8 I.9E TJ Microllam LVL Lu = 0.0 Ft Conditions NDS 2001 Min Bearing Area R1 = I 1.0 m2 R2= 8.4 in2 (I .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 825 I # Reaction 2 TL 6295 # Bm Wt Included 256 # Maximum V 825 I # Max Moment 51529'# Max V(Reduced) 7598# IL Max Defl L/240 TL Actual Defl L/38 LL Max Defl L/360 LL Actual Defl L/ 108 Attributes Section (in5) Shear(in2) TL Defl (in) LL Deft Actual 82.26 41.56 7.51 2.67 Critical 206.51 34.77 I.20 0.80 Status Fails OK Fails Fails Ratio 251% 84% G26% 334% Values Pb (psi) Fv(psi) E (psi x mil) Fc I (psi) Reference Values 2600 285 1.9 750 Adjusted Values 2994 328 I.9 750 Ad)ustrnents CF Size Factor 1 .001 Cd Duration 1.15 1.15 Cr Repetitive I.00 Ch Shear StressWA 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 LI Par Unif TL Start End B = 3250 16.0 406 H = 650 0 16.0 50 1 = 80 I6.0 24.0 H 1 Pt loads: I © ^I RI 251 / \ R2 = 6295 SPAN = 24 FT Uniform and partial uniform loads are lbs per lineal ft. 72 BeamChek v2007 licensed to:Sherman Engineering Inc Reg#7992-66413 HOGGANS PARK FRAMING GT2 Date: 10/30/15 Selection I (2) I-3/4x I I-7/8 1.9E TJ Microllam LVL Lu Conditions NDS 2001 = 0.0 Ft Min Bearing Area R I= 5.6 int R2= 3.3 in2 (1.5) DL Defl= 0.03 in Data Beam Span 6.0 ft Reaction I LL Beam Wt per ft 10.68# Reaction I TL 892 # Reaction 2 LL 1189# 4168# Reaction 2 TL 2476# Bm 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 Defl L/360 LL Actual Defl L/>1000 Attributes Section (ins) Shear(int) TL Defl (in) LL Deft 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_l_(psi) Values Reference Values 2600 285 19 Adjusted Values 2994 750 328 1.9 750 Adjustments CF Size Factor 1.001 Cd Duration 1.15 I.I5 Cr Repetitive 1 .00 Ch Shear Stress N/A Cm Wet Use 1 .00 1.00 1.00 Cl Stability1, !.00 0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Loads Point TL Distance Par Unif LL Par Unif TL B = 3250 1.0 Start En 50 H = 80 0 1.0 406 1 = 650 1 .0 6.0 I I H Pt loads: EI /\\ R I = 4168 R2/= 2\476 SPAN = 6 FT Uniform and partial uniform loads are lbs per lineal ft. 615 BeamChek v2OO7 licensed to:Sherman Engineering Inc Reg#7992-664/3 11O00ANS PARK FRAMING GT3 Date: 10/30/15 Selection 1 (2) I-3/4x 11-7/8 I.9E TJ Microllam LVLI Lu = 0.O Ft Conditions NDS 2001 Min Bearing Area RI = 3.1 int R2= 6.4 int (1.5) DL Defl= 0.47 in Data Beam Span 12.75 ft Reaction I LL 634# Reaction 2 LL Beam Wt per ft 10.08# Reaction 1 TL 2293 # Reaction 2 TL 18 # Bm Wt Included 136# Maximum V 4820# 48200# Max Moment 15408'# Max V(Reduced) 4 107# TL Max Defl L/240 TL Actual Defl L/203 LL Max Defl L/300 LL Actual Defl L/ >1000 Attributes Section (m3) Shear(in2) TL Defl (in) LL Defl Actual 82.20 41.50 0.58 0.11 Critical GI.75 19.07 0.64 0.43 Status OK OK OK OK Ratio 75% 46% 91% 20% Fb (psi) Fv(psi) E (psi x mu) Fc (psi) Values Reference Values 2600 285 I.9 Adjusted Values 2994 750 Adjustments 328 I.9 750 J CF Size Factor 1.001 Cd Duration I.I 5 1 .15 Cr Repetitive 1.O0 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 B = 3250 • 8.0 50 II = 80 • 0 8.0 400 I = 050 8.0 12.75 h Pt loads: 8193 R2 = 4820 SPAN = 12.75 FT Uniform and partial uniform loads are lbs per lineal ft. FF V R T E* MEMBER REPORT Level Floor-Joist PASSED 1 piece(s) 11 7/8"TM® 110 @ 16"OC Overall Length:16'9" 5 I "` 4o rs' ,,;,,z-,,,tz,---,,•154,-„,,:;--7, 4 4:•""i.,3.,,,,,T.'„,,,,* ZI4141,:.; ,4,..77..**1;--,t,IV-:,X14, cam- .�v.,<, ,,of 16' dr X 0 An locations are measured from the outside face of left support(or left cantilever end).AII dimensions are horizontal. ' r l._._,.'' ., ..4 '' '‘ d°' ,!.','''',"'la§ * -7: r *Xra v �,y,44 rL, I , o-x Member Reaction(Ibs) 600©166 1/2" 1041(2.25") Passed(58%) 1.00 1.0 D+1.0 L(All Spans) Member Tystem: yppeer Joist Shear(Ibs) 587 @ 5 1/2" 1560 Passed(38%) 1.00 1.0 D+1.0 L(All Spans) 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 @ 8'5 1/2" 0.404 Passed(1/704) -- 1.0 D+1.0 L(All Spans) Design methodology:ASD Total Load Did.(In) 0.379 @ 8'5 1/2" 0.808 Passed(1/512) -- 1.0 D+1.0 L(All Spans) 11-Pro,"Rating 43' 40 Passed •Deflection criteria:LL(1/480)and TL(1/240), •Bracing(Lu):All compression edges(top and bottom)must be braced at 3'21/8"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing Is required to achieve member stability. •A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32"Weyerhaeuser Edge*»Panel(24"Span Rating)that Is glued and nailed down. •Additional considerations for the T1-Pro,"Rating include:None ° ' " r c ra$ .,. .. esu .r , �, v i ! n�" 1-Stud wall-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" •Rim Board is assumed top all loadsmember being6 44e 11/4"Rim Board carry applied directly above it,bypassing the designed. SI.r +,.5' Wyk a( a Z 1-Uniform(PSF) 0 to 16'9" 16 15.0 40.0 Fiaiiil w ,and r.F' !