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Plans (93) mss S7' Sherman Engineering, Inc. (503) 230-8876 Ph 3151 NE Sandy Blvd. Ste. 100, Portland, OR 97232 (503) 226-4745 Fax SEI Job #: 15-MSO -04-038 hOGGANS PARK - PLAN 2G2GR Lot 2 - Elevation A Tigard, OR December 17, 20 I 5 g,. Westwood homes, LLC ,r 12700 NW Cornell Rd , Portland OR 97229 *` P,' , ., (503) 7 15-2383 '. C F .`� ff;a. Subject: Sheet No. Foundation: FD I Patio Cover: RF I Framing: Girder Truss Loading GT I -GT3 Floor Joists FJ I Roof Beams KB -RB3 headers IID I -h5 Floor Beams FBI -FBI 0 Lateral: Loading LL I -LL2 Diaphragm/Wind Shears LL3-LLG Shearwalls LL7-LL8 Overturning LL9 Schedule LL I 0 Details D I -D28 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-04-038 IIOGGANS PARK - PLAN 2G2GR Lot 2 - Elevation A Tigard, OR December 17 201 5 `' ..�-.` ' t (# Westwood Homes, LLC 4 9864, 12700 NW Cornell Rd Portland, OR 97229 r� RGc•N (503) 715-2383 ve, -�' cr 90,'` ' C30�P SMti\ E3<(II ES: 8/30/ r " Subject: Sheet No. Foundation: FD I Patio Cover: RF Framing: Girder Truss Loading GT I -GT3 Floor Joists FJ Roof Beams RBI -RB3 Headers HD 1 -H5 Floor 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 5HERMAN ENGINEERING, INC. FOOTING SCHEDULE 3/5/ NE Sandy Blvd. FDI J06: HOGGANS PARK. Portland, OR 97232 I 1/2/15 Client: WESTWOOD HOMES NW q, 3011 = I ,500 psf(Assumed) REINFORCEMENT Number Type wallow ",allow FTG Size USE REBAR I195/ft I195 width (inch) depth (inch) CI Cont. 1500 6,000 12 8 (I) #4 Cont C2 Contmous 1750 7,000 14 8 (I) #4 Cont C3 Contmous 2000 8,000 I G 10 (2) #4 Cont C4 Contmous 2250 9,000 18 10 (2) #4 Cont Number Type "allow A FIG Size USE REDAR kips {t2 b(inch) I (inch) d (inch) Bearing (psf) P I Pad 3.4 2.3 .I5 . a ' in, .AV 1 500 Mu = 1.08k-ft As = .4m2 a = 0.52 M cap = I I .66k-ft4T `` max. P2 Pad 6.0 4.0 243 s 2 4 ' 'r fel 1 500 Mu = 2.55k-ft As = .4m2 a = 0.39 Mcap = 11 .89 <,ng * * al . P3 Pad 9.4 ,-, ' s.i ., tni2:;:i 1504 Mu = 4.99kft As = .4m2 a = 0.31 Mcap = 12.04k-ft AA, Mt"I a P4 Pad I3.5 9.0Rrltit atUraaRiligIllitt 1500 As = .6ln2 '' * ,„ tpA i M u = 8.6! k-ft a 0 39 Mcap 23.24 k-ft �> ; �£ P5 Pad 18.4 12.3 CM „._ . - .1 2 1 502 b Mu = I3.69k-ft As = .8m2 a = 0.45 M cap = 30.79k-ft `s` P6 Pad 24.0 16.0 MEW c K - x �. .�:� �� �� ,..�� tal 1500 M u = 20.4k-ft As = .511.12 a = 0.39 M cap 30.99 k ft �: ", 1` P7 Pad 28.8 18.8 - � �, - 1',�<,. aiirka - 7a; ,,;; 1534 Mu = 26.52k-ft As = I. m2 a = 0.45 M cap = 38.46 k-ft , P8 Pad 40.0 28.4 r iNiM a T. ' ' 1406 M u = 45.33k-ft As = 1.2 m2 a = 0.44 M cap = 46.22 k ft ° % AY, P9 Pad 50.0 36.0 , j; t' f ,"i1 1 1389 Mu = 63.75k-ft As = I.55m2 a = 0.51 Mcap = 57. I4k-ft _ '7 ' Z PIO Pad 65.0 42.3 ROOF, ,p �r 'f�:, i ' °, ..k��.a,: :._�, �.� � >�... 4..,��,. �.�;�,; 1538 Mu = 89.78k-ft As = 1.86m2 a = 0.56 Mcap = 104. 11 k-ft ' („„:,,, ,).#5 aw E',' 4 ' . "a -sans Park-Plan 2626E Sherman Engineering, Inc. (503) 230-8876 Ph. 315/ NE Sandy Blvd. Ste. /00 (503) 226-4745 Px JOB: HOGGANS PARK RF I CLIENT: WESTWOOD HOMES 11/2/2015 AJW PATIO COVER WIND: 1 20 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 = gi,GCN G = 0.85 CN = 1 .7 velocity pressure: qh = 0.00256 lc K-Kd V2 I = 26.6 P5F V = 1 20 Kz = 0.85 Kzt = 1 Kd = 0.85 depth Trib length Column Reaction : = 23. I x 12 12 53 I lbs Dead Load : 12 x 1 2 12 432 lbs Net uplift Minimum ftg size = -'" "`; Square x 18" Seismic: CAT. D ASCE 7-05, Sec. 1 .2 Sd51 1 $0 r pn� r fi c.' u. . Sds = 0.77 R = 6.5 Load: Dead Depth Width p sf x �::, ,� x m _ ( � , kips Vw = 0. 14 x 1 .73 = �� k1 s Wt L M = 0.25 x 6 = 1474 Ft-lbs Ft = 1474 / 1 2 = 123 lbs IUse LTT2OB to wall I BeamChek v2OO7 licensed to:Sherman Engineering Inc Reg#7992-66413 I1OGGANS PARK FRAMING GTI Date: 10/30/15 5e%tion (2) I-3/4x I 1-7/8 I.9E TJ Microllam LVL Lu = 0.0 Ft Conditions NDS 2001 Min Bearing Area R I= I 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 825 I # Reaction 2 TL 6295 # Bm Wt Included 256# Maximum V 825 I # Max Moment 515291# Max V(Reduced) 7598# TL Max Defl L/240 TL Actual Defl L/38 LL Max Defl L/360 LL Actual Defl L/ 108 Attributes Section (in3) Shear(in2) TL Defl (in) LL Defl Actual 82.26 41.56 7.51 2.67 Critical 206.51 34.77 I .20 0.80 Status Fads OK Fails Fails Ratio 251% 54% 626% 334% F12 (psi) Fv(psi) E (psi x mil) Fc±(psi) Values Reference Values 2600 285 1.9 750 Adjusted Values 2994 328 I.9 750 Adjustments CF Size Factor I.001 Cd Duration 1 .15 1 .15 Cr Repetitive I .00 Ch Shear Stress N/A Cm Wet Use 1 .00 1 .00 I .