Loading...
Specifications - OWLTA- . Cd. -\-- - GREEN MOUNThIN RECEIVED illie structural engineering FEB 272019 CITY OF TIGARD BUILDING DIVISION STRUCTURAL CALCULATIONS 1 for i , 1 1 1 Dumont Plan Willow Brook, Lot 17 Tigard, Oregon Contractor: Pacific Lifestyle Homes (360) 573-8081 OP PROp 19 • i OREGO dr 4%.". sk 17 V 0+ °It 44 AND Expires: June 17,2020 Project Number: 18116 February 7, 2019 4 Index I i Structural Information Lateral Analysis L-1 thru L-15 1 Framing Analysis F-1 thru F-1 1 1 1 greenmountainse con"-mfo@greenmouNtatnse corn-4857 NW Lake Rd Suite 260 Camas WA 98607 GREEN MOUNTVIIN Mstructural engineering STRUCTURAL DESIGN INFORMATION GOVERNING CODE: 2015 International Residential Code(IRC) 2015 International Building Code(IBC) This engineering pertains to the design of the Lateral Force Resisting System and a review of the home designer's framing and foundation plans. The home designer is responsible for making any necessary changes as required by these calculations to their framing and foundation plans. 1. Dead Load: A. Roof 15 psf B. Floor 10 psf C. Exterior walls 10 psf D. Exterior walls with veneer 50 psf E. Interior walls with gypboard each side 5 psf 2. Floor live load: 40 psf 3. Snow load: A. Uniformly distributed snow load on roof 25 psf 4. Wind load—based on ASCE 7-10 CH 27 MWFRS Directional Procedure: A. 3 Second Gust Wind Speed V=140 mph B. Exposure .B C. Importance factor I=1.0 D. Topographical Factor Kzt=1.0 E. Wind Directional Factor Kd=0.85 F. Structure classified as enclosed 5. Seismic load—based on ASCE 7-10 Section 12.14: A. Mapped Spectral Acceleration for short periods Ss=1.0 B. Mapped Spectral Acceleration for 1 second period..................S1=0.34 C. Soil Site Class D D. Ductility coefficient R=6.5 E. Seismic Design Category D 6. Foundation Soil Properties: - -Undisturbed-sandy-silt-per IBC Mt5-Tables-180(0- l Class#5 B. Maximum vertical bearing pressure 1500 psf 40 pcf 45 pcf 7. Retaining wall lateral loads: A. Walls free to displace laterally at top B. Walls restrained against lateral displacement at top 8. Concrete: A. 28 day design strength F'c 3000 psi B. Reinforcing bars ASTM A615,Grade 60 II GREEN M O U N T h I N PROJECT: PLH 2127 116111, structural engineering DATE: 3/20/2018 BY: AMA JOB NO: 18116 SHEET L-1 LATERAL SEISMIC DESIGN BASED ON ASCE-7-10 1617.5 Simplified analysis procedure for seismic design of buildings 1.2•SDS SEISMIC BASE SHEAR V:_ •W (EQ.12.14-11 with F=12) R Ss mapped spectral acceleration for SS:= 1.00 short periods(Sec.11.4.1) from USGS web site mapped spectral acceleration for := 0.34 1 second period(Sec.11.4.1) Fa Site coefficient(Table 11.4-1) Fa'— 1.1 Based on Soil F„ Site coefficient(Table 11.4-2) 18 Site Class D F SMS:= Fa•S5 SMS=1.1 (Eq.11.4-1) SM1 := Fv•S1 SM1 = 0.61 (Eq.11.4-2) 11.4.43 Design spectrum response