�SUSTAfidABIE FORESTRY INfftAAVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser tTT (Wy disclaims any other warranties related to the software.Refer to current Weyerhaeuser criteria teraturer Installation design le,lues. bywycom)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not Intended to circumvent the need for a design professional as determined by the authority having jraisdlction.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 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_CodeReportsaspx. The product application,Input design loads,dimensions and support information have been provided by Forte Software Operator .I ' ' saw, 3 YP` ` v.al k'i.z*sk--y, ' -7.."7:'g ;,\* m Andrew Williams k� = 11/2/20151:03:10 PM Sherman Engineering Forte v5.0,Design Engine:V&.4A.40 (503)230-8876 andy@shherm ahergi,ears.con ...........--...........- Page 1 of 1 , 5eamChek v2007 hcensed to:Sherman Engineering Inc Reg#7992-6'6'4/3 HOGGANS PARK FRAMING RBI Date: 11/02/15 Selection I PT 6x 10 I1F#I Lu = 0.0 Ft Conditions NDS 2001, Incised Min 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 0# Beam Wt per ft 12.7# Reaction I TL 15 16# Reaction 2 TI 1506# Bm Wt Included 152 # Maximum V 1516# 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 Attnbutes 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 65% 29% 49% 36% Fb (psi) Fv(psi) E (psi x mil) Fc L (Psi) Values Reference Values 1050 I40 I.3 405 Adjusted Values 966 129 I.2 405 Adjustments CF Size Factor 1.000 Cd Duration I .15 1 .I5 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 /\ I I RI = 1516 R2 = 1516 SPAN = 12 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2007 licensed to:Sherman Engineering Inc Reg#7992-664/3 HOGGANS PARK FRAMING RB2 Date: 11/02/15 Selection I PT Gx I O HF#I Lu = 0.0 Ft Conditions NDS 2001, Incised Min Bearing Area RI = 1.3 in2R2= I .3 in2 (I .5) DL Defl= 0.05 in Data Beam Span I I.5 ft Reaction I LL 288# Reaction 2 LL Beam Wt per ft 12.7# Reaction 1 TL 533 # Reaction 2 TL 288# Bm Wt Included53333 # 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(in2) TL Defl (in) LL Deft 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% I 1% Fb (psi) Fv(psi) E(psi x mil) Fc l (psi) Values Reference Values 1050 140 1 .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 I .0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Loads Uniform LL: 50 Uniform TL: 80 = A I Uniform Load A RI = 533 R2 = 533 SPAN = 1 1 .5 FT Uniform and partial uniform loads are lbs per lineal ft. r . 1 BeamChek v2O07 licensed to:Sherman Engneermg Inc Reg#7992-664/3 11OGGANS PARK FRAMING RB3 Date: I 1/02/15 Selection I PT 4x 8 tIF#2 I Lu = 0.O Ft Conditions NDS 200 I, Incised Mm Bearing Area RI= 1.6 m2 R2= 1 .6 in2 (I .5) DL Defl= 0.02 in Data Beam Span 5.0 ft Reaction I LL 406 # Reaction 2 LL 406 # Beam Wt per ft 6.17# Reaction I TL 665 # Reaction 2 TL 665 # Bm Wt Included 3 I # Maximum V 665 # Max Moment 832'# Max V(Reduced) 505 # TL Max Defl L/240 IL 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 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.1(psi) Values Reference Values 850 150 I .3 405 Adjusted Values 1017 138 I .2 405 Adjustments CF Size Factor I .300 Cd Duration I.I 5 I .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: 163 Uniform TL: 260 = A 1 Uniform Load A I RI = 665 R2 = 665 SPAN = 5FT Uniform and partial uniform loads are lbs per lineal ft. r BeamChek v2007 licensed to:Sherman Engineering Inc Reg#7952-66413 HOGGANS PARK FRAMING HDI Date: 10/30/15 Selection I Gx 10 DF-L#2 Lu = 0.O Ft Conditions ND5 2001 Min Bearing Area RI = 4.2 in2R2= 4.2 in2 (1.5) DL Defl= 0.07 in Data Beam Span 8.0 ft Reaction 1 LL 1625 # Reaction 2 LL 1625 # Beam Wt per ft 12.7# Reaction I TI 265 I # Reaction 2 TL 265 I # Bm Wt Included 102 # Maximum V 265 I # Max Moment 5302'# Max V(Reduced) 21 26# TL Max Defl L/240 TL Actual Defl L/674 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 0.14 0.07 Critical 63.22 16.31 0.40 0.27 Status OK OK OK OK Ratio 76% 3 I% 36% 27% Values Reference (psi) Fv(psi) E(psi x mil) Fc (psi) Reference Values 875 170 1.3 625 Adjusted Values 1006 196 1 .3 625 Adjustments CF Size Factor I .000 Cd Duration 1.15 1.15 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: 406 Uniform TL: 650 = A I Uniform Load AI RI = 2651 R2 = 265! SPAN = BFT Uniform and partial uniform loads are lbs per lineal ft. r HbZ BeamChek v2007 licensed to:Sherman Engineering Inc Reg#79.92-66413 HOGGANS PARK FRAMING HD2 Date: 10/30/15 Selection 14x 10 DF-L#2 Lu = 0.0 Ft Conditions NDS 2001 Min Bearing Area RI= 5.3 m2 R2= 1 .5 in2 (I.5) DL Defl= 0.04 in Data Beam Span 5.0 ft Reaction 1 Il 446# Reaction 2 LL 16 I # Beam Wt per ft 7.87# Reaction I TL 3333 # Reaction 2 TL 927# Dm Wt Included 39# Maximum V 3333 # Max Moment 30I3'# Max V(Reduced) 2826# IL 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 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% G3% 18% 2% Fb (psi) Fv(psi) E(psi x mil) Fci..