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 16.0 406 11 = 650 0 16.0 50 I = 80 16.0 24.0 Pt loads: R I = 8251 R2 = 6295 SPAN = 24 FT Uniform and partial uniform loads are lbs per lineal ft. r 7.2. BeamChek v2OO7 licensed to:Sherman Engneermg Inc Reg#7992-66413 HOGGANS PARK FRAMING GT2 Date: 10/30/15 Selection (2) I-3/4x 1 I-7/8 I .9E TJ Microllam LVL Lu = 0.0 Ft Conditions NDS 2001 Mm Bearing Area RI = 5.6 in2R2= 3.3 in (1.5) DL Defl= 0.03 in Data Beam Span 6.0 ft Reaction I LL 892 # Reaction 2 LL 1 189# Beam Wt per ft 10.68# Reaction I TL 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 Deft L/360 LL Actual Defl L/>1000 Attributes Section (ins) Shear(ma) TL Defl (in) LL Defl Actual 82.26 41.56 0.05 0.01 Cntical 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(psi) Values Reference Values 2600 285 I .9 750 Adjusted Values 2994 328 I.9 750 Adjustments CF Size Factor I .00 I Cd Duration I .I 5 1 .I5 Cr Repetitive I .00 Ch Shear Stress N/A Cm Wet Use 1.00 I .00 I .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 I .0 50 H = 80 0 I.0 406 1 = 650 I.0 6.0 I H Pt loads: E R I = 4168 R2 = 2476 SPAN = 6 FT Uniform and partial uniform loads are lbs per lineal ft. Y 615 DeamChek v2007 licensed to:Sherman Engineering Inc Reg#7992-66413 HOGGANS 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 Min Bearing Area RI = 3.1 int R2= 6.4 in2 (I .5) DL Defl= 0.47 in Data Beam Span 12.75 ft Reaction I LL G34# Reaction 2 LL 1696# Beam Wt per ft 10.68# Reaction 1 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 Deft 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 0.1 1 Critical 61.75 19.07 0.64 0.43 Status OK OK OK OK Ratio 75% 46% 91% 26% Fb (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 I.00 I Cd Duration 1.15 1 .15 Cr Repetitive I.00 Ch Shear Stress N/A Cm Wet Use 1.00 1 .00 I .00 1.00 • CI Stability 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 • 8.0 50 h = 80 0 8.0 40G I = 650 8.0 12.75 h Pt loads: RI = 2293 R2 = 4820 SPAN = 12.75 FT Uniform and partial uniform loads are lbs per lineal ft. F 0 R T E e MEMBER REPORT Level Floor:Joist PASSED 1 piece(s) 11 7/8"TM® 110 @ 16" OC f51 Overall Length:16'9"�i 39�,�` y. k .ri �avd«+o-*�,,,�����,`��x.,.a.�s�..,�4'°'d�+'°`m',.,w.�«; 3,.�`, >..,,.,.� �, ✓#4p� ; ✓a���' c;,,,,nns. X 16' 9 X All locations are measured from the outside face of left support(or left cantilever end).Ali dimensions are horizontal. } P l i s 1 i n k y*�'.. ��+*S -�i� ".ami a. f; n�r Y ✓� �;�w 6 y y:. m:Floor Member Reaction(lbs) 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 @ 5 1/2" 1560 Passed(38%) 1.00 1.0 D+1.0 L(All Spans) Bulking 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 Defl.(In) 0.275 @ 8'5 1/2" 0.404 Passed(L/704) -- 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Defl.(In) 0.379 @ 8'5 1/2" 0.808 Passed(L/512) -- 1.0 D+1.0 L(All Spans) TJ-Prom 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 3'2 118"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stabitrty. •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 1J-ProTM Rating Include:None f v :,.c..s° d*r-d/ �'" • • : 'x,p . ✓ :. yt tl 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" 166 442 608 1 1/4"Rim Board •Rim Board is assumed to carry all loads applied directly above it,bypassing the member being designed. � r ,:d at � nn J!S 1-Uniform(PSF) 0 to 16'9" 16" 15.0 40.0 Residential-Living Areas l� x • SUSTAINABLEFORESTRY1fJfnATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. �7Y Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)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 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 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.woocthywy.com/services/s_CodeReporteaspx, The product application,Input design loads,dimensions and support Information have been provided by Forte Software Operator ;;;;.,77, 4013.4i t 11/2/20151:03:10 PM Andrew WilliamsForte v5.0,Design Engine:V6.4.0.40 Sherman Engineering (503)230-8876 andy@shermaneng'ieers.com Page 1 of 1 t BeamChek v2OO7 hcensed to:Sherman Engineering Inc Reg#7992-664/3 HOGGANS PARK FRAMING RBI Date: 11/02/15 Selection PT 6x I 0 HF#I Lu = 0.0 Ft Conditions NOS 2001 , Incised Min searing Area RI= 3.7 m2 R2= 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 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 Attributes Section (m3) Shear(m2) TL Defl (in) LL Defl Actual 82.73 52.25 0.29 0.I4 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 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: 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. x fg5Z BeamChek v2007 licensed to:Sherman Bngmeenng Inc Reg',/,'7992-66413 110GGAN5 PARK FRAMING RB2 Date: 1 I/02/15 Selection PT 6x 10 IIF#I Lu = 0.0 Ft Conditions NDS 2001, Incised Min Bearing Area RI = I .3 in2R2= 1 .3 in2 (I .5) DL Defl= 0.05 in Data Beam Span I 