Loading...
Specifications (5) _ . 11,41q % *Al rot- Msnoe- 00349 - ',10494 GREEN MOUNTAIN ..., _ . Millir structural engineering AUG 2 9 2019 CITY OF TIGARD BUILDING DIVISION STRUCTURAL CALCULATIONS for Yukon Plan Willow Brook, Lot 5 Tigard, Oregon Contractor: Pacific Lifestyle Homes (360) 573-8081 _...0PRopt, 1 i . 9 416 cp OREGO 1 ,44)17: 17 Nss' Q+ -re. es.S 4f., ANO Expires: December 31,2019 Project Number: 19045 August 19, 2019 Index Structural Information Lateral Analysis L-1 thru L-17 Framing Analysis .F-1 thru F-40 rk greenmountamse corn-info®greenrnountainse com - 4857 NW Lake Rd , Suite 260 Camas,WA 98607 GREEN MOUNTAIN tie structural 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. Live load: A. Floor 40 psf B. Decks&Balconies 60 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: A. Undisturbed sandy silt per IBC 2015 Table 1806.2 Soil Class 4 5 B. Maximum vertical bearing pressure 1500 psf 7. Retaining wall lateral loads: A. Walls free to displace laterally at top 40 pcf B. Walls restrained against lateral displacement at top 45 pcf 8. Concrete: A. 28 day design strength F'c 3000 psi B. Reinforcing bars ASTM A615,Grade 60 GREEN M O U N T n I N PROJECT. PLH 2305 1111110 structural engineering DATE1/28/2019 rr BY: AMA JOB NO: 19045 SHEET: L-1 LATERAL SEISMIC DESIGN BASED ON ASCE-7-10 12.14 Simplified Alternative Structural Design Criteria for Simple Bearing Wall Systems SEISMIC BASE SHEAR 1.2•SDS (Eq.12.14 11 with F=12) V:_ •W SS mapped spectral acceleration for SS:= 1.00 short periods(Sec.11.4.1) from USGS web site Si mapped spectral acceleration for Si:= 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) F := 1.8 Site Class D SMS:= Fa•S5 SMS = 1.1 (Eq.11.4-1) SM1 := F,•S1 SM1 = 0.61 (Eq.11.4-2) 11.4.4 Design spectrum response acceleration parameters 2 SDS:= 3•SMS SDs = 0.73 > 0.50g SEISMIC CATEGORY 2 D PER TABLE 11.6-1 SD1:= •SM1 SD1 = 0.41 1.2 SDS R:= 6.5 Table 12.14-1 WOOD SHEAR PANELS V:_ 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 MOUNThIN PROJECT PLH — 2305 structural engineering DATE: >/28/2019 BY AMA JOB NO: 19045 SHEET: LATERAL rw�M SIMPLIFIED WIND AND SEISMIC COMPARISON WIND ult—140 101k. 111 281k 10 3 8tt Ht Psf Wind Ease Shear ••;'' 1111 Length L:= 48•ft Height Ht:= 27•ft WIND := L•Ht•(10.8.psf + 6.7.psf) WIND = 22680 lb SEISMIC Fr _ W roof F2 Wfloor i} b�lu�al l e E rr c Etase Shear 