acceleration parameters 2 SDS 3•SMS 5D5= 0.73 > 0.509 SEISMIC 2 CATEGORY SD1•= 3 SM1 5D1= 0.41 > 0.20g D per Table 11.6-1 WOOD SHEAR PANELS 1.2 SDS R:= 65 Table 95.2.2 V:_ •W R 1.2.0.73 V:= •W V:= 0.135-W 6.5 12.4 Seismic Load Combinations E:= 1.3•V (Eq.12.4-3 with redundancy factor=1.3 per 12.3.4.2) WSD:= 0.7•E 0.7-1.3.0.135•W 0.123•W WOOD SHEAR PANELS GREEN MOUNTAIN PRO CT: PLx 212, structural engineering °ATE. R¢ 3�20�201$ A BY JOB NO: 1$116 SHEET 2 LATERAL ,... SIMPLIFIED WIND AND SEISMIC COMPARISON WIND AL 11 —4 1111 7.4 psf psf ivVirid base Shear Length L:= 70•ft Height Ht:= 26•ft WIND:= L-Ht-(11-psf+ 7.4-psf) WIND=33488 lb SEISMIC Fr Wroof F2 - — Wfloor — Wwall Seisn�is base Shear Arm:= 70•ft-40-ft Arew,f =2800ft2 "floor:= 70•ft•40•ft Afloor =2800 ft2 Wwalls 4 18-ft-70-ft Wwall =5040ft2 s SEISMIC:_ (Arm-15-psf+ Afloor•15•psf+ Wwalls-10 psf)•0.123 SEISMIC=16531.2 lb WIND GOVERNS DESIGN hi GREEN MOUNTnIN PROJECT: PLH - 2127 3/20/2018 AMA structural engineering DATE amr, a . BYWmry__.. JOB N0: 18116 L-3 SHEET: LATERAL LATERAL WIND DESIGN IS BASED ON ASCE 7-10 CH.27 MWFRS DIRECTIONAL PROCEDURE VELOCITY PRESSURE q,.= .00256•KZ•KZt•Kd V2.I EXPOSURE B WIND SPEED(3 second gust) Vas:= 140 mph IMPORTANCE FACTOR I:= 1.0 TOPOGRAPHICAL FACTOR KA.:= 1.0 WIND DIRECTIONAL FACTOR Kd:= 0.85 EXPOSURE COEFFICIENT 0'-15' KZ:= 0.57 qZ:= .00256 KZ KZt-Kd V352•I qZ=24.31 (varies/height) 15'-20' KZ:= 0.62 qz:= .00256•KZ•KZt•Kd•V352.1 qZ=26.44 20'-25' KZ:= 0.66 q,:= .00256.KZ-KZt•Kd•V3s2•I qZ= 28.15 25'-30' KZ:= 0.70 gZ:_ .00256•KZ•KZt•Kd•V3s2•I qZ=29.85 WIND PRESSURE P:= qZ•G•CP G:= 0.85 Gust factor CP pressure coefficient For Working Stress Design Multiply WIND PRESSURE by 0.6 per IBC 1605.3.1 AT WALLS 0'-15' WINDWARD P„ := 0.6.24.31.psf 0.85.0.8 P,„=9.92 psf LEEWARD PL:= 0.6.24.31-psf•0.85 0.5 PL=6.2 psf 15' 0' WINDWARD P„,:= 0.6.26.44•psf•0.85.0.8 P,„ =10.79psf LEEWARD PL:= 0.6.26.44•psf 0.85.0.5 PL=6.74 psf AT ROOF 15'-20' WINDWARD P„,:= 0.6.26.44•psf•0.85.0.3 P„,=4.05 psf LEEWARD FL:= 0.6 26.44 psf 0.85.0.6 PL=8.09 psf 20'-25' WINDWARD P„,,:= 0.6.28.15•psf•0.85.0.3 P„,=4.31psf LEEWARD PL:= 0.6 28.15•psf•0.85.0.6 PL=8.61 psf GREEN M O U N TSI I N PROJECT: PLH 2127 7r rt %OF DATE BY structural engineering3�20�2018 AMA JOB NO: 18116 SHEET: L-4 LATERAL �r��•��.r,.���., ,� �a.� WIND DESIGN IS BASED ON ASCE 7-10 CH.27 MWFRS DIRECTIONAL PROCEDURE Cp—O. 4.31 7 8.61 Assume psf / psi p--0.6 0 := 35 Eft 10.79 psf I! I 1.111 6.74 psf 9.92 psf Mean Roof Height windward leeward 17+ 22 =19.5 2 Loads at Roof upper roof lower roof Windward 4.31•psf•6•ft=25.86plf 4.05-psf-7.5-ft=30.37 plf Leeward 5.61.psf•6.ft=51.66 plf 8.09.psf•7.5•ft=60.67plf Wall loads at upper level at lower level Windward 10.79-psf•4•ft=43.16plf 9.92 psf•9•ft=89.28pIf Leeward 6.74•psf•4•ft=26.96p1f 6.74-psf•9-ft=60.66 plf GREEN MOUNT�IIN 3/20/2018 PROJECT PLH 2127 AMA 1 structural engineering DATE: �: p. P . �_ wBY JOB NO: 18116 SHEET: L-5 LATERAL , m . ,�_ 3,, w w£_ , . ��__ �.