(Psi) Values Reference Values 900 180 I.6 625 Adjusted Values 1242 207 16 625 Adjustments CF Size Factor 1.200 Cd Duration I .I5 1.15 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 Point IL Distance Par Unif LL Par Umf TL Start End 5 = 3250 I.0 406 H = 650 0 1.0 50 1 = 80 1.0 5.0 I H I II Pt loads: I IE RI33 R2 = 927 SPAN = 5 FT Uniform and partial uniform loads are IL's per lineal ft. e k 14 03 BeamChek v2007 licensed to:Sherman Engmeermg Inc Reg#7992-664/3 IIOGGANS PARK FRAMING 1-1D3 Date: 1 I/02/15 Selection 15-118x 10-1/2 GLB 24F-V4 DF/DF Lu = O.OFt Conditions NDS 2001 Min Bearing Area RI = 7.7 it .2= 10.7 m2 (1.5) DL Defl= 0.10 in Data 0.15m Beam Span 8.0 ft Reaction 1 LL 3073# Reaction 2 LL Beam Wt per ft 13.08# Reaction I TL 4993# Reaction 2 TL 6 # Bm Wt Included 105 # Maximum V 6943 # 69433# Max Moment 10682'# Max V(Reduced) 5922 # TL Max Defl L/240 IL Actual Defl L/534 LL Max Defl L/360 LL Actual Defl L/ >1000 Attributes Section (ins) Shear(in2) TL Defl (in) LL Defl Actual 94.17 53.81 0.18 0.08 Cntical 53.41 37.01 0.40 0.27 Status OK OK OK OK Ratio 57% 69% 45% 31% Fb (psi) Fv(psi) E (psi x mil) Poi(ps0 Values Reference Values 2400 240 18 650 Adjusted Values 2400 240 ).8 650 Adjustments Cv Volume 1.000 Cd Duration I.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 rLoads Uniform LL: 406 Uniform IL: 650 = A Point TL Distance Par Unif LL Par Unif TL Start End I B = 2600 7.0 320 li = 440 0 8.0 42 l = 64 0 8.0 I 1 l I 11 J Uniform Load A Pt loads: I C II RI 993 L� / \ R2 = 6943 SPAN = 8 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2007 licensed to.Sherman Engineering/nc Reg#7992-66413 I10GGANS PARK FRAMING Date: 11/02/15 Selection I Gx I 0 DF-L#2 Lu = 0.0 Ft I Conditions NDS 2001 Min Bearing Area R! = 5.0 in2R2= 6.0 in2 (1.5) DL Defl= 0.04 in Data Beam Span 6.0 ft Reaction I LL 1945 # Reaction 2 11 1945 # Beam Wt per ft 12.7# Reaction I TL 3 155 # Reaction 2 TL Bm Wt Included 76# Maximum V 3755 # 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 (m3) Shear(in2) TL Defl (in) LL Deft Actual 82.73 52.25 0.08 0.04 Critical 68./5 26.14 0.30 0.20 Status OK OK OK OK Ratio 82% 50% 27% I9% Fb (psi) Fv(psi) E(psi x mit) Fel(psi) Values Reference Values 875 170 I.3 Adiusted Values 875 625 170 I.3 625 Adjustments CF Size Factor 1.000 Cd Duration I.00 I .00 Cr Repetitive I.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 I.00 h 1.00 Cl Stability I.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 ILoads Uniform LL: 200 Uniform TL: 275 = A Point TL Distance Par Unif LL Par Unif TLI B = 900 Start End 5.0 406 11 = 650 0 6.0 42 I = 64 0 6.0 I I I I1 I Uniform Load A Pt loads: © I RI = 3155 R2 = 3755 SPAN = 6FT Uniform and partial uniform loads are lbs per lineal ft. M l'tt BeamChek v2007 licensed to;Sherman Engineering Inc Reg#7992-664/3 HOGGANS PARK FRAMING 11D5 Date: 11/02/15 Selection 15-I/8x 16-1/2 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2001 Min Bearing Area R I= 8.3 int R2= 7.1 in2 (1.5) DL Defl= 0.44 in 0.GG in Data Beam Span 16.0 ft Reaction I LL 800# Reaction 2 LL Beam Wt per ft 20.55 # Reaction I TL 5390# Reaction 2 TL 46022 # 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 L/360 LL Actual Defl L/>1000 Attributes Section (in3) Shear(int) 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) Fel(psi) Values Reference Values 2400 240 I.8 G50 Adjusted Values 2389 ' 240 I .8 G50 Adjustments Cv Volume 0.995 Cd Duration 1.00 I.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 I.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: I GO = A IPoint TL Distance 8 = 4603 5.0 C = 2500 11.0 Uniform Load A Pt loads: RI 390 R2 = 4602 SPAN = 16 FT Uniform and partial uniform loads are lbs per lineal ft. 6-51 BeamChek v2007 licensed to:Sherman Engineering/nc Reg#7992-664/3 NOGGANS PARK FRAMING FB I Date: 10/30/15 Selection 15-1/8x 12 GLB 24F-V4 DF/DF Conditions NDS 2001 Lu = 0.0 Ft Min Bearing Area RI = 5.5 m2R2= 5.5 in2 (1 .5) DL Defl= 0.1 I in Recom Camber=0.I7 in Data Beam Span 12.75 ft Reaction I LL Beam Wt per ft 14.94# Reaction ! TL 2550# Reaction 2 LL 2550# Bm Included 3602 # Reaction 2 TL 3602 # 19 I # Maximum V 3602# Max Moment 11480'# Max V(Reduced) 3037# TL Max Defl L/240 TL Actual Defl L/529 LL Max Defl L/360 LL Actual Defl L/856 Attributes Section (in3) Shear(int) TL Defl (in) LL Defl Actual 123.00 6 I.50 0.29 0.18 Critical 57.40 18.98 0.64 0.43 Status OK OK OK OK Ratio 47% 31% 45% 42% ') Fit(psi) E(psi x mil) Fol..(psi) Values Reference Values 2400 240 I.8 650 Adjusted Values 2400 240 I.8 Adjustments Cv Volume I.000650 Cd Duration 1.00 1 .00 Cr Repetitive I.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 CI StabilityI.00 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Loads Uniform LL: 400 Uniform TL: 550 = A Uniform Load A I I /\ RI = 3602 R2 = 3602 SPAN = 12.75 FT Uniform and partial uniform loads are lbs per lineal ft. r52- 110GGANS PARK DeamChek v20O7 licensed to;Sherman Engineering Inc Reg#79.92-66413 FRAMING FB2 Date: 10/30/15 Selection 5-I/8x 12 GLB 24F-V4 DF/DF Conditions NDS 2001 Lu = 0.0 Ft Min Bearing Area RI= 7.4 in2R2= 7.4 in2 (1 .