8 Aroof := 48•ft•40•ft Wr:= Aroof•15•psf+ 2 2•ft•48•ft•10•psf Wr= 32640 lb Afloor 48•ft•40•ft Wf Afloor'10•psf + 2-(10•ft•48•ft)•10•psf Wf= 28800 lb Awalis 2.18'ft•48'ft Wwalls Awalls'10psf Wwalls = 17280 lb SEISMIC (Arco•15•psf + Afloor'10•psf + Awalls-10-psf)•0.123 SEISMIC= 8029 lb WIND GOVERNS DESIGN GREEN M O U N T IM N PROJECT PLH �305 1/28/2019 AMA hr structural eng�neer�ng DATE: � ,M .�ti�:.rn.� BY JOB NO: 19045 SHEET: L-3 LATERAL ... .» . . WIND DESIGN IS BASED ON ASCE 7-10 CH. 27 MWFRS DIRECTIONAL PROCEDURE VELOCITY PRESSURE qz:= .00256•KZ•Kit•Kd•V2 I EXPOSURE B WIND SPEED(3 second gust) Vas := 140 mph IMPORTANCE FACTOR I:= 1.0 TOPOGRAPHICAL FACTOR KZt := 1.0 WIND DIRECTIONAL FACTOR Kd:= 0.85 (Table 6-4) EXPOSURE COEFFICIENT 0'-15' KZ:= 0.57 qZ:= .00256•KZ•KZt•Kd•V3,2 I qZ= 24.3 (varies/height) 15'-20' KZ:= 0.62 qZ:= .00256 KZ KZt•Kd•V3,2•I qZ= 26.4 20'-25' K := 0.66 qz:= .00256•KZ•KZt•Kd•V3s2 I qZ= 28.1 25'-30' K := 0.70 qz:= .00256•KZ•KZt•Kd•V3s2•I qZ= 29.9 PLH 2305 GREEN MOUNThIN PRoJEcT _.w e w __ . . r �_ . IOW DATE 1/28/2019 BY AMA structural engineering nr. *, .} , .s . r . w_ .. ... JOB NO: 19045 SHEET: L-4 LATERAL WIND DESIGN IS BASED ON ASCE 7-10 CH.27 MWFRS DIRECTIONAL PROCEDURE WIND PRESSURE P:= qz.G•CP G:= 0.85 Gust factor C, pressure coefficient For Working Stress Design multiply WIND PRESSURE by 0.6 per IBC 1605.3.1 AT WALLS 0'-15' WINDWARD PW:= 0.6.24.3.psf•0.85.0.8 PW= 9.9 psf LEEWARD PL:= 0.6.24.3.psf•0.85.0.5 PL = 6.2 psf 15'-20' WINDWARD P,v:= 0.6.26.4-psf•0.85.0.8 PW= 10.8 psf LEEWARD PL:= 0.6-26.4•psf•0.85.0.5 PL = 6.7 psf 20'-25' WINDWARD PW:= 0.6.28.1•psf•0.85.0.8 PW= 11.5 psf LEEWARD Pi_:= 0.6.28.1•psf•0.85.0.5 PL =7.2 psf 25'-30' WINDWARD PW:= 0.6.29.9.psf•0.85.0.8 PW= 12.2 psf LEEWARD PL:= 0.6-29.9.psf•0.85.0.5 PL =7.6psf AT ROOF 0'-15' WINDWARD PW:= 0.6.24.3-psf•0.85.0.3 PH,= 3.7 psf LEEWARD PL:= 0.6.24.3.psf•0.85.0.6 PL =7.4 psf 15'-20' WINDWARD P,:= 0.6.26.4•psf•0.85.0.3 PW=4 psf LEEWARD PL := 0.6.26.4.psf•0.85.0.6 PL = 8.1 psf 20'-25' WINDWARD PW:= 0.6.28.1•psf•0.85.0.3 PW=4.3 psf LEEWARD PL:= 0.6-28.1.psf•0.85.0.6 PL = 8.6psf 25'-30' WINDWARD PW:= 0.6.29.9•psf•0.85.0.3 P,=4.6 psf LEEWARD PL:= 0.6.29.9•psf.0.85.0.6 PL = 9.1 psf GREEN M O U N T il I N PROJECT PLH - 2305 ATE 1�28�201919 IOW BY AMA structural engineering D r, 8 L_ _ ..d . .. JOB NO: 19045 SHEET: L-5 LATERAL , _______,. . 