���, ___ __ ,. ..„,_ WIND ON ROOF W=148plf 1 I Q c0 co < II < I t �' Fill I� CI_ LO r) I I W=140pIf 4_ a up Lo GREEN MOUNTAIN PROJECT PI'H 2127 %Pr DATE 3/20/2018 BY AMA structural engineering DATEr � .R.µ . �k.H my_rm,, JOB NO: 18116 SHEET L 6 LATERAL „...r , ,.___. _M__ ___ ,__ ___ ____ WIND ON UPPER LEVEL 0 0 N N N N N W=1 50pIf v`" I ---, <2160 7 f � II I Q �� o L in II f T III I,i T-, -_-� T 1 1 1-4 ', 2160 II GREEN M O U N T h I N PROJECT: PLH - 2127 ih DATE .3/20 2018. BY ...AMA ilir structural engineering JOB N0: 18116 SHEET L-7 LATERALA� _ .n N„„a ,��..,r. n.�w�r r..a�x.M, K ,.T: ....,,.._: F.,... WIND ON MAIN LEVEL 7260 I - 1 II I Tr LI Q III o r' �' I -i I A IJ O N A N 1 1 I , 7058> l 1 � II i— I I II , I— I SII — I 1800> GREEN MOUNTi'1IN PROJECT PLH 2127 ulp DATE: 3/20/2018 AMA structural engineering _v _ �,__ BY.,p a . r ...@. ��,, . JOB NO: 1811() SHEET L-8 LATERAL . ____A 3 ,Y u. r f, „X, �, ... ,.x ,..__ ,,,, F, SHEAR WALL DESIGN Pdl IPdl 4' Wdl — P 00 P:= wind V:= seismic h L. R=Holdown Force Based on Basic Load Combinations 0.6D+ 0.6W 0.6•D+ 0.7•E Overturning Moment: Mot:= P-h (L)2rResisting Moment: Mr:= 0.6-(Wdl + Wwaii)•2 + 0.6•Pdi•L R Mat— Mr Holdown Force L II GREEN MOUNThIN PROJECT PLH 2127 structural engineering 3/20/2018 DATE: BY: IMA NO: 18116 SHEET: L-9 LATERAL Shear Walls at Right Elevation Upper Level Wind Force P:= 2220.lb P= 2220 Ib Length of wall L:= 19-ft+ 4ft L=23ft P Shear v:= - v=9652 plf A 4 Overturning Mot:= P-8-ft 23 Mot=3088.7 lb-ft Moment (4.ft)2 Resisting Mr:= 0.6 (15 psf•8-ft+ 10-psf•8-ft)• 2 + 0.6-400-Ib 4 ft Moment Mr=1920 Ib-ft Mot—Mr Holdown =292.17 lb Force 4 ft Main Level Wind Force P:= 5220-Ib P=52201b Length of wall L:= 21-ft+ 9-ft+ 10ft+ 5ft L=45ft P B Shear v:= v=116 plf 5 Overturning Mot:= P-9•ft45 Mot=5220 lb-ft Moment Resisting Mr:= 0.6-(15 psf•8.ft+ 10-psf-18-ft)•(54°2 2 5fft)22 + 0.6.600-Ib-5-ft Moment Mr=4050 lb-ft Holdown Mot— Mr = 2341b Force 5.ft GREEN M O U N T II I N PROJECT PLH 2127 3/20/2018111111, BY AMA structural engineering DATE JOB NO: 18116 SHEET: L-10 LATERAL Shear Walls at Rear El evation Upper Level Wind Force P:= 2160lb F'=2160 lb Length of wall L:= 5ft+ 15ft L= 20 ft P Shear v:= — v=108 plf A 5 Overturning Mot:= P•8•ft 20 Mot=4320lb•ft Moment (5 ft)2 Resisting Mr:= 0.6 (15.psf•3-ft+ 10.psf•8•ft)• 2 + 0.6-400-lb-5-ft Moment Mr= 2137.5lb•ft Mot— Mr Holdown =436.5 lb Force 5-ft Main Level Wind Force P:= 7260-lb P=72601b Length of wall L:= 3•ft•2+ 4ft+ 2.5ft•2 L=15ft F' Shear v:= - v=484p1f D 3 Overturning Mot:= P•9•ft'-15 Mot=13068lb•ft (2.5•ft)2 Resisting Mr:= 0.6•(15 psf-6-ft+ 10•psf•8•ft)• 2 + 0.6.600-Ib-2.5-ft Moment Mr=1218.75 Ib•ft Mot— Mr Holdown =4739.7 lb HTT5 Force 2'S ft • GREEN M O U