1 .5 ft Reaction 1 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 Def( L/360 LL Actual Defl L/ >1000 Attributes Section (ins) Shear(in2) TL Defl (in) LL Defl Actual 82.73 52.25 0.09 0.04 Critical I9.04 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) ICJ-4950 Values Reference Values 1050 I40 I .3 405 Adjusted Values 966 129 I.2 405 Adjustments CF Size Factor 1.000 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 Uniform Load A RI = 533 R2 = 533 SPAN = II.5FT Uniform and partial uniform loads are lbs per lineal ft. fE63 DeamChek v2007 licensed to:Sherman Engmeenng Inc Reg#7992-66413 110GGANS PARK FRAMING R53 Date: 11/02/15 Selection PT 4x 8 tiF#2 Lu = 0.0 Ft Conditions NDS 2001, Incised Min Bearing Area R I = 1 .6 in2R2= 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 # Bm Wt Included 31 # Maximum V 665 # Max Moment 832'# Max V(Reduced) 505 # 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 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) Poi(psi) Values Reference Values 850 150 I.3 405 Adjusted Values 1017 138 1.2 405 Adjustments CF Size Factor I .300 Cd Duration I.15 1 .15 Cr Repetitive I.00 Ch Shear Stress N/A Ci Incised 0.80 0.80 0.95 1 .00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Loads Uniform LL: 163 Uniform TL: 260 = A Uniform Load A RI = 665 R2 = 665 SPAN = 5 FT Uniform and partial uniform loads are lbs per lineal ft. { . (hJ Y I BeamChek v2007 licensed to:Sherman Engrneenng Inc Reg#7992-664/3 110GGANS PARK FRAMING I1 D 1 Date: 10/30/15 Selection Gx I 0 DF-L#2 Lu = 0.0 Ft Conditions NDS 2001 Mm Bearing Area R I= 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 I TL 265 I # Reaction 2 TL 265 I # 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 Deft L/ >1000 Attributes Section (in3) Shear(in2) TL Defl (in) LL Defl Actual 82.73 52.25 0.14 0.07 Critical 63.22 16.3 I 0.40 0.27 Status OK OK OK OK Ratio 76% 31% 36% 27% Fb(psi) Fv(psi) E(psi x mil) Fci._(psi) Values Reference Values 875 170 I .3 625 Adjusted Values 1006 196 I .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 1 .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 Uniform Load A RI 651 / \ R2 = 2651 SPAN = 8FT Uniform and partial uniform loads are lbs per lineal ft. HD2 BeamChek v2007 licensed to:Sherman Engineering Inc Reg#7992-664/3 I10GGANS PARK FRAMING 11D2 Date: 10/30/15 Selection 4x I O 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 Seam 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 LL Max Defl L/360 LL Actual Defl L/ >1000 Attributes Section (in3) Shear(m2) TL Defl (in) LL Defl Actual 49.91 32.38 0.04 <0.0 I Cntical 29.1 I 20.48 0.25 0.17 Status OK OK OK OK Ratio 58% 63% 18% 2% Fb (psi) Fv(psi) E (psi x mil) Fc I(p51) Values Reference Values 900 180 I .6 625 Adjusted Values 1242 207 1.6 625 Adjustments CF Size Factor I.200 Cd Duration 1 .15 1.15 Cr Repetitive I .00 Ch Shear Stress N/A Cm Wet Use I.00 1 .00 1 .00 I .00 CI Stability I .0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Loads Point TL Distance Par Unit LL Par Unif TL Start End B = 3250 1.0 406 h = 650 0 I .0 50 1 = 80 1.0 5.0 11 Pt loads: 111 /\R I = 3333 R2 = 927 SPAN =.5 FT Uniform and partial uniform loads are lbs per lineal ft. '41), BeamChek v2007 licensed to:Sherman Engineering Inc Reg#7992-664 13 I10GGANS PARK FRAMING 11D3 Date: 11/02/15 Selection 5-1/8x 10-1/2 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2001 Min Bearing Area RI = 7.7 inR2= 10.7 m2 (1 .5) DL Defl= 0.10 in 0.15 in Data Beam Span 8.0 ft Reaction I LL 3073 # Reaction 2 LL 3073 # Seam Wt per ft 13.08# Reaction 1 TL 4993 # Reaction 2 TL 6943 # Bm Wt Included 105 # Maximum V 6943 # Max Moment 10682'# 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(in2) TL Defl (in) LL Defl Actual 94.17 53.81 0.18 0.08 Critical 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) 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 1 .00 I .00 I .00 CI Stability 1.0000 Kb = 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 11 = 440 0 8.0 42 I = 64 0 8.0 I 11 Uniform Load A Pt loads: R I = 4993 R2 = 6943 SPAN = 8 FT Uniform and partial uniform loads are lbs per lineal ft. • DeamChek v2O07 licensed to:Sherman Engmeenng Inc Reg#75.92-66413 110GGAN5 PARK FRAMING Date: I 1/02/15 Selection Gx 10 DF-L#2 Lu = 0.0 Ft Conditions NDS 2001 Min Bearing Area RI = 5.0 m2 R2= 6.0 m2 (1.5) 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(m2) TL Defl (m) LL Defl Actual 82.73 52.25 0.08 0.04 Critical 68.15 26.14 0.30 0.20 Status OK OK OK OK Ratio 82% 50% 27% 19% Fb (psi) Fv(psi) E (psi x mil) Fci._(psi) Values Reference Values 875 170 I .3 625 Adjusted Values 875 170 I.3 625 Adjustments CF Size Factor 