4M vu_ WIND DESIGN IS BASED ON ASCE 7-10 CH.27 MWFRS DIRECTIONAL PROCEDURE C p—O. 4-5 ' 8.6 Assume Ps'' p sf. 8 f \, . Mean Roof Height: 2025; MCS' 18 + 27 sf f = 22.5 ' 2 . 6.7 p < 9 ft windward leeward Loads at Roof max roof height Windward 4.3•psf•8•ft= 34 plf Leeward 8.6•psf•8•ft= 69p1f Wall loads at upper level at lower level Windward 10.8•psf•4•ft=43p1f 9.9•psf•9-ft= 89plf Leeward 6.7•psf•4•ft= 27p1f 6.7-psf•9-ft= 60pIf GREEN MOUNTAIN PROJECT: PLH - 2305 IOW AMA structural engineering DATE: 1/28/2019 BY: JOB NO: 19045 SHEET: L-6 LATERAL WIND ON ROOF W=173pIf < o in N < < < o N N < Wavg= 1 50pIf di \ / i I - 1 \ - ,/ i % j' i I GREEN MOUNThINPROJECT. P1/28/2019 LH - 2305 Z 1110 structural engineering DATE: BY: AMA JOB NO: 1945 SHEET: -7 LATERAL ,. _. ti.R,. . :. WIND ON UPPER LEVEL 0 0 CO CO rr) N) W= 150pIf 2950 1 1 i I MIU o Il® / �II . D 1 , , CD- 0 , � u Iii c � u <2950 . . GPROJECT:11111, PLH - 2305 1/28/2019 AMA structural en�ineerin� ATE: OB NO: 9045SHEET 1 L-8 J ._.., v ... a LATERAL WIND ON MAIN LEVEL 1 5500 1 u- > OPTION 1 > I i 1- 5500 5500 > 1 OPTION 2 I W/o NOOK i—w 5200> 11 1 I °00 3300 r o > i. co 0 U I xr, A N I ■ 1 \ Q oy 0 Q © 0 CD In ■ im 5110 a `` GREEN M O O N TR I N PRojEcT: PLH - 2305 1111, structural engineering DATE: 1/28/2019 —o. BY: AMA JOB No: 19045 : SHEETL-9 LATERAL �n. .n... . ���_..... SHEAR WALL DESIGN Pdl Pdl Wdl _ pti P:= wind V:= seismic h R=Hol down Force Based on Basic Load Combinations 0.6D + .6W 0,6•D + 0.7•E Overturning Moment: Mot := P•h L2 Resisting Moment: Mr:= 0.6•(Wdi + Wwaii)•2 + 0.6•Pa•L Mot — Mr Holdown Force R L GPROJECT: PLH - 2305 structural engineering DATE: 1/28/2019 BY AMA __ JOB NO: 1945 SHEET: LATERAL Shear Walls at LEFT Elevation UPPER Level: Wind Force P:= 3460•Ib P= 3460 lb Length of wall L:= 11•ft+ 3ft+ 20ft L= 34 ft P Shear v:_ —L v= 102 plf A 3 Overturning Mot := P'8ft 34 Mot = 2442 lb-ft Moment (3 ft)2 Resisting Mr:= 0.6 (15•psf•3ft+ 10 psf•8ft)• 2 + .6.400•Ib•3•ft Moment Mr = 1057lb•ft Mot — Mr Holdown —462 lb Force 3ft MAIN Level: Wind Force P:= 7360.1b P= 73601b Length of wall L:= 20ft+ 18ft L= 38 ft P B Shear v:= L v= 194 plf 18 OverturningMot:= P•9ft'38 Mot = 31377 Ib ft Moment (18•ft)2 Resisting Mr:= 0.6.