N Tel I N PROJECT 3%PLH20/2018 - 2127 '' structural engineering DATE. � BY: AMA JOB NO: 18116 SHEET L-11 LATERAL m .n Shear Walls at Left Elevation Upper Level Wind Force P:= 2220-lb P=2220 Ib Length of wall L:= 10•ft+ 11ft L=21ft P Shear v:= — v=105.71 plf A L 10 Overturning Mot:= P•8•ft'— Mat=8457.14 lb-ft Moment 21 (10•ft)2 Resisting Mr:= 0.6•(15•psf•3-ft+ 10.psf•8•ft)• 2 + 0.6.400•Ib•10•ft Moment Mr=6150 lb-ft Mot— Mr Holdown =230.71 lb Force 10 ft Main Level Wind Force P:= 5220•lb P=52201b Length of wall L:= 20ft+ 21ft+ 7ft L=48 ft P Shear v:= — v-108.75-ptf $ L 7 Overturning Mot:= 17•9•ft•— Mot=6851.251boft Moment 48 (7.ft)2 Resisting Mr:= 0.6•(15•psf•3-ft+ 10-psf•9•ft)• 2 + 0.6-600•Ib•7•ft Moment Mr=4504.5 lb•ft Holdown Mot— Mr Force —335.25 lb 7•ft GREEN M O U N TII I N PROJECT: PLH 2127 structural engineeringDATE 3/20/2018 BY AMA ww w JOB NO: 1H11() SHEET L-1 2 LATERAL rn ..a.�, .,. .�r.., Shear Walls at Front Elevation Upper Level Wind Force P:= 2160•lb P= 2160 lb Lengthofwall L:= 4.5•ft•2+ 3ft L=12ft P Shear v:= — v=180 plf 3 Overturning Mot:= F'8'ft 12 Mot=4320Ib•ft Moment (3.ft)2 Resisting Mr:= 0.6 (15 psf•3•ft+ 10 psf•8.ft)• 2 + 0.6.400•Ib•3•ft Moment Mr=1057.5lb-ft Mot— Mr Holdown =1087.5 lb Force 3-ft Main Level (2 car-worst case) Wind Force P:= 1800.lb P=1800 lb Lengthofwall L:= 1.5-ft•2 L=aft P Shear v:= — v=600 plf E L 1.5 Overturning Mot:= P'8'ft3 Mot=7200 lb•ft Moment (1.5•ft) 2 Resisting Mr:= 0.6•(15psf-2•ft+ 10•psf•9 ft) 2 + 0.6.600-lb•1.5•ft Moment Mr=621lb•ft r Holdown Mot— Mr Force 1.5 ft =43861b STHD14 II GREEN MOUNTAIN PROJECT: PLH212J 3/20/2018 AMA structural engineering DATE: BY: JOB NO: 18116 SHEET L-13 LATERAL ��.f�aryra Interior Shear Walls at garage Main Level at rear garage-2 car option Wind Force P:= 7058•16 P=7058 lb Length of wall L:= 8ft+ 7.5ft L=15.5 ft P Shear v:= — v=455.35 pif D L 8 Overturning Mot:= P•9•ft•— Mot=32785.55 lb-ft Moment 15.5 (8 ft)2 Resisting Mr:= 0.6•(15.psf•12•ft+ 10 psf•18•ft)• 2 + 0.6.600db-8.ft Moment Mr=9792 lb ft Holdown Mot– Mr –2874.19 lb HTT4 Force b•ft Main Level at rear garage-3 car option Wind Force P:= 7058-lb P=70581b Length of wall L:= 8ft+ 7.5ft+ 10ft+4ft L=29.5ft P Shear v:= — v=239.25 plf B L 8 Overturning Mot:= P•9•ft• Mot=17226.31 lb•ft Moment 29'5 (8•ft)2 Resisting Mr:= 0.6 (15•psf•12-ft+ 10•psf-18•ft)• + 0.6-600•lb•8•ft Moment 2 Mr= 9792 lb-ft Holdown Mot– Mr –929.29 lb Force 8-ft GREEN M O U N Th I N PROJECT: PLH 2127 structural engineering DATE 3/20/2018 BY AMA L 18116 14 JOB NO SHEET LATERAL . .nr. N,.w •,-� . M u.�.�a•.. .,., �� �,.,•��.