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 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 I 11 Uniform Load A Pt loads: RI = 3155 R.2 = 3755 SPAN = 6 FT Uniform and partial uniform loads are lbs per lineal ft. 6eamChek v2007 licensed to:Sherman Engmeermg Inc Reg#7992-664/3 IIOGGANS PARK FRAMING 1-1D5 Date: 11/02/15 Selection 5-1/8x 1 6-1/2 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2001 Min Bearing Area RI = 8.3 in2R2= 7.I in2 (I .5) DL Defl= 0.44 in 0.66 in 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) 5 142 # TL Max Defl L/240 TL Actual Defl L/399 LL Max Defl L/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 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: 100 Uniform TL: I GO = 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. h5I BeamChek v2OO7 licensed to:Sherman Engineering Inc Reg#7952-6'6413 11OGGANS PARK FRAMING FBI Date: 10/30/15 Selection 5-1/8x 12 Gib 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2001 Mm Bearing Area RI = 5.5 m2R2= 5.5 m2 (1 .5) DL Defl= 0.11 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 I TL 3602 # Reaction 2 TL 3602 # Bm Wt Included I S I # Maximum V 3602 # Max Moment I 1480'# 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 (in5) Shear(in2) 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% 3 I% 45% 42% Fb (psi) Fv(psi) E (psi x mil) Fc±(psi) Values Reference Values 2400 240 I .8 650 Adjusted Values 2400 240 I .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 I.00 CI Stability I .0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Loads Uniform LL: 400 Uniform TL: 550 = A Uniform Load A /\ /\ RI = 3602 R2 = 3602 SPAN = 1 2.75 FT Uniform and partial uniform loads are lbs per lineal ft. rz BeamChek v2007 licensed to:Sherman Engineering Inc Reg#7992-664/3 110GGANS PARK FRAMING FB2 Date: 10/30/15 Selection 5-1/8x 12 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions ND5 2001 Min Bearing Area RI = 7.4 in2R2= 7.4 in2 (I .5) DL Deft= 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# Elm Wt Included 19 I # Maximum V 4829 # Max Moment 15392'# Max V(Reduced) 4071 # TL Max Deft L/240 TL Actual Defl L/395 LL Max Defl L/360 LL Actual Defl L/634 Attributes Section (ins) Shear(m2) TL Defl (in) LL Deft 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 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 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 Lb 540 Uniform TL: 743 = A Uniform Load A RI = 4829 R2 = 4829 SPAN = 12.75 FT Uniform and partial uniform loads are lbs per lineal ft. f93 BeamChek v2007 licensed to:Sherman Engineering Inc Reg#7992-664/3 11OGGANS PARK FRAMING F53 Date: 10/30/15 Selection 3-1/8x 12 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2001 Min Bearing Area RI = 3.7 m2R2= 3.7 in2 (I .5) DL Defl= <0.01 iri ecom Camber=0.01 in Data Beam Span 5.0 ft Reaction I LL 1750# Reaction 2 LL 1750# Beam Wt per ft 9. I I # Reaction I TL 2429 # Reaction 2 TL 2429# Bm Wt Included 46# Maximum V 2429# Max Moment 3036'# 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 15.18 9.11 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 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 1 .00 I.00 CI Stability I .0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Loads Uniform LL: 700 Uniform TL: 963 = A Uniform Load A Q RI = 2429 R2 = 2429 SPAN = 5 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2OO7 licensed to:Sherman Engineering Inc Reg#Z952-66413 11OGGANS PARK FRAMING FB4 Date: 10/30/15 Selection 5-1/8x 18 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2001 Min Bearing Area RI = 7.3 m2 R2= 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 545 # Beam Wt per ft 22.42 # Reaction I IL 4770# Reaction 2 TL 3503 # Elm Wt Included 460# Maximum V 4770# Max Moment 30188'# 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 (ins) Shear (m2) TL Defl (in) LL Defl Actual 276.75 92.25 0.67 0.05 Cntical 156.81 28.92 1 .03 0.68 Status OK OK OK OK Ratio 57% 31% 66% 7% Fb (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 I .00 Cr Repetitive I.00 Ch Shear Stress N/A 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 11: 53 Uniform TL: 73 = A Point TL Distance B = 2429 4.5 C = 3885 10.5 Uniform Load A Pt loads: ii RI = 4770 R2 = 3503 SPAN = 20.5 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2OO7 licensed to:Sherman Engineering Inc Reg#7992-664/3 11OGGANS PARK FRAMING FB5 Date: 10/30/15 Selection 5-I/8x 12 GIB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2001 Min Bearing Area RI= 6.0 m2R2= 6.0 in2 (1.5) DL Defl= 0.I 0 in Recom Camber=0.15 in Data Beam Span 12.0 ft Reaction I LL 2760# Reaction 2 LL 2760# Beam Wt per ft 14.94 # Reaction I TL 3885 # Reaction 2 TL 3885 # Bm Wt Included 179 # Maximum V 3885 # Max Moment I I654'# Max V(Reduced) 3237 # TL Max Defl L/ 240 TL Actual Deft L/554 LL Max Defl L/360 LL Actual Defl L/893 Attributes Section (in3) Shear(in2) 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 I.00 I.00 Cr Repetitive I .00 Ch Shear Stress N/A Cm Wet Use 1 .00 I .00 I .