(15•psf•3•ft+ 10psf•18ft)• 2 + .6.600•Ib•18•ft Moment Mr= 28350 lb•ft Holdown Mot — Mr Force 18•ft = 168 lb GREEN M O U N T h I N PROJECT PLH 2305 structural engineering DATE: 1/28/2019BY AMA JOB NO: 19045 SHEET: L-11 LATERAL . Shear Walls at RIGHT Elevation UPPER Level: Wind Force P:= 3460•Ib P= 3460 lb Length of wall L:= 11•ft+ 16ft+ 4ft L= 31ft P Shear v:_ — v= 112 plf A 4 Overturning Mot := P•Oft•— Mot = 3572ib•ft Moment 31 (4•ft)2 Resisting Mr:= 0.6-(15•psf•3•ft+ 10.psf•8•ft)• 2 + .6-400•Ib•4•ft Moment Mr = 1560 lb-ft Mot — Mr Holdown = 5031b Force Oft MAIN Level: Wind Force P:= 7360•Ib P= 7360lb Length of wall L:= 12•ft+ 7ft+ aft+ 10ft L= 32ft Shear v:= — v= 230 plf B 7 Overturning Mot := P•9ft•— Mot = 14490 Ib•ft Moment 32 (7.ft)2 Resisting Mr:= 0.6•(15•psf•5•ft+ 10•psf•18•ft). 2 + .6.600•Ib•7•ft Moment Mr = 6268lb•ft Mot — Mr Holdown = 1175 lb 7ft Force • PLH 2305 GREEN MOUNThIN PROJECT: r . IOW structural engineering 1/28/2019 AMA DATE: BY: : meati „w.,<<..„_ . _ • JOB NO: 19045 L-12 SHEET: LATERAL Shear Walls at FRONT Elevation UPPER Level: Wind Force P:= 3460-lb P= 3460 lb Length of wal l L:= 4ft•2+ 3ft+ 5ft L= 16 ft P Shear v:= — v= 216p1f $ L 3 Overturning Mot := P•8ft•— Mot = 5190 Ib•ft Moment 16 (3•ft)2 Resisting Mr:= 0.6•(15•psf•3•ft+ 10•psf•8•ft)• 2 + .6400•Ib•3•ft Moment Mr= 1057lb•ft Holdown Mot — Mr = 1378 lb MSTC40 Force 3ft MAIN Level: Wind Force P:= 5110•Ib P=5110 lb Length of wall L:= 2ft•4 + 1.5ft•2 L= 11ft P D Shear v:= — v= 465 plf L 2 Overturning Mot:= P.8ft•— Ma = 7433lb•ft Moment 11 (2•ft)2 Resisting Mr:= 0.6•(15 psf•3•ft+ l0psf•18ft)• 2 + .6.600•Ib•2•ft Moment Mr = 990lb•ft Holdown MOt — Mr = 3221 lb HTT4 / STHD14 Force 2-ft GREEN M O O N Th I N PROJECT: PLH -�305 AMA structural engineering DATE 1/28�2019 BY. r JOB NO: 19045 SHEET: L-13 LATERAL ��..w.�. .�� .r�... �_..mm Shear Walls at BACK Elevation UPPER Level: Wind Force P:= 2950•Ib P= 29501b Lengthofwall L:= 5•ft+ 6ft+ 16ft L= 27ft P Shear v:= — v= 109 pIf A 5 Overturning Mot:= P•8ft•— Mot = 4370lb•ft Moment 27 (5•ft)2 Resisting Mr:= 0.6•(15•psf•15•ft + 10 psf-8-ft)• Z + .6-400•Ib•5•ft Moment Mr = 3487lb•ft Mot — Mr Holdown = 177 lb Force 5ft MAIN Level: Wind Force P:= 5200-lb P= 52001b Length of wall L:= 5•ft+ 4ft•3 L= 17ft P C Shear v:= — v= 306pif 4 Overturning Mot := P•9ft•— Mot = 11012Ib•ft Moment 17 (4.ft)2 Resisting Mr:= 0.6•(15psf•15ft+ 10psf•18ft)• 2 + .6.600-Ib-4-ft Moment Mr = 3384 l b•ft Holdown Mot — Mr Force = 1907 lb HTT4 4•ft GPROJECT. PLH 2305 IOW � structural engineering DATE 1/28�2019 BY AMA L0,1x t.