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 Bm Wt Included 19 1 # Maximum V 4829 # 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 (ins) 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% 61% 57% Fb (psi) Fv(psi) E(psi x mil) Fc (psi) Values Reference Values 2400 240 18 Adjusted Values 2400 650 Adjustments Di Volume 1 .000 240 I .8 650 Cd Duration I .00 I.00 Cr Repetitive I.00 Ch Shear Stress N/A • Cm Wet Use 1 .00 1 .00 1.00 Cl Stability1.0000 I.00 Rb = 0.00 Le = 0.00 Ft Kbe = O.0 Loads Uniform LL: 540 Uniform IL: 743 = A • Uniform Load A I II R I = 4829 R2 = 4829 SPAN = 12.75 FT Uniform and partial uniform loads are lbs per lineal ft. FT33 DeamChek v2007 licensed to:Sherman Engineering Inc Reg#Z9,92-66413 IIOGGANS PARK FRAMING FB3 Date: 10/30/15 Selection 3-118x 12 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2001 Min Bearing Area RI= 3.7 int R2= 3.7 in2 (1 .5) DL Defl= <0.01 irfiwecom Camber=0.01 in Data Beam Span 5.0 ft Reaction 1 LL 1750# Reaction 2 11 1750# Beam Wt per ft 9.I 1 # Reaction I TL 2429# Reaction 2 TL 2429 # Bm Wt Included 46# Maximum V 2429# Max Moment 3036'# Max V(Reduced) 1457# TL Max Deft 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 75.00 37.50 0.02 0.01 Critical 15.18 9.11 0.25 0.17 Status OK OK OK OK Ratio 20% 24% 8% 7% Pb (psi) Fv(psi) E(psi x mil) Fc_l_(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 1 .00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1 .00 1 .00 I.00 100 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Loads Uniform LL: 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. 4 f BeamChek v2OO7 licensed to:Sherman Engineering Inc Reg#7992-664/3 110GGANS PARK FRAMING FB4 Date: 10/30/15 Selection 15-I/8x 18 GLB 24F-V4 DF/DF Lu = 0.OFt Conditions NDS 2001 Min Bearing Area RI= 7.3 in2R2= 5.4 in2 (I .5) DL Defl= 0.63 in Recom Camber=0.94 in Data Beam Span 20.5 ft Reaction I LL 545 # Reaction 2 LL Beam Wt per ft 22.42 # Reaction I TL 4770# Reaction 2 TL 545 # Bm Wt Included 460# Maximum V 4770# 35033# Max Moment 30I 88'# Max V(Reduced) 4627# TL Max Defl L/240 TL Actual Defl L/365 LL Max Defl L/360 LL Actual Defl L/ >1000 Attributes Section (in3) Shear(in2) TL Defl (in) LL Defl Actual 276.75 92.25 0.67 0.05 Critical 156.8 I 28.92 I.03 0.68 Status OK OK OK OK Ratio 57% 3 I% 66% 7% Values Fb(psi) Fv(psi) E(psi x mil) Fc L (psi) Reference Values 2400 240 1.8 650 Adjusted Values 23 I 0 240 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 I .00 1.00 CI Stability I.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 rLoads Uniform LL: 53 Uniform TL: 73 = A Point TL Distance B = 2429 4.5 C = 3885 10.5 Uniform Load A Pt loadI © © 11 RI = 4770 /\ R2 = 3503 SPAN = 20.5 FT Uniform and partial uniform loads are lbs per lineal ft. • P5 5eamChek v2007 licensed to:Sherman Engineering Inc Reg#7992-664/3 HOGGANS PARK FRAMING FB5 Date: 10/30/15 Selection 5-I/8x 12 GIB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2001 Mm Bearing Area RI= 6.0 m2 R2= 6.0 in2 (I.5) DL Defl= 0.10 in Recom Camber=0.15 in Data Beam Span 12.0 ft Reaction 1 LL 2760# Reaction 2 11 Beam Wt per ft 14.94# Reaction I TL 3885 # Reaction 2 TL 8850# 3 Bm Wt Included 179# Maximum V 3885 # 3885 # Max Moment 11654'# Max V(Reduced) 3237# TL Max Defl L/240 TL Actual Defl L/554 LL Max Defl L/360 LL Actual Defl L/893 Attributes Section (ins) Shear(in2) TL Defl (in) LL Defl Actual I23.00 61 .50 0.26 0.I6 Critical 58.27 20.23 0.60 0.40 Status OK OK OK OK Ratio 47% 33% 43% 40% Values Pb (psi) Fv(psi) E (psi x mil) Fc (psi) 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 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: 460 Uniform TL: 633 = A I Uniform Load A I /\\ R I = 3885 R2/= 3885\ SPAN = 12 FT Uniform and partial uniform loads are lbs per lineal ft. P&G' BeamChek v2007 licensed to:Sherman Engmeenng Inc Reg#79.92-66413 hOGGANS PARK FRAMING FBG Date: 10/30/15 Selection 15-I/8x I2 GLB 24F-V4 DF/DF Lu = 0.0 Ft 1 Conditions NDS 2001 Man Bearing Area RI= 5.4 in2R2= 5.4 in2 (I .5) DL Defl= 0.11 in Recom Camber=0.17 in Data Beam Span 13.0 ft Reaction I LL 2470# Reaction 211 Beam Wt per ft 14.94 # Reaction I TL 3493 # Reaction 2 TL 2470# Bm Wt Included 34933 # 194# Maximum V 3493 # Max Moment I 1354'# Max V(Reduced) 2956# TL Max Defl L/240 TL Actual Defl L/524 LL Max Defl L/360 LL Actual Defl L/850 Attnbutes Section (ins) Shear(in2) TL Defl (in) LL Defl Actual 123.00 6I.50 0.30 0.18 Critical 56.77 18.47 0.65 0.43 Status OK OK OK OK Ratio 46% 30% 46% 42% Fb (psi) Fv(psi) E (psi x mil) Fc_l_(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 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 1 RI = 3493 R2 = 3493 SPAN = I3 FT Uniform and partial uniform loads are lbs per lineal ft. • , MR BeamChek v20O7 licensed to:Sherman Engrneermg Inc Reg#7992-664/3 110GGANS PARK FRAMING FB7 Date: 10/30/15 Selection 13-1/8x 12 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2001 Min Bearing