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 Uniform Load A RI = 3885 R2 = 3885 SPAN = 12 FT Uniform and partial uniform loads are lbs per lineal ft. P8(49 BeamChek v2007 licensed to:Sherman Engineering Inc Reg#7992-66.4/3 HOGGANS PARK FRAMING FB6 Date: 10/30/15 Selection 5-I/8x 12 GLS 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2001 Min Bearing Area RI= 5.4 in2R2= 5.4 in2 (I .5) DL Deft= 0.1 I in Recom Camber=0.17 in Data Beam Span 13.0 ft Reaction 1 LL 2470# Reaction 2 LL 2470# Beam Wt per ft 14.94# Reaction I TL 3493 # Reaction 2 TL 3493 # Sm Wt Included 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 Attributes Section (ins) Shear(in2) TL Defl (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% 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 1 .00 Cr Repetitive I.00 Ch Shear Stress N/A Cm Wet Use 1 .00 1 ,00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 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. k f1;47 BeamChek v2OO7 licensed to:Sherman Engineering Inc Reg#7992-66413 11OGGANS PARK FRAMING F57 Date: 10/30/15 Selection 3-1/8x 12 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2001 Mm Bearing Area RI= 1 .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. 1 I # Reaction I TL 1019# 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 Deft 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 Cntical 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 1.00 Cr Repetitive I .00 Ch Shear Stress N/A Cm Wet Use I .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 5 = 200 4.0 C = 317 14.25 Uniform Load A Pt loads: © C RI = 1019 R2 = 1061 SPAN = 19 FT Uniform and partial uniform loads are lbs per lineal ft. DeamChek v2007 licensed to:Sherman Engineering Inc Reg#7992-664/3 IIOGGANS PARK FRAMING Date: 10/30/15 Selection 6-3/4x 2 I GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2001 Min Bearing Area R I = 15.6 inR2= 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 I TL 1014 I # Reaction 2 TL 12618# Bm Wt Included 659# Maximum V 12618# Max Moment 60308'# Max V (Reduced) 105 10# TL Max Defl L/ 240 TL Actual Defl L/37 I LL Max Defl L/360 LL Actual Deft L/ >1000 Attributes Section (in3) Shear(in2) 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% Ft, (psi) Fv(psi) E (psi x mil) Fc (psi) Values Reference Values 2400 240 1 .8 650 Adjusted Values 2219 240 I .8 650 Adjustments Cv Volume 0.924 Cd Duration 1 .00 1 .00 Cr Repetitive I .00 Ch Shear Stress N/A 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 Loads Point TL Distance Par Unif LL Par Unif TL Start End B = 4600 7.0 50 H = 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 H Pt loads: RI = 10141 R2 = 12618, SPAN = 20 FT Uniform and partial uniform loads are lbs per lineal ft. F O R T E° MEMBER REPORT Level,Floor:Hush Beam PASSED i1 i 2 piece(s) 13/4"x 11 7/8" 2.0E Microllam®LVL . S1 Overall Length: 18'7 1/2" ( �-' Z.. ^ 0 . AN �'kx;Yddl: • 4 16'7 1/2" 2' 0 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. a5"a � t mss?"% ^ i i 4.T f" �P ?5 a' S'1"c! w% . 5 � ...:.: st.._.. r. System:Floor 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 We: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 Defl.(in) 0.042 @ 18'7 1/2" 0.228 Passed -- 1.0 D+0.75 L+0.75 Lr(Alt Spans) (21/999+) •Deflection criteria:LL(1/480)and TL(1/240). •Overhang deflection criteria:LL(21/480)and TL(21/240). •Bracing(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 member stability. �s~ w4yr�arar� �&�e�� u ° Tsa7 ✓'" sx/ '°tl �'�, ` a � '� �� + „ _ ffse l �. �p _,r y4Y 9G {".nom'c R.A! *," b f ? • aa c .,.»..�..�'�� a -,�Yy?�� 1,.. _e„ xwm�'�.?if_. _.. � ° ",f' t ls� 1-Hanger on 117/8”SPF beam 5.50" Hangers 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 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 •1 See Connector grid below for additional Information and/or requirements. 