� =1a JOB NO: 19045 SHEET: LATERAL Shear Walls at BACK Elevation Cont MAIN Level nook Opt 1: Wind Force P:= 5500.1b P= 5500 lb Length of wall L:= 3•ft+ 3.5ft+ 4ft•2 L= 14.5ft P Shearv:= L v= 379p1f D 3 Overturning Mot := P•9ft•— Mot = 10241 lb•ft Moment 14.5 (3.ft)2 Resisting Mr:= 0.6•(15•psf•15•ft+ 10•psf•18•ft)- 2 + .6.600•Ib•3•ft Moment Mr = 2173lb•ft Holdown Mot — Mr = 26891b HTT4 Force 3ft MAIN Level nook Opt 2: Wind Force P:= 5500•Ib P= 55001b Length of wall L:= 3•ft+ 4.5ft+ 4ft L= 11.5ft F' Shearv:= — v=478p1f D L 3 Overturning Mot := P•9ft•— Mot = 12913Ib•ft Moment 11.5 (3.ft)2 Resisting Mr:= 0.6 (15psf•15ft+ 10psf•18ft)• 2 + .6.600•Ib•3•ft Moment Mr= 2173lb•ft Holdown Mot — Mr Force 3•ft = 3580 lb HTT4 GREEN PROJECT: PLH ' 2305 structural engineering DATE 1/28/2019 _ BY: AMA L-15 JOB NO: 19045 SHEET: LATERAL _____________ . .... Shear Walls - INTERIOR at BACK of GARAGE MAIN Level: Wind Force P:= 3300•Ib P= 33001b Length of wall L:= 6•ft•3 L= 18ft P Shear v:_ —L v= 183 plf B 6 Overturning Mot := P•9ft•— Mot = 9900 Ib•ft Moment 18 (6•ft)2 Resisting Mr:= 0.6.(15•psf•2•ft+ l0psf•2ft+ 10-psf•18•ft)• 2 + .6.400•Ib•6•ft Moment Mr= 3924lb•ft Mot — Mr Holdown = 996 lb Force Eft GREEN MOUNTIAIN PROJECT: PLH - 2305 1/28/2019 AMA structural engineering DATE: BY. ^M � y JOB NO: 19045 SHEET: L-16 LATERAL � � ,_���a x.x_.., �_�.r�_��.m.. CALCULATE MAXIMUM UPLIFT ON ROOF TRUSSES: V35 := 140-mph Exp. I3 ASCE 7-10 CH.28 MWFRS ENVELOPE PROCEDURE P:= gh•[(GCPf) — (GCp;)] MEAN ROOF HT =30 ft(max) 0 := 26.6 KZ:= 0.70 Krt := 1.0 Kd:= 0.85 V:= 140 1:= 1.0 qh .00256 KZ•KZt•Kd•V2•I qh = 29.85 psf G•CPf FIG 28.4 1 0 := 20 GCpf := —0.69 (Zone 3E) A := 30 GCpf := —0.53 (Zone 3E) 0 := 25 GCpf :_ —0.61 GC := 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 2 uplift ft MAX UPLIFT AT END OF GIRDER TRUSSES: a.28ft 503 TRIBUTARY AREA At:= 14•ft•15ft At = 210 ft2 UPLIFT U := At•W U =—1461.6 lb (2) Simpson MTS20's b. 30ftA01 TRIBUTARY AREA At:= 6•ft•15•ft At = 90ft2 UPLIFT U := At•W U =—626.4 lb (2) Simpson H2.5a's c.Typ Truss: TRIBUTARY AREA At:= 2•ft•15•ft At = 30 ft2 UPLIFT U := At•W U =—208.8 lb (1) Simpson H2.5a or H1 likoGREEN PROJECT: PLH - 2395 1/28/2019 structural engineering BY AMA DATE JOB NO: 19045 SHEET: L-17 LATERAL Determine Diaphragm Shear&Deflection 0 First Floor: Seismic Force FPx <_ 0.4•Sds•1•WP (ASCE 7-1012.10-3) SDS:= .73 