Area RI= I.6 m2R2= I.6 m2 (I.5) DL Defl= 0.33 in Data 0.49m Beam Span 19.0 ft Reaction I LL 505 # Reaction 2 LL Beam Wt per ft 9.I I # Reaction I TL 1019 # Reaction 2 TL 1065 # 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 Defl L/ >1000 Attributes Section (in3) Shear(in2) TL Defl (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 1 (psi) Values Reference Values 2400 240 I.8 Adjusted Values 2400 650 � 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 1.00 1.00 1 .00 1 .00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 ILoads Uniform LL: 53 Uniform TL: 73 = A Point TL Distance B = 200 4.0 C = 317 14.25 IUniform Load A Pt loads:i I t�fr RI /= 1\019 R2 = 1061 SPAN = 19 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2O07 licensed to:Sherman Engmeenng/nc Reg#7902-66.4/3 hOGGANS PARK FRAMING Date: 10/30/15 Selection I G-3/4x 2 I GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2001 Min Bearing AreaRl= 15.6 mR2= I9.4 in2 (I .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 I 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 IL Actual Defl L/37 I LL Max Defl L/360 LL Actual Defl L/ >1000 Attributes Section (in3) Shear(mn2) TL Defl (in) LL Defl Actual 496.13 1 41 .75 0.65 0. 19 Critical 326.20 65.69 I .00 0.67 Status OK OK OK OK Ratio 66% 46% 65% 28% Fb (psi) Fv(psi) E(psi x mil) Fc_l_.(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 I.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1 .00 1 .00 I.00 1 .00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Loads rPoint TL Distance Par Umf LL Par Unif TL Start End I B = 4600 7.0 50 N = 80 0 7.0 C = 3000 13.0 50 I = 80 13.0 20.0 320 J = 440 0 20.0 407 K= 650 13.0 20.0 K I l J I h I I I I Pt loads: I © -C- /\ R1 = 1014! R2 = 12618 SPAN = 20 FT Uniform and partial uniform loads are lbs per lineal ft. A f ' ; F 0 R T E e MEMBER REPORT Level,Floor.Flush Beam PASSED 2 piece(s) 1 3/4"x 11 7/8" 2.0E Microllame LVL q � 1 Overall Length:18'71/2" ,• ,•%,.t44:': +°• '�tr.- � "^' "om c. 16'71/2" 2' 0 0 All Locations are measured from the outside face of left support(or left cantilever end).AII dimensions are horizontal. tea. f System:Hoon Member Reaction(lbs) 5319 @ 16'4 1/8" 10041(6.75") Passed(53%) © 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 Uve Load Defl•(In) 0.083 @ 8'4 13/16" 0.397 Passed(L/999+) IMII 1.0 0+1.0 L(Alt Spans) Design MethodolBC Total Load Deft.(In) 0.042 @ 18'7 1/2" 0.228 Passed °�'ASD 2 999+ ® 1.0 D+0.75 L+0.75 Lr(Alt Spans) •Deflection criteria:LL(1/480)and Ti(1/240). •Overhang deflection criteria:LL(214480)and TL(21/240). Bracing(Lu):All •bracing is'required to achievPve membges(top and er stability.bottom)must be braced at 18'2"o%unless detailed otherwise.Proper attachment and positioning of lateral - aM: Oar m 4 i a``- 1/ I 1-Hanger on 11 7/8"SPF beam 5.50" Hanger+ 1.50" -ter e" 116 448 -12 5 5664/-12 See no le 1 2-Stud wall-SPF 6.75" 6.75" 3.58" 4765 554 162 5481 Blocking •Bloddng Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. •At hanger supports,the Total Bearing dimension Is equal to the width of the material that is supporting the hanger •r See Corrector grid below for additional information and/or requirements. i 1-Face Mount Hanger MGU3.63(H1=9,25) 4.50" N 24-SDS self-drifting 16-SDS Self-ming /A wood screw 0.242 dia. wood screw 0.242 ala 2 1 2 x 1 2 1-Uniform(PSF) 0 to 18'71/2" 1'4" 15.0 40.0 2-Point(Ib) 16'10" N/A 4200 - - 3-Uniform(PSF) NMI 3' 16.8 - 25.0 Weyerhaeuser warrants that the sizing of Its products will be in accordance with Weyerhaeuserpublished-. '`°` 5<15TAMABIE FORESTRY iNfMTIVE Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to cr Trent � a e for design values. n details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designedWeyerhaeuserths software.lifUse of tis ooitware is not intended to circumvent the need for a design pro theaSs determined erby the authority having jurisdiction.The designer of record,builder or framer is responsible W assure that this calculation isproject Products manufactured at Weyerhaeuser forestry standards.Weyerhaeuser Engineered lumber Products have been evaluated by ICC ES under technical l orts are third-p153 andtlESR 1 sustainable7and/or t in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.rnnyservilces/s ESR portsaa or tested The product application,input design loads,dimensions and support Informatlon have been provided by Forte Software Operator -Xyrtr + .r,°� zea ;«',s -a' �' k` wows • yi�w ah Andrew Williams -•° �� 11/9/2015 8:55:46 AM Sherman Engineering Forte v5.0,Design Engine:V6.4.0.40 (803)230-8876 andy@shermeriengineers.com Page 1 of 1 r , ,Io DeamChek v2OO7 licensed to:Sherman Engneenng Inc Reg#7992-66413 IIOGGANS PARK FRAMING FB I O Date: 10/30/15 Selection I-3/4x I I-7/8 I.9E TJ Microllam LVL Lu = 0.0 Ft Condrtions 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 Beam Wt per ft 5.34# Reaction I TL 317# Reaction 2 TL 220# Bin Wt Included 317# 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 Defl L/>1000 Attributes Section (ins) Shear(in2) TL Defl (in) LL Defl Actual 41.13 20.78 0.01 <0.01 Critical 2.0 I 1.07 0.28 0.18 Status OK OK OK OK Ratio 5% 5% 2% 2% Fb(psi) Fv(psi) E (psi x mil) Fc.1(psi) Values Reference Values 2600 285 1 .9 750 Adjusted Values 2604 285 19 750 AdJustments CF Size Factor 1.001 Cd Duration I.