�. CALCULATE MAXIMUM UPLIFT ON GIRDER TRUSS V35 := 140•mph Exp.B ASCE 7-10 CH.28 MWFRS ENVELOPE PROCEDURE P:= gh•[(GCpf) —(GCpi)] MEAN ROOF HT=30 ft(max) 0 := 26.6 KZ:= 0.70 KZt := 1.0 Kd:= 0.85 V:= 140 I := 1.0 9h:= .00256-KZ•KZt•Kd-V2•I 9h=29.85 psf GCPf FIG 28.4-1 0 := 20 GCpf:= —0.69 (Zone 3E) 0 := 30 GCPf:_ —053 (Zone 3E) 0 := 25 GCPf:= —0.61 GCP••:= 0.18 P:= gh•[(GCpf) —(GCp,)] P=—23.59 psf USING LOAD COMBINATION 16-15: 0.6D+0.6W MAX NET UPLIFT-USE ROOF DEAD LOAD =12 PSF lb W:= 0.6-12.psf— 0.6-23.6.psf W=—6.96--z uplift ft MAX UPLIFT AT END OF GIRDER TRUSSES: a.20 ft: TRIBUTARY AREA At:= 10•ft•12•ft At=120 ft2 UPLIFT U := At•W U =-835.2lb USE(2)Simpson H2.5A's GREEN MOUNTRIN PROJECT: PLH , .2127 VIP AMA structural engineering o, TE. 3/20/2018 BY rt._ JOB NO 1$116 SHEET L 15 LATERAL Determine Diaphragm Shear&Deflection O First Floor: Seismic Force FPx 5 OA-.Sd5•I.WP (ASCE 7-10 12.10-3) SDs:= .73 I:= 1.0 WSD Fp,:= 0.7.0.4-SDs•I•wwx FPx:= 0.2•wpx wDL:= 15•psf w W•w 0.2 w = 90 If W 30 ft seismic :•– DL' seismic P L:= 40-ft w - seisn'ic for 718"PLY 10 D NAILS _,, / 6"0EDGES ��� 12"�FIELD w JL Wseismic'2 _` �__ �� / v:= 1 � J- W v=6oplf / / t- SHEAR: Per SDPWS 2015 Table 4.2C 7/8"UNBLOCKED DIAPHRAGM yellowed 215 plf > v=60plf QED: BLOCKING NOT REQUIRED DEFLECTION: Per SDPWS: 42-1: v=60plf A:= (1.5•in)•(5.5•in) Area of chord cross section L=40 ft E:= 1400000-psi Modulus of elasticity of chords lb W=30 ft GA:= 8.5.— (Table 4.2C) in EA,),:= 210.03125•(16•in + 32•in + 32•in+ 16•in)] EAcx= 6in Breyer CH.9.8 5.v•L3 \ ring 0.25•v•L (EAcx)ft 0:= • + + 0= 0.18in 8•E-A-W1 ft1 1000-GA 2•W It GREEN M O U N TSI I N PROJECT: PLH 2127 %OP structural engineering DATE: 3/20/2018 AMA JOB NO: 18116 SHEET: F-� FRAMING .nr_ r_ _ ,,. X„ t� ,,_, y ,. ..u. r___ m__„ __ ., ROOF LOADS ROOF A—F Wd = 15psf ARE SIMILAR WI = 25psf 1 $ 9 I 6 1 I \ 1 — - I E + — I I GPFt 1 Ig / I GREEN M O U N T h I N PROJECT: PLH_ 2127 rrflm w_ _ jk f n 3/20/2018 AMA wengineering DATE:structural y .� 6 ,�n BY„=— , n ,.R 18116 F_2 JOB NO: SHEET N,Yrw , — ,rr ry,, —„T< .� � �,,�, ,..lv: ,-----. ,,<:, FRAMING TRACK ROOF LOADS c3,---i 1 6, ii li moi u ITII y I 11 I i FTT r---1-- Th —I T - TL ;9 • GREEN MOUNThIN PROJECT PLHx 2127 1111111, 3/20/2018 AMA structural engineering DATE ,018 .,.M x..M. BY.. _ sr a.. 18116 F-3 JOB NO'.,, . ,��, , nx,., ; ,,r,, ,,..„, „ SHEET r ,..— ra-r ma� FRAMING 2ND FLOOR LOADS Wd = 1Opsf WI = 40psf co[ I In I 0I I I II x ' 6°' 0,(6 — III pr1 -i -- X l I P _L, 0 Ili 1 L _ I - , 1I I r { I I . Og© NO FL GREEN MOUNThIIN PROJECT: PLH - 212] IWODATE 3/20/2018 BY AMA structural engineering E: .v�..�G .,m. A _ . ,1.». JOB NO 18116 SHEET F 4 FRAMING O640p1f ROOF 4x12 V V V V v 0 A 6' 1945 1945 © 300pIf FLOOR 3.5 x 13.5 GL V V V V 2\/ +100pif WALL 12.5' 2564 2564 41111 425p1f FLOOR 480p1f ROOF 3.5 x 13.5 GL V V V V Q +100pIf WALL 10.5' 5330 5330 0 440p1f ROOF 4x12 V V V V y A X 8' 1793 1793 411 700pIf FLOOR 4x8 V V V X +100pIf WALL [� 4' 1611 1611 illt Project: Avd page Green Mountain Location:1 Green Mountain SE f Multi-Loaded Multi-Span Beam ; of [2015 International Building Code(2015 NDS)] t 