24-SDS self-drilling 16-SDS self-drilling 1-Face Mount Flange MGU3.63(H1=9.25) 4.50" N/A wood screw 0.242 dia. wood screw 0.242 dia. x212" x212" 1-Uniform(PSF) 0 to 18'7 1/2" 1'4" 15.0 40.0 - 2-Point(Ib) 16'10" N/A 4200 - - 3-Uniform(PSF) MESE 3' 16.8 - 25.0 Weyerhaeuser warrants that the ung of its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly dlsdaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)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 jurisdiction.The designer of record,builder or framer is responsible to assure that this catenation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engird 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. The product application,Input design loads,dimensions and support information have been provided by Forte Software Operator # k +1Job fitee " �� r 11/9/2015 8:55:46 AM Forte v5.0,Design Engine:V6.4.0.40 Andrew Williams Sherman Engineering (503)230-8876 aiidy©shemnanenguneers.com Page 1 of 1 1 r I.o BeamChek v2007 licensed to:5herman Engineering Inc Reg#7992-664 13 I10GGANS PARK FRAMING FBI 0 Date: 10/30/15 5electon 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 ,n2R2= 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 1 TL 317# Reaction 2 TL 3 17# Bm Wt Included 29# Maximum V 317# Max Moment 4%'# 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 (in3) Shear(in2) TL Defl (in) LL Defl Actual 41 .13 20.78 0.01 <0.01 Critical 2.01 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±(psi) Values Reference Values 2600 285 I.9 750 Adjusted Values 2604 285 I .9 750 Adjustments CF Size Factor I .001 Cd Duration 1 .00 1 .00 Cr Repetitive I .00 Ch Shear Stress N/A Cm Wet Use 1.00 1 .00 1.00 I.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Loads 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. R i tloggans Park- Plan 262GL Lateral Load LII 10/29/15 2012 IBC Per ASCE 7-10 Basic Wind Speed= 120 hzt = I.00 Exposure Category= B A = I.00 Building height= 18 I = 1.00 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 MWFR5 •End Zone Distance: Eave Ht(ft) 18 x 40% = 7.2 ft Bldg Width(ft) 44 x 10% = 4.4 ft width x4%A 1.8 ft Bldg Length(ft) 38 x 10% = 3.8 ft Length x4906 1.5 ft Minimum = 3.8 ft Edge Strip= 3.8 ft (End Zone=2x Edge Strip) End Zone 7g;,1,1'471i; Per IBC 2012 Use Group= I Number of Stories= 2 <3 --► Simplified analysis per IBC Section 16I 3.5.6.2 5,15 = 0.716 R= 6.5 5 1.2 V = d5 W = q'>3 < 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 7' 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 70.8 X 0.132 '1A1. f;"» = Base Shear Distribution: 5.5 QIU = 955 X 556 = 1.4 a 9.4 X 399 3.9 '% ()Fir = _ y: 955 1.4 -.1 LL-2012 5C-Hoppanc Park-Plan 2626L 10/29/2015 Design Maps Summary Report USGS Design Maps Summary Report 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 • r ''�, a zap' a Y� „P w s , y ,q. I• .{ z "an'' dry trA ",a "�` Y k+"s�`*'✓d '�,.,,`'`� '� "ji 1 ' .' •, _ '� s '_ f i i `E pi d d '�- M1 i 158' �,.a+ +� ii '�7 „^3�yKk 6 �{". 7 'AYV +�,i t 3 � � '�•§l � e iP��`,,},�ki"��+ F ara t 'muw ` YoPms^"'s" sy,oMahydr q f. /ay'= ' /si 4'411'21__ 410'. ,11;. A"+ a m • • 444 a ' &k. rfit AYt-t�f • a'144, fflf q ss i' ra �� 7� ,.,�,.�¢ r.�-",4'6' �,.q a}ygy � 5 t- .3 � �a..� .�E .�'' � K 'Ls �" to ) t ,r ,j i.,1C f/' r m� nlp ,� s ;��.� '41,1!4: � a r z.'S aJ:r �,,;t � a ', �`7:.: USGS-Provided Output Ss = 0.964 g SMS = 1.074 g Sips = 0.716 g S1 = 0.422 g SM1 = 0.666 g SDI = 0.444 g For information on how the SS and S1 values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEI-IRP" building code reference document. MCER Response Spectrum Design Response Spectrum 1.10 0.72 0.93 0.64 0.20 0.556 0.77 1120.66 0.4B ro 040 O.ss ,IX 0.44 0.32 0.33 0.24 0.22 0.1i: 0.11 0.02 0.00 0.00 0.00 0.20 0.40 0.60 0.20 1.00 1.20 1.40 1.60 1.20 2.00 0.00 0.20 0.40 0.60 0.20 1.00 1.20 1.40 1.60 1.20 ZOO 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://etv1-earthquake.cr.usgs.gw+/delignmaps/us/sum mary.php?tem plate=m i ni mal&l atitude=45.425727&longitude=-122.7893&siteclass=38siskcategory=0&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= ` ix 'psf !„I ;psf End.Zone ♦ I Interior ♦ End Zone End Zone Length='r ft Roof Ht. Oft Diaph 1 width,I.,-,; ,.. ft Wall Ht. ft Qn Qn Qn Diaph 2 width 1.,,„,-,., ft Shear V1 V2 V3 V4 REACTION Line Condition load trib trib total load trlb 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 sf ft ft ft psf ft ft ft psf ft ft ft <. cef ry ; . ips 1 End Left R' r1 �, . ex ; � z i ` ` v k r L2 Inter , ; tt amA' w .< a : : k : � : ' ., }' P-f ✓F ', ' "'fi. iyil• 'a " .*� Ali, svr47_ vt:- - . , 7 -401,1,44 • .s 4 �� , c# '.. 317,-� a' ,3 End Right - x � ; ; ' : . ,. X, Xcoi 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 77 x i 7 1.4 Ywu` ' T`° 2.t'1°77- 1 rt _- - 2 Inter y , w... 2 k . d ay7k �3 a.g:Eff K �r a�F fi m 3 a y 1 -ZD;�`Ys���T q St 1. dlr A► r 40 < 3 End Right " � ,_:m r, Ara" k ?2- r ' -li, h ; MAIN FLR Roof Wall TOTAL UPPER FLOOR LOAD End Zone= , psf , d psf Interior= • psf � t,psf LINE ROOF UPR FLR TOTAL Wall Ht. 2 0.9 1.1 r " ', : ` Diaph 1 width Diaph 2 width ft 3 0.5 0.7 y , SHERMA3151N ENGINEERINGNESandyBlvd , INC. Suite 100 Portland, OR 97232 Shear VI 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 •sf ft ft ft psf ft ft ft psf ft ft ft psf ft ft ft kips WL- 1 End Left j l xmtk x 2 Inter � g ' mss1,,,,, ,p,:4,,s r � 3�i y t it � A z.