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: 80 Uniform TL: 1 1 0 = A Uniform Load A RI/ 317 /\ R2 = 317 SPAN = 5.5 FT Uniform and partial uniform loads are lbs per lineal ft. Plan 2626L l Lateral Load IL I ''''-''r"- '''''' ' -,- "'%.7,,,t. 7 : 11/9/15 2012 IBC ,,LW 4,:,';;?.Per ASCE 7-I O Basic Wind Speed= 120 Exposure Category= B Kat 1.00 Building Iielght= 18 A = 1.00 1 = I.00 Roof Slope= 6 :12 = 26.6' Zone Pressure ASD LC ASD 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 MWFRS 'End Zone Distance: Eave Mt(ft) 18 x 40% = 7.2 ft Bldg Width(ft) 44 x 10% = 4.4 ft Width x4%-. I.8 ft Bldg Length(ft) 38 x 10% = 3.8 ft Length x4%m 1.5 ft Minimum = 3.8 ft Edge Strip= 3.8 ft (End Zone=2x Edge Strip) End Zone= -;tj ... E 5' 7 .' Per IBC 2012 Use Group= r Number of Stones= 2 <3 __-o' Slmpirfled analysis per IBC Section !613.5.6.2 Sob = 0.716 R = 6.5 R Roof W= 15.0 1 587 - Walls = 8 8.0 ft 1/2 153 - 23.8 = 2.2 Partitions = 6 8.0 ft 1/2 92 = 2.2 Floor W= i 5 l' 30.9 x 18 = 5% 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 Xn 39.9 x 10 = 399 70.8 X 0.132 ' = Base Sh ear Distribution: QRf = 9.4 X 556 = 5.5 = 955 1.4 ';' QFlr _ 9.4 X 399 = 3.9 - 7.:;:-7 e 955 1.4 - 7,,,e LL-2012186Fbggen Park•Plan 2e26L ve I9Iu IVId summary ttepor[ Design Maps Summary Report �(r2 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 I/II/III ,.� ra;3 �YA°,� t4 S� �. + � :e4 P' s :r � f x it T ♦�a r r .r :.rte S r i - 1 � }� rfg rt' L t3r4 F • "41 • • yr 2r „,t4 , .'4" t.'4 ‘,4, "r g "44' .1"P' "HW L 7 ' yi feP ,•••',•,•;',,,',,,•;"1-4;k S & 434 rkix 4 r ," p tom. ,�. e t-- r ..cx�' :?"lk 'F g,k "t��S4> `" .y a ti I W3 1 sac r } E ,.'1;•4141) R y ..ate rr 6 '` k.P 3 r „ do • � � v 7s `^�tp �" `� "is r • c a^f" i ,,, . 3¢ s w e ( •° '� s •gr7, I� "j�� Y.,a, Tx W yn a v ,1 R} {1>'� ,� &� }. �§ prix L t �"' ^' _. ,'s `t' jt }'� �`rrc` -7,?, ,� T'11t 'Gk'!� } � �� t �. � S7 . kG t p<_ ,ws �s t rxr3", `;'1. } fl r L �� fu'° `✓ "op: USGS-Provided Output Ss = 0.964 g SMs = 1.074 g SDs = 0.716 g Si = 0.422 g S 0.666 n�i = 9 SD1 = 0.4448 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 NEI-IRP" building code reference document. MCE1 Response Spectrum Design Response Spectrum 1.10 0.72 0.31 0.120 0.77 a.sa tit 0.6G ( 0.40 0.55 ; re 0.40 0.44 Cit 0.32 0.23 0.24 0.22 0.16 0.11 0.00 0.00 0.00 0.20 0.40 0.60 0.00 1.00 1.20 1.40 1.60 1.00 100 11.C*0.00 0.20 0.40 0.60 0.00 1.00 1.20 1.40 1.60 1.00 2.00 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-earthqualce.or.usgs.govidesignmaps/us/st mmary.php?template=minimal&latitude=45.425727&longihadEp_1227893&siteclass=3&riskcategory=0&e... 1/2 SHERMAN ENGINEERING, INC. 3151 NE Sandy Blvd Suite 100 • (WIND LOAD PER IBC 2012 ( Portland, OR 97232 JOB: Plan 2626L Loading: FRONT/BACK I Roof Wall V1 V2 V3 V4 End Zone=07, }psf rt°°- .psf Interior= �" �psf x$��. �'<',psf End Zone v i interior 1 ♦ End Zone End Zone Length= ft Roof Ht. , ,;.ft Diaph 1 width' `ft Wall Ht.rft Qnli Diaph 2 width , !ft Qn Qn Shear V1 V2 Line Condition load trib trib total load trib trib total load trib V3 trib total load trib V trib total REACTION ROOF width height width width height width width height width width height width Q psf ft ft ft psf ft ft ft psf ft ft ft 1 End Left psf ft ft ft �°� � �; e`� �^- � �.� �� � v me K$ kips 2 Inter £."�`�r<:1'g� t ,��E74',711 a�.� � �a3Q�Yt �;�a S3p t�:� � ,,� _ _ _ �"�rz� 3 ciT"3 �°` 3 End Right s � gd = �' .. . � ' ii�"•a,.e.il 6 . , Ngli 1, P410:1576i OOP�`P,3y� �C �$iw. t :"t .,r,. Shear V1 V2 d � V3 Line Condition load trib trib total load trib trib total load trib trib total load trib V trib total REACTION UPR FLR width height width height width width height width width height width Q width psf ft ft ft •sf ft 1 End Left ft ft r psf ft ft ft psf ft ft ft kips 2 Inter � v `3�-' t �� ,�.; �7" �x �''` �»��+w' h� __ v��. �s5k ,x :�'" Ywv....l Yas. � .. �";sim�� s a Y" �a1[x� xr�. v'FT ' a 3End Right �� ° . Fk `e '' _ eu a 't •5 _ ._ i Y ?saa.TIw�2`" .. -Sp.R.•y2 ' + itt t •.-...„uv': MAIN FLR Roof Wall End Zone= psft1g' psf TOTAL UPPER FLOOR LOAD Interior= : psf i " psf Wall Ht. LINE ROOF UPR FLR TOTAL 1 Diaph 1 width ` . ft os t1 � �4to i ft"} �rrr r Diaph 2 width 3 0.5 0.� � . :. F SHERMAN ENGINEERING, INC. 3151 NE Sandy Blvd _- Suite 100 Portland, OR 97232 Shear Vi Line Condition load trib trib total load trib V2 trib total load trib V3 V4 REACTION trib total load trib trib total MAIN FLR width height width width height width width height width Q psf ft ft ftpsf g width height width 1 End Left psi b ft ft ft sf 7j' .I1 7 ry g N . F P ft ft ft psf ft ft ft P 2 �� Tri-',..,77:;;):� �g. �Z ,�. __ kips Inter x r � , ,: P' x ) 3 End Right ' _ - -, �4 MEM '�° � ��3 �` s"•�' � �. o's ���`� � � +� � �-, s¢a / •.