3.5 IN x 11.25 IN x 6.0 FT #2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 10.0.1.4 3/27/2018 10:27:46 AM Section Adequate By: 126.7% F-5 Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.02 IN L/3282 Dead Load 0.01 in Total Load 0.03 IN L/2531 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria:L/180 REACTIONS A B Live Load 1500 lb 1500 lb Dead Load 445 lb 445 lb Total Load 1945 lb 1945 lb Bearing Length 0.89 in 0.89 in w BEAM DATA Center x Span Length 6 ft 111111111 Unbraced Length-Top 0 ft Unbraced Length-Bottom 6 ft Live Load Duration Factor 1.15 Notch Depth 0.00 UNIFORM LOADS Cen r MATERIAL PROPERTIES Uniform Live Load 500 plf #2-Douglas-Fir-Larch(North) Uniform Dead Load 140 plf Base Values Adjusted Beam Self Weight 8 plf Bending Stress: Fb= 850 psi Fb'= 1075 psi Total Uniform Load 648 plf Cd=1.15 CF=1.10 Shear Stress: Fv= 180 psi Fv'= 207 psi Cd=1.15 Modulus of Elasticity: E= 1600 ksi E= 1600 ksi Comp.-I-to Grain: Fc-L= 625 psi Fc- = 625 psi Controlling Moment: 2918 ft-lb 3.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 1945 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Read Provi ed Section Modulus: 32.56 in3 73.83 in3 Area(Shear): 14.09 in2 39.38 in2 Moment of Inertia(deflection): 30.37 in4 415.28 in4 Moment: 2918 ft-lb 6615 ft-lb Shear: 1945 lb 5434 lb NOTES PfOj6Ct: au ? ,�'", page Green Mountain / Location:2 Green Mountain SE Multi-Loaded Multi-Span Beam Y:, [2015 International Building Code(2015 NDS)] of 3.5 IN x 13.5 IN x 12.5 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.4 3/27/2018 10:30:03 AM Section Adequate By: 165.4% F-6 Controlling Factor:Moment DEFLECTIONS Center LOADING DIAG AM Live Load 0.13 IN U1176 Dead Load 0.05 in Total Load 0.17 IN U860 Live Load Deflection Criteria: U360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 1875 lb 1875 lb Dead Load 689 lb 689 lb Total Load 2564 lb 2564 lb Bearing Length 1.13 in 1.13 in BEAM DATA Center w Span Length 12.5 ft �rE�i2f 9r ro nit a«darmr� r >ri r n Unbraced Length-Top 0 ft Iiiiiiiii. Unbraced Length-Bottom 12.5 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 Camber Required 0.05 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 300 plf Uniform Dead Load 100 plf MATERIAL PROPERTIES Beam Self Weight 10 plf 24F-V4-Visually Graded Western Species Total Uniform Load 410 plf Base Values Adiusted Bending Stress: Fb= 2400 psi Controlled by: Fb cmpr= 1850 psi Fb'= 2400 psi Cd=1.00 Shear Stress: Fv= 265 psi Fv'= 265 psi Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp.--to Grain: Fc-1= 650 psi Fc-1'= 650 psi Controlling Moment: 8013 ft-lb 6.25 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 2564 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Read Provided Section Modulus: 40.06 in3 106.31 in3 Area(Shear): 14.51 in2 47.25 in2 Moment of Inertia(deflection): 219.69 in4 717.61 in4 Moment:_ 8013 ft-lb 21263 ft-lb Shear: 2564 lb 8348 lb NOTES Project: page Green Mountain Location:3 "Green Mountain SE Multi-Loaded Multi-Span Beam ;,. of [2015 International Building Code(2015 NDS)] 3.5 IN x 13.5 IN x 10.5 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.4 5/1/2018 1:25:56 PM Section Adequate By:52.0% F-7 Controlling Factor:Moment REFLECTIONS Center LOADING DIAGRAM Live Load 0.17 IN L/744 Dead Load 0.05 in Total Load 0.21 IN U586 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 4200 lb 4200 lb Dead Load 1130 lb 1130 lb Total Load 5330 lb 5330 lb Bearing Length 2.34 in 2.34 in BEAM DATA Center v •rN � Y¢ rrrrH � Span Length 10.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 10.5 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1.5 UNIFORM LOADS Cen r Camber Required 0.07 Uniform Live Load 800 plf Notch Depth 0.00 Uniform Dead Load 205 plf MATERIAL PROPERTIES Beam Self Weight 10 plf 24F-V4-Visually Graded Western Species Total Uniform Load 1015 plf Base Values Adiusted Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb'= 2400 psi Cd=1.00 Shear Stress: Fv= 265 psi Fv'= 265 psi Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp.-Ito Grain: Fc-L= 650 psi Fc-1'= 650 psi Controlling Moment: 13991 ft-lb 5.25 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 5330 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Read Provided Section Modulus: 69.96 in3 106.31 in3 Area(Shear): 30.17 in2 47.25 in2 Moment of Inertia(deflection): 347.23 in4 717.61 in4 Moment: 13991 ft-lb 21263 ft-lb Shear: 5330 lb 8348 lb NOTES Project: . ;F page Green Mountain Location:4 • ``Green Mountain SE Multi-Loaded Multi-Span Beam [2015 International Building Code(2015 NDS)] of 3.5 IN x 11.25 IN x 8.0 FT #2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 10.0.1.4 3/27/2018 10:58:11 AM Section Adequate By:84.4% F-8 Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.04 IN L/2308 Dead Load 0.02 in Total Load 0.06 IN L/1544 Live Load Deflection Criteria:U240 Total Load Deflection Criteria:L/180 REACTIONS A B Live Load 1200 lb 1200 lb Dead Load 593 lb 593 lb Total Load 1793 lb 1793 lb Bearing Length 0.82 in 0.82 in BEAM DATA Center Span Length 8 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 8 ft Live Load Duration Factor 1.15 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 300 plf #2-Douglas-Fir-Larch(North) Uniform Dead Load 140 plf Base Values Adiusted Beam Self Weight 8 plf Bending Stress: Fb= 850 psi Fb'= 1075 psi Total Uniform Load 448 plf Cd=1.15 CF=1.10 Shear Stress: Fv= 180 psi Fv'= 207 psi Cd=1.15 Modulus of Elasticity: E= 1600 ksi E= 1600 ksi Comp.--to Grain: Fc-_= 625 psi Fc-_'= 625 psi Controlling Moment: 3587 ft-lb 4.