+.i• ;*-- "'''' 'sem § ' 3 End Right g a ,,:r..4: g �_.�. 'x x iW�='z S'� ,.��k...�. FG l � r �r-,:it.. �41044-f; '' ';9� r 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 VI V2 V3 V4 Roof Wall End Zone=., psf ; psf Interior= : ! a' psf ,A psf End Zone P ��'� ♦ 1 Interior 1 y End Zone End Zone Length =zP . ft Roof Ht. .ft Diaph 1 width ; ft Wall Ht. ; ft Qn Qn Qn Shear V.1 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 g�' .; = t0''JUN':€�' ,,�s4... ,4*, - °y. T`� n'.k .0 1011031Valia C End Right �dx�? `ar,` , ra� : ° st ,rrW :.s 7'ci3'v'.47 :�lX,' / Shear VI 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 3„tet ; . ...;. '1`! �=g "�� ' ,C' , z', ' 'y C End Right � � ` MAIN FLR Roof Wall TOTAL UPPER FLOOR LOAD End Zone= -psf : ;psf Interior= psfpsf LINE ROOF UPR FLR TOTAL Wall Hi:° t 1' A 0.4 1.4 f� Diaph 1 width• . . ft C 0.4 1.4 F Diaph 2 width° • ft y... F V 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 •sf ft ft ft psf ft ft ft psf ft ft ft psf ft ft ft kips A End Lefty , c a .? r,:;�uh„ <. a�"am''..:+5.��' �a '' '5 .�`��- _--__ s .., z°�e'i Vi. �L C mt, . 1 i"Y4= '"�i«� .B'. l''s t w B inter e ,r �' Y r:l l � e s .v>w v_IP< i d2 g d 4 C End Right $ ack � '� ' .s .: • ate.. �L � � F cN , 4, , Sherman Engineering, Inc. 1-1-7 3151 NE Sandy Blvd. Portland,OR 97232 mato.: 12/17/2015 (503)230-8876 Phone (503)226-4745 Fax HOGGAN5 PAI K - PLAN 2626 AJW FPONI/13ACK LOVING WIN17(k) 5�15MIC(k) VI 1.1 09 V2 2.1 2,0 ROOF LIAPH, 0 1,2 1.0 5IfAKWAI-L5 @ (PPM FLP dk zNr � , VI 5 0.9 k + 37 LF - ( 25 #/ __ ► � , w LI k + 37 1.P - 3o #/' ., Ri Per-Mall: 30 + Co 1.00 .' 30 #/ de: SI* Amon. AWN L3.J V2 s 2.0 k 15 LF - ( 133 #/') I I .5 w 2,1 k + 15 LP - 140 #/' Vii j 111 Perf Wall: 140 + Co 1.00 - 140 #/' 1.... : V3 5 I.ok . 42 LF - ( 24 #/') it w 1.2 k + 42 I.F - 29 #/' .m°°. 1 1.111.1111711 Perf Wail: 29 + Co 1,00 - 29 #/' '&1' _ __ WINP(k) 5�15MIC(k) VI 1.3 0.6 V2 2.6 1,4 FW, tIAPN. 0 1.6 0,8 H APWALL5 c LOWER FLP -, ( � sof M VI 5 0.9 k + Ob k - 2 k + 42 LP - 35.7 *, w 1,1 k + 1,3 k - 2 k + 42 LP .' 57.1 -0, ` Perf WW1: 59 + Co 1.00 - 57 #/' 251 ' it'25 1 :25 V2 5 2.0 k + 1.4 k - 3 k + 39 If 88.3 **, a _ 1,4 zi w 2.1 k + 2.6 k - 5 k + 39 LP - 122 it/. //g ir PerfWall: 122 + Co 1.00 - 122 #/' / ark 1�1f 1� V3 5 1.0 k + 0.8 k 2 k + 38 LP - 49.7 i, t5., a` °°'"' w 1.2 k + 1.6 k - 3 k + 38 LP - 94,2 7i, Perf Wall: 14 + Co 0.95 - 18 #/' 1 _3 5 ,, ■ VIII �r.,-,,,_ -PEI= -•-.�i. i _�� -.l�I'I i I q I ;j1a 4.1.4 111 IhI IN"All M III i !� ter ..... I....1" M.__Wall _ Nil 11. rlr,� X11 -� r - 11 I �i loi f 1- �L .' ■• 1ti.4f 1 r Sherman Engineering, Inc. LL 3151 NE Sandy Blvd. Portland,OR 97232 PROD C1: 12/17/2015 (503)230-8876 Phone (503)226-4745 Fax HOGGAN5 PARK - PLAN 2626 AJW 51M/sit LOADING WIND(k) 5E15MIC(k) VA 1,8 2.0 VC 1.8 2.0 I?00F IIAPN, 1.5 51 AI?WALL5 @ LIPPM PLR g fP E- ii. tA VA 5 2.0 k + 21 LF - ( 95 4/') w 1.8 k - 21 LF - 86 #/' CSI I PerF Wall: 95 + Co 0,71 - 134 *t/' Ai VCs 2.0 k - 25 LF - ( 82 4/') [M II. r - M w 1.8 k - 25 LF 73 #/' no Perf Wall: 82 + Co 0,71 - 115 4/' KZ"L" o►mit -- 0,5 a /4 W WIN12(k) 5N5MIC(k) VA 1.5 0.8 VI3 2.2 1.4 FLP, PIAPH, VC 1.1 Oh 51 A1WALL5 © LOWM PLR °""'"°" 75 VA 5 2,0 k + 0,8 k - 3 k Io LF 280 a', Aiiiii.. 3 '� '� e w 1B + 1.5k - 3k + 10 LF - 330 Bpama -1' �o Perf Wall: 330 + Co 0,72 - 458 4/' ©C e't .Cd i I �' VP s 0.0k + 1.4k - 1k : 8LF - 187 „p .0[� 1 0 iii. _.-.- r W 0O k + 2.2 k - 2 k _ 8 LF - 293 *v, ' Perf Wall: 293 + Co 1,00 - 293 #/' ti $ w;,� �•s VCs 2.0 k + 0.6 k - 3 k 30 LF - 87,4 ./. w 1,8 k + 1.1 k - 3 k - 30 LF - 97.5 ,�,. � Perf Wall; 97 + Co 0.64 -' 152 4/' - •� 3 3 111 i .11W- nom wising 1 I111m 1 1111111 11 J e OVERTURNING - FRONT BACK NOGGANS PARK - PLAN 2G2GL LL 10/30/2015 ,, GRID SHEAR DEAD DEAD DEAD LOAD LOAD NET LINE LEVEL LENGTH 5HEAR/FT HEIGHT TRIB 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 -1 . 12 air iii0 ils a V-1 42 0.057 9 4 15 116.42 WIND 21.5 -1 .12 -2.27 1� .,e :. ' A '' a LINE 2 V-2 15 0.140 8 4 15 13.95 WIND 16.8 0.00 0.56 Ms 'Us � . , a V-1 3.25 0.122 9 4 15 0.70 WIND 3.6 0.00 0.97 43= , s I x 4 k V-1 15 0.122 9 4 15 14.85 WIND 16.5 0.56 I .07 `I , .• 5 D1�4• r .. LINE 3 V-2 42 0.029 8 4 15 109.37 WIND 9.7 0.00 -1 .33 d Vi MititiailOiri, ,,,1:3i% V-1 38 0.078 9 4 15 95.30 WIND 26.7 -I .33 -2. 13 r ,-a o OVERTURNING - SIDE TO SIDE GRID SHEAR DEAD DEAD DEAD LOAD LOAD NET LINE LEVEL LENGTH SHEAR/FT HEIGHT TRIG LOAD M,resist REDUCTION M,ot ABOVE UPLIFT LINE A V-2 7 0.095 8 16.25 15 7.54 SEISMIC 5.3 0.00 0. 