�r ,ac���„',�; .n r- ...S SHERMAN ENGINEERING, INC. 3151 NE Sandy Blvd Suite 100 Portland, OR 97232 WIND LOAD PER IBC 2012 JOB: Plan 2626L Loading: SIDE/SIDE VI V2 V3 V4 Roof Wall End Zone=fliTh"L'psf -psf Interior= - psf4.74;:ii,'!,,,,,Z.psf End Zone I, Interior y End Zone End Zone Length= 9 w ft Roof Ht.P4:,,,!:, ft Diaph 1 width ,< s'ft Wall Ht :3 ft Qn Qn Qn Shear VI V2 V3 Line Condition load trib trib total load trio trib total load trib trib total load trib V trib total REACTION ROOF width height width width height width width height width width height width Q psf ft ft ft psf ft ft ft psf A End Left r ', �. 3: 4'i ix. , iqczt'e N s ft ft ft psf ft ft ft kips C End Right x�a y,g . ��`�''�. .� ..i ..0�`nA Y9 i. a"` Y�'�`m �%'3mx i.N.£�y�. ..3�;WO PiM.. 3��.a .29 kW Shear VI V2 V3 Line Condition load trib trib total load trib trib total load trib trib total load trib V trib total REACTION UPR FLR width height width width height width width height width width height width Q psf ft ft ft psf ft ft ft psf ft ft ft psf ft ft ft � w„ kips A End Left ° ,k -4 -- -.' 4K �..i. 1, k ; E . `k l X C End Righty 1 '-- l. . . e .r< a . ;1G -.h 1.-'s:+F,.4 °' a.`�; it tx It x?` '` MAIN FLR Roof Wall End Zone= psf TOTAL UPPER FLOOR LOAD psf Interior= :psf psf LINE ROOF UPR FLR TOTAL Z,F Wall Ht. ,.a s A 0.4 1.4 ;� Diaph 1 width ^eft , aN Diaph 2 width ,"'ft C 0.4 1.4 .Aixx�a g. 0 SHERMAN ENGINEERING, INC. 3151 NE Sandy Blvd Suite 100 Portland, OR 97232 Shear V1 V2 V3 Line Condition load trib trib total load trib trib total load trib trib total load trib V trib total 4 REACTION MAIN FLR width height width width height width width height width width height width Q psf ft ft ft psf ft ft ftsf of ft p A End Left 'ti 4K-24: �;� ,f- n s ._ p ft ft ft p ft ft B Inter Vin, �a .r:� � �., � u £ ` � � .. -�+ C End Right �,. 'v..±,','?3114 , � �� Y ‘C,:,,,:pfil:.-:,4 O Sherman Engineering, Inc. 3151 NE Sandy Blvd.Portland,OR 97232 LL� (503)230-8876 Phone p�p` �r' 11/9/20!5 (503)226-4745 Fax PLAN 2626L MW FPONf/PACK LOVING WIND(k) 5EI5MIC(k) VI 1.1 09 V2 2,1 2.0 'poor r2IAPN. J V3 L2 1.0 0 Zoe 't4' 51tAt;WALL5 @ WPM KR W LI k + 37 LF = 5o #/' o Pert Wall: 30 + Co 1.00 - 30 *1' , ■ V25 2.0k + 15 LF _ ' W 2.1 k 15 LI _ ( 140 #/'> y,3 , i. c(I, j towaiu. Perf Watt 140 + Co 1.00 - 140 It/' E V3 5 1,o k 42 LF _ ( 24 #/') —' .0 1 Ir w 1.2 k + 42 LF 29 #/' LL .rm.■ , Perf Wall: 29 + Co 1.00 - 29 4t/' WIN17(k) 5EI5MIC(k) VI 13 0.6 V2 2.6 1.4 FLS. tIAPH, 1 V ' 1.6 OB 51 APWALL5 @ LOW FLK 0 ' 0 VI s 0,9 k + 0.6 k 2 k + 42 LF 35.7 �4i 2a Z iiiYfi i) W 1.1 k + 1.3 k = 2 k + 42 LP = 57,1 Ili. Perf Wall: 57 + Co 1.00 - 57 #/' V2 s 2,0 k + 1,4 k oli ..°°` 3 k + 39 LF = 88,5 al/ 1V .�.:�au LI 115 w 2.1 k + 2.6 k = (`i 5 k + 39 LF = 122 it/. "" I ! 'y Pert Wdl; 122 + Co 1.00 - 122 4t/' � I V5 s I.o k + 0.8 k = 2 k + 38 LF = 47,2 iv,4 /% g w 1,2 k + L6 k - .�.e. 2 3 k + 38 LP 74.2 yFi Perf Wall: 74 + Co 0.95 - 18 #/I — ITS r . L , I ,I■■■■_,i'1� rr rr ■ui� u■r �■ru� �rrr■, .�. r .I. I-.(...�. ill '-•.S•UlIli MINN Mli` f f ('I �1 1 1 1 11=-----------111 1 (A A;����-i�= I ! I i l i l Vii,_ I 1 1 1i! 1 1 1 'I s_ a. •t I , Sherman Engineering, Inc. I Li g 3151 NE Sandy Blvd. Portland,OR 97232 FI?OXCr. (503)230-8876 Phone (503)226-4745 Fax 11/9/2015HOGGANS PARK - PLAN 26261. AJW 5I12 /5IM LOADING VV1Nn(k) 515MIC(k) VA 1,8 2,0 I VC 1.8 2.0 ►POOF fAPH. 5 51fAI WAU.5 @ UPPN2 FL /,� .MG <0 8 q VA s 2.0 k + 21 LF _ ( 95 #/') 0 w 1.8k + 21LF = ' 86 #/' l- Perf Wall: 95 y Co 0.91 - 134 #/' 461' VC s 2.0 k + 25 LF Eo libilli•LF vell+ 0,91 r 115 #/' Z2S (Al I -, 5 till 1 K L WIN1(k) 515MIC(k) VA 1.5 0.8 VCS 2.2 1.4 IFI. , 121APH, I VC LI 0.6 51 ARWALL5 @ LOVVCP FLft VA s 2.0 k + OB k - 3 k + to 1,! = 280 It/ AN\ ,,/S ta,,,,,,,w 1.8 k + 1.5k = 3 k + t0 LF = 330 u/. Perf Wall: 330 Co 0,72 - 458 #/' L' @• ai 1 Ir VI3 5 o.o k + 1.4 k = 1 k + 8 If = 187 if,. ""` w 0.0 k + 2.2 k - 2k + 8 LF = 293 a/ 1;I ,, Perf Wall: 293 = Co 1.00 -. 293 #/' 4 c s i1 VC 5 2.0 k + 0,6 k - 3 k - 30 I P 87,x} , -f•f lll9R , ins i= 1 w L8 k + LI k - 3 k + 30 Lr - 97.5 41/. ,jy � "I" =-" �' . Is Pert'Wil; 97 + Co 0.61 - 152 #/' j� ' ! _ i 1 Z. 3 r ,„,,,, _ L I (D OVERTURNING - FRONT BACK HOGGANS PARK - PLAN 2626L LL 11/9/2015 , GRID SHEAR DEAD DEAD DEAD LOAD LOAD NET LINE LEVEL LENGTH SHEAR/FT HEIGHT TRID LOAD M,resist 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 • 5= ' fW i "4 V-1 42 0.057 9 4 15 116.42 WIND 21.5 -1 . 12 -2.27 = A l Q` *.:As S.� , ''S LINE 2 V-2 15 0.140 8 4 15 13.95 WIND 16.8 0.00 0.56 ,., QST` ' ttvii V-1 3.25 0.122 9 4 15 0.70 WIND 3.6 0.00 0.97 t x' D Ig V-1 15 0.122 9 4 15 14.85 WIND 16.5 0.56 I .07 4 i k 1P '' .. LINE 3 V-2 42 0.029 8 4 15 109.37 WIND 9.7 0.00 -I .33 , ta ; K W *:0 V-1 38 0.078 9 4 15 95.30 WIND 26.7 -I .33 -2.13 -. �``&� ,, � a :� . x 1 ,1 OVERTURNING - SIDE TO SIDE GRID SHEAR DEAD DEAD DEAD LOAD LOAD NET LINE LEVEL LENGTH SHEAR/FT HEIGHT TRID 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 I d .