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 1793 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Read Provided Section Modulus: 40.03 in3 73.83 in3 Area(Shear): 13 in2 39.38 in2 Moment of Inertia(deflection): 48.42 in4 415.28 in4 Moment: 3587 ft-lb 6615 ft-lb Shear: 1793 lb 5434 lb NOTES • Project: Green Mountain page/ Location:5 'Green Mountain SE Multi-Loaded Multi-Span Beam or [2015 International Building Code(2015 NDS)] 3.5 IN x 7.25 IN x 4.0 FT #2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 10.0.1.4 3/27/2018 10:58:59 AM Section Adequate By:75.3% F-9 Controlling Factor Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.02 IN L/2117 Dead Load 0.00 in Total Load 0.03 IN L/1840 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 1400 lb 1400 lb Dead Load 211 lb 211 lb Total Load 1611 lb 1611 lb Bearing Length 0.74 in 0.74 in w BEAM DATA Center , Span Length 4 ft 11111111111 Unbraced Length-Top 0 ft Unbraced Length-Bottom 4 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Cen r MATERIAL PROPERTIES Uniform Live Load 700 plf #2-Douglas-Fir-Larch(North) Uniform Dead Load 100 plf Base Values Adjusted Beam Self Weight 5 plf Bending Stress: Fb= 850 psi Fb'= 1105 psi Total Uniform Load 805 plf Cd=1.00 CF=1.30 Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Modulus of Elasticity: E= 1600 ksi E= 1600 ksi Comp.±to Grain: Fc- = 625 psi Fc--- = 625 psi Controlling Moment: 1611 ft-lb 2.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 1611 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Read Provided Section Modulus: 17.49 in3 30.66 in3 Area(Shear): 13.42 in2 25.38 in2 Moment of Inertia(deflection): 18.9 in4 111.15 in4 Moment: 1611 ft-lb 2823 ft-lb Shear: 1611 lb 3045 lb NOTES GREEN MOUNTAIN PROJECT: PLH - 2127 3/20/2018 structural engineeringDATE: AMA n.. JOB NO: 18116 SHEET: F-1 O FRAMING ..�.,..-m FOUNDATION LOADS rscp1 } 24X2 X12 } I SIO O1 Q 0 1 69 3Z-X32XT2 24 l 4, _ ;ILII It -�� L i 1 il�l �� l 't 17f iij 1 , d— II 24X24X12 r l' yfr ei I2I1 I 94 14 11 1 7),0 7?93 ✓ 0 #- _ JI 24X24X12 ®SCAR GREEN M O U N T R I N PROJECT: PLH 2127 DATE 3�2012018 BY AMA IIINO structural engineering w. M _ m _ 18116 F-11 JOB NO: SHEET: FRAMING Foundation Design Soil Bearing Pressure SBP:= 1500•psf (assummed) continuous foundation footing 16 inches wide with a 8 inch stem that is 16 inches tall. total engaged area Allowed Load A:= (16•in+ 8•in + 16•in)•16-in A= 4.4 ft2 I Allowed Load SBP•A= 6666.7lb frAffill in. FaiMMIEN Individual Footings: Size Area Capacity 18"diameter A:= 9-in•9•in•3.14 Pall := 1500•psf-A Pall = 2649.4 lb 24'x24" A:= 24•in•24-in Pall := 1500•psf•A Pall = 6000 lb 28'x28" A:= 28•in•28-in Pall := 1500-psf-A Pall = 8166.7 lb 38"x30" K. -345-4b-:3i57tif---- -__pall :_ TO:N _ -- —_ _ _ __ all 48"x48" A:= 48-in•48-in Pall 1500•psf-A Pall = 24000lb Continuous Footings: 12 inch wide: Capacity 1500 psf X12 inches=1500 plf 16 inch wide: Capacity 1500 psf X 16 inches=2000 plf II