1 1 .,Wit- IQ eM5 ',:::‘, 1g;';:' a'S 1��� �`t �. �� V-2 8 0.134 8 4 15 3.97 WIND 8.6 0.00 0.77 yZ§.s ,, i' gi, V-1 2 0.334 7 4 15 0.23 WIND 4.7 0.00 2.27 RVgat �D 14 V-1 6 .0.458 9 4 15 2.38 WIND 24.7 0.77 4.65 ,,,,,k' rEsert r , \may^ � LINE B V-1 7.5 0.293 9 16.25 15 8.88 WIND 19.8 0.00 1 :93 ;7. .A o " . s° LINE C V-2 18 0.115 8 16.25 15 49.86 WIND 16.6 0.00 -0.74 gAZVO 4r-#40W o V-1 17 0.152 9 4 15 19.07 WIND 23.3 -0.74 -0.05 , 5 , K ;i j UNE C V-2 6.5 0.082 8 4 15 2.62 SEISMIC 4.3 0.00 0.4 I ° y ' 7:,," y .' , ta V-1 12.75 0.098 9 5 15 11.95 WIND 11.2 0.41 0.73 . x. OT-Hoggans Park-Plan 2626L F i 4 ON WO SI-{EAR.UALL SCHEDULE WALL MALL FASTENER TYPE WOOD SILL PLATE 1,4000 SOLE PLATE SHEARWALL TO SHEARWALL TO ROOF WOOD SILL TO MARK(1) SHEATHING (2) (BUILDER'S PREFERENCE) (3) TO GONG CONN. (4) To RIM..ST./BLK6(5) BLKG/RIM BD. (6) BIRD BLOCK GOBI.co EXISTING FOUND. (8) /s\ I}"APA RATED 80'0.131"X2-I/2"PONE DRIVEN SHT6 ONE SIDE FASTENER OR 136AXI-I/2"STAPLE, ' O�0"A.B.S 0 Ibd 0 6"O.G. 'A35'0 24"O.G. 5'PSON LS50'O SPED�'O.G. (EAU SPACE O 6 OL.EDGES a IT O.G.FIELD A\ \ a'APA RATED 80,O.13I"X2-I/2"POWER DRIVEN ITC ONE SIDE FASTENER OR 13GAX1-I/2"STAPLE, i"-PIAXIO"AB.'S O SIMP50N'LSgO'O SIMPSON UFP' MOW SPACE O 4"OL.EDGES 4 12' O.G.FIELD 24"O G. Ibd O 4"OG. A35'O 18"OL. 24'O.G. SPACED o 45.O.G. /� a.APA RATED BD,0.131'X2-I/2"POWER DRIVEN /V\ 5HT6 ONE SIDE FASTENERB OR 136A.XI-I/2"STAPLE, i"-DIA.XIO"A. .S 0 20d O 3"O.G. 'A3 .G. 5'0 12°OSIMPSON'L5gO'o SIMPSON'IPP' (505p) SPACE 0 3"O.G.EDGES 4 12°O.G.FIELD IS"O.G. 24"O.G. SPACED 0 32"DO. 8D OR O.13I"X2-1/2"POWER DRIVEN SIMPSON'1ar90'0 24" - i'APA RATED FASTENER 4 SPACE O 2'OG.EDGES 4 3/4"-DIA.X12"A.B. SIMPSON'UFP' SHTG ONE SIDE 0 24"O.G. 20d O 3"OL. A35'0 10'0.C. OL.a Tknba'LOK (6101012"O.G.FIELD 1/4X6"SCREN SPACED O 24"O.G. / 80 OR 0.131"X2-I/2"POWER DRIVEN SIMPSON L540'O 12" /f\ a.APA RATED FASTENER 4 SPACE O'4"0.6.EDGES 4 3/4"-DIAXI2"ABS 20d 0 3"O.G.I (NOV 8111-6 TWO SIDES 12"O.G.FIELD 020"O.G. 'A35'o 5"O.G. A35'0 8'O.G. 51 TenberLOK WA /� 817 OR 0.131"X2-I/2"POWER DRIVEN / 4"APA RATED FASTEN 4 SPACE O B"O.G.ED6E5 4 3/4"-DIAB'S XI2"A . 2Od O 3"O.G.t .a 6"OO Tirr6erLOc 12" 6 WA (1010*) 5E1119 THD SIDES 12.O.G.FIELD O 18"OL. 'A35'0 4"O.G. G. I/4X6'5a33.1 8D OR 0.131"X2-I/2"POWER DRIVEN 3/4SIMPSON L540'O T" SHT6 TWO SIDES FASTENER 4 SPACE 0 2'0.0.876E5 a ®12 OG f3XAREQD) A35'•3"OG.a ''A35'a 4°OL. O.G.4 TlmberLOK WA (15800 12"OG.FIELD O 4X5"SGREN4_ - NOTES: L)ALLOWABLE SHEAR CAPACITY FOR TYPE S'WALLS MAY BE INCREASED TO 33O-PLF AND TYPE'C'WALLS MAY BE INCREASED TO 460-PLF FOR PRV 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 STA66ERED(DBL 2X ACCEPTABLE WHEN SPIKED TOGETHER NUTH Ibd SPACED TO MATCH SHEARWALL NAILING PATTERN). WALL STUD SPACING SHALL Be SPACED AT A MAXIMUM OF Ib"ON CENTER 3)DO NOT PENETRATE 11-E SURFACE OF THE SHEATHING WITH THE NAIL HEAD. LOCATE NAIL g"MIN.FROM PANEL EDGE. FOR WALL TYPES 5,C 4 D'-STAPLES ARE ALLOWED IN US)OF NAILING,USE BGA.X 1-1/2•STAPLES. 3X(OR DBL 2X)REQUIRE AT PANEL EDGES FOR WALL TYPES'D-H'. 4)ALL ANCHOR BOLTS SHALL HAVE A STEEL PLATE MASHER iX3"X3"INSTALLED(GALVANIZED AT TREATED SILLS). LOCATE ANCHOR BOLT 50 THAT EDGE OF PLATE WASIE2 IS WITHIN i"AWAY FROM FACE OF PLYWOOD SHEATHING,AT DBL.SHEATHED WALLS USE A 3X4 PLATE WASHER TO MAINTAIN THE 1"EDGE DISTANCE. IF BOLT SPACING 15 GREATER THAN 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 CAN BE REPLACED BY'LPTS.'INSTALL'LPTS'OVER WALL PLYWOOD WHET( INSTALLED ON PLYWD.SIDE OF WALL. 6)SIMPSON CLIPS AT TOP OF WALLS ARE NOT REQUIRED IF WALL SHEATHING 15 LAPPED AND NAILED TO RIM BD.CR BLOCKING ABOVE. 'A35'CLIPS CAN BE REPLACED BY LPT5.' 1)INSTALL LS'CLIPS FROM INSIDE OF BLOCKING TO SHEAR-WALL BELOW. WHERE VENT BLOCKS ARE LOCATED,ADD UP THE AMOUNT OF CLIPS REQUIRED AT THE SHEAR-WALL LENGTH AND SPACE CLIPS AT NON-VENT BLOCK AREAS ALONG THE SANE LITE.TkrberLOK SCREWS ARE REQUIRED AT TRUSS ONLY SPACED AT 24"ON CENTER. 8.)SPECIAL INSPECTION IS REQUIRED FOR POST-INSTALLED CONCRETE ANGHOF ,ON SIMPSON UFP'BRACKETS. EACH ANCHOR REQUIRES A STANDARD CUT WASHER SHEAR:WALL DETAILS: WOOD SOLE PLATE III WOOD SOLE $ii TO RIM JST./BLKG AMEAS PLATE NAILIN +EARWALL TO ROOF WALL 5HT6 BIRD ELOCK[. tNAILING TO �� A. SLKG 4444411414'611*ItyliTl41111114 /1111 lip WDOD SOLEPLATE'ASS OR moi+1 ' -'' SIII\ . . , � � `� 5EE NOTE i!' ~ ��*� Ir I) �� * II r, .�: � ^"melt. —, SHEARWALL TO ; SILL PLATE ? y.MAit BLK6/RIM 1317. �N11 5 CLIPS 70 GONG GOPJIN. (2)1°DIA.EXP. iL • ., CONN. I 1 BOLTS LW 4-1/2" L EHBEDMT. `HIEARWALL TO HOOD SILL TO RI KG/RIM BD SHEATHING W/ EXISTING FOUND. FASTENERS PER SCHEDULE