�s V-2 8 0.134 8 4 15 3.97 WIND 8.6 0.00 0.77 §° <; .vmr eo V-1 2 0.334 7 4 15 0.23 WIND 4.7 0.00 2.27 � * .1 � tV-1 6 0.458 9 4 15 2.38 WIND 24.7 0.77 4.65 i � LINE B V-1 7.5 0.293 9 16.25 15 8.88 WIND 19.8 0.00 1 .93 V:i.eivpiikwritltwiiii LINE C V-2 18 0.115 8 16.25 15 49.86 WIND 16.6 0.00 -0.74 04 V-1 17 0.152 9 4 15 19.07 WIND 23.3 -0.74 -0.05 $`� 't, y �1 t3, LINE C V-2 6.5 0.082 8 4 15 2.62 SEISMIC 4.3 0.00 0.41 100= ' :ii1 •V-1 12.75 0.098 9 5 15 11.95 WIND 11.2 0.41 0.73 q• k` W ' OT-Hoggans Park-Plan 2626L F Lb`O SHEARWALL SCHEDULE MARK WALL 14'J..L FASTENER TYPE WOOD SILL PLATE WOOD SOLE PLATE SHEARWALL TO (1) SHEATHING (2) (BUILDERS PREFEREN�) (3) TO GONG CONN. (4) TO RIM JST./E & SHEARHALL LK6(5) eLK RIM BD. (6)BIRDRBLOGKTCONNL(-I) ENG FL ToD (8) 0 �"APA RATED 8D,0.131'X2-I/2"POWER DRIVEN ( SHTG ONE SDE FASTENER OR 136A.XI-I/2"STAPLE, )1"-DIA.XIO"AB.S 0 SIMP5oN L550'a 5IMP50N'IEP' SPACE o 6'O/.B26E5 d 12"O.G.FIELD 32"OG. I6d o 6"O . A35'a 24"O.G. 8D 0131"X2-1/2'POWER DRIVEN 24'OG. SPACED®60'O.G. G ."APA RATED FASTENER OR 136AXI-I/2"STAPLE, i"-DIA.XIO"A.S. 0 SHTG ONE SIDE " . SPADE o 4 OG.EDGES 4 12"O .FIELD 24"0-6- Ibd 0 4"D.G. .A35'0 18.OG. SIMPSON'L540'a SIMPSON UFP' Q °APA RATED 8D,OI31'X2-1/2'POWER DRIVEN 24'OG. SPACED o 45"O.G. �05p) 5HT6 ONE SIDE FASTENER OR 136AXI-I/2"STAPLE, I1"-DIA.X1O"A.B.'S a " SIMPSON L590'o SIMPSON UFP' SPACE•3'O.C.EDGE5 4 12"O.G.FIELD IS"OC. 20d a 3"O . A35'a 12 OG. 8D OR 0.131"X2-I/2"POWER DRIVEN 24'O.G. 5PAGED'e 32" C. E f'APA RATED FASTENER 4 SPACE o 2"04IVEE5; 3/4"-DIA,XI2"AB.5 SIMPSON'1..540'0 24" (610.0 `ATG ONE 51 12"O.G.FIELD 0 24"O.G. 206 o 3"OL. 'A35'0 10"O.G. O.G.4 TimbetLOK `X 'a1 ' "APA RATED 8D 0.131`X2-1/2"POWER DRIVEN I/4Xb"SCREW SPACED a 24"O.G. �qOp) SHTG TWO SIDES FASTENER 4 SPACE O 4"O.C.EDGES 4 3/4"-DIA.X12"A.B.'S 20d a 3"OG.d SINNP50r1 L540'0 12' � 12°O.G.FIELD 0 20"0.C. A35'a 5"OG. 'A35'0 8'O.G. O.G.t TImbarLOK N/A /6\ i"APA RATED 8D OR O.13I"X2-I/2"POWER DRIVEN 1/4X6"SGRB 1 (IOIOk) SHTG TWO SIDES FASTENER d SPACE•3'O.G.EDGES 4 3/4"-DIA.X12"A,B.'S 20d a 3"O.G.I SIMPSON'LS40'0 12" 12.O.G.FIELD •16"0.C. A35'•0 4"O G. 'A35'0 6"O.G. O.G.t TIn erLOK WA "APA RATED 0.131"X2-I/2"POWER DRIVEN V4X6"SG�6 t (158011) SHTG TWO SIDES FASTENER t SPACE O 2"OG.EDGES t 3/4`-DIA X12"A8.5 20d o 3"O.C.4 `+IMPSON•L540'0 7" 12"O.G.FIELD 0 12"O.G.(3X REQ'D) 'A35'0 3"OG. A35'®4'OG. O.G.t TfmberLOK WA NOTES: I/4X6"SCREN I.)ALLOWABLE SHEAR CAPACITY FOR TYPE'5'WALLS MAY BE INCREASED TO 330-PLF AND TYPE'C'WALLS MAY BE INCREASED TO 460-PLF FOR HND LOADING 2)ALL PLYWOOD SHEATHING EDGES SHALL BE SUPPORTED AND NAILED BY 2X BLOCKING.. I4ERE DOUBLE PLY WALLS ARE REQUIRED,STAGGER STUDS THAT RECEIVE HALING EACH SIDE OF WALL. FRAMING AT ADJOINING PANEL EDGES SHALL BE 3X AND NAILS SHALL BE STAGGERED(DBL 2X ACCEPTABLE WHEN SPIKED TOGETHER WITH I6d SPACED TO MATCH SHEARWALL NAILING PATTERN). WALL STUD SPACING SHALL BE SPACED AT A MAXIMUM OF 16"ON CENTER. 3J DO NOT PENETRATE THE SURFACE OF THE SHEATHING WITH THE NAIL HEAD. LOCATE NAIL I"MIN.FROM PANEL EDGE. FOR HALL TYPES 5,C 4 D'-STAPLES ARE ALLOWED IN LIEU OF NAILING,USE 135A.X I-1/2'STAPLES. 3X(OR DBL 2)0 REQUIRE AT PANEL EDGES FOR WALL TYPES t)-H'. 4)ALL ANCHOR BOLTS SHALL HAVE A STEEL PLATE WASHER iX3"X3"INSTALLED(GALVANIZED AT TREATED SILLS). LOCATE ANCHOR BOLT SO THAT EDGE OP PLATE WASHER IS WITHIN j"AWAY FROM PAGE OF PLYWOOD SHEATHING,AT DBL SHEATHED HALLS USE A 3X4 PLATE WASHER TO MAINTAIN THE i"EDGE DISTANCE. IF BOLT SPACING 15 GREATER THAN HALL 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. 'ASS'CLIPS CAN BE REPLACED BY'LPi5.'INSTALL'EFTS'OVER WALL PLYWOOD WHEN INSTALLED ON PLYWD.SIDE Cl"WALL. 6)SIMPSON CUPS AT TOP OF HALLS ARE NOT REQUIRED IF WALL SHEATHING 15 LAPPED AND NAILED TO RIM BD.OR BLOCKING ABOVE. 'A35'CLIPS CAN BE REPLACED BY LPTS.' 7)INSTALL L5'CLIPS FROM INSIDE OF BLOCKING TO SHEAR-WALL BELOW. WHERE VENT BLOCKS ME LOCATED,ADD UP THE AMOUNT OF CLIPS REQUIRED AT THE SHEAR-WALL LENGTH AND SPACE CLIPS AT NON-VENT BLOCK AREAS ALONG THE SANE LINE.TMrJerLOK SCRENS ARE REQUIRED AT TRUSS OILY SPACED AT 24"ON CENTER. 8.)SPECIAL INSPECTION 15 REQUIRED FOR POST-INSTAI I FD CONCRETE ANCHORS ON SIMPSON 1.FP'BRACKETS. EACH ANCHOR REQUIRES A STANDARD GUT WASHER. SI4EARIUALL DETAILS: WOOD SOLE PLATE " WOOD SOLE TO RIM JSTJBLI:G ME AS PLATE NAILI SHEARWALL TO ROOF WALL SHT6 .41„4"yi,...,..... I BIRD Bl nrK COI*4 II EDGE HOOD SOLE , NAILING.TO PLATE''ASSS OR Mr� E-K6 ..4414411 �� LPT51Nltli ' 10 • BRACKET "� S SCREWS # r 1NOTE • +�"` t" � `•,.� rdt„ . ,-;;;;_iii WOOD SILL PLATE D SHEARWALL TOjTO cr_v'v;trxsa (2)i"DIA.EXP. •v :e CONN. ,�! BOLTS W/4-1/2" . GLIF5 ENBEDMT. Hoop SILL TO 51-EARWALL TD LL SHEATHING PI/ FASTING FOUND. E 15, IM BD F TENERS PER SCHEDULE