I := 1.0 WSD FPx := 0.7 0,4 SDS•I•wPx FPx := 0.2-wpx WDL := 15•psf W•w 0.2 Wseismic 54 if W 18 ft wDL' seismic := seismic p L:= 40•ft w- seismic force 7/8" PLY vV \/ 10 D NAILS 6" 0 EDGES �``��— 12" AFIELD W Wseismic.L 2 __ I 1 v:= -� w v= 60 plf / L / SHEAR: Per SDPWS 2015 Table 4.2C 7/8" UNBLOCKED DIAPHRAGM vallowed 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= 18ft GA:= 8.5.— (Table 4.2C) in EA,: 2•[0.03125-(16-in + 32-in + 32•in + 16•in)] EA„ = 6in Breyer CH.9.8 5•v L3 rin� 0.25•v•L (EAcx)ft A := • — + + A = 0.25 in �8•E•A•W) fti 1000.GA 2•W GREEN M O O N Th I N PROJECT: PLx - X305 111110 structural engineering DATE: 1/28/2019 AMA e. JOB NO: 19045 F-1 SHEET: FRAMING ROOF LOADS Wd = 15psf WI = 25psf ROOF A - - OPTIONAL PATIO I OPTIONAL t OOK 620pIf 1 I / \ ' OPTQNAL - $�N1 ��A 3cAR G' RAGE 1 III / 0 ,I cc,), / (0 i u 1 ei TRIANGLE SHAPE A INDICATES LEFT END ON LAYOUT AND TRUSS DRAWING ON STAMPED ENGINEERING PAGE s i LL.. 10'x12'Patio Option Shown Wil5 s'a _ Patio can be 6'to 16'in Depth '1 a 2 • i CV/ s_ Quantities Change-Engineering Does Not o Opt#2 Nook u s _? y 10-00-00 y -__ 17-11-08 .._ Opt#1 Nook. 5 §sea 8 e e= Immm •— O .... --.. 10-05-08 10-00-00 .4 8 E x m;„ k-- 10.00-00 x • e. - Zzo1 95 -g56W W W` wo, x01 g8.Lfig 6 1 -� N< e.; ,• do 3 w.j3 `- o i X02 o I F I @ n � H O N e a a 40-00-00 i... i �a._... w -_1, •7 M cn �„ 0.. f-.. _. _. .... ..._ _.. fn N _ _ Z o.. I F W r L— o W 1� I� ¢I' g a 9 5 t� I W - Ce H 12-00.00 q o i , S LI 40600 0 , a1 N X) , Pi I 1 I Imo . i 'v013)y r1 v iiiin 4/12 i1 a t i1 to a WNW.6 6p Q /Ina fififi ,• e- A M 4112 q ..,_..._,. ;� o irillinal 60, s��� o 0 os �� I i one -01 3-06-00 t .. 20'x 12"3rd Car Garage Option Shown 3.48-00 -. � �® . ,���� 24 3) - c Option can be 6'to 12'in Depth 1 arev i � at , 3-06-00 N Quantities Change-Engineering Does Not 1-01-00' <5� ;M- -._ _I�I�Ii;/ a) d Dual Slope Roof 4/12 Pitch has 1'-9"Overhang {-- E01 "" N TC LL=25 i (cr3TCDL=7 cQ BC LL=0 19-06-08 10-11-08 9-06-00 o , C53BCDL= 10 MOM+�-..y N W Total Load =42 14-00-00 14-06-00 u> Wind pe edB 140 mph 6-00-00 k 28-06-00 5-06-00 / a o - ExpoRoof pitch =7/12 U.N.O. tit w Overhang= 12" DO NOT CUT, DRILL, NOTCH OR MODIFY TRUSS MEMBERS WITHOUT PRIOR APPROVAL FROM BUILDERS FIRSTSOURCE TRUSS 0 2 GREEN PROJECT: PLH - 23o5rc mq _ structural engineering DATE: 1/28/2019 BY: AMA� k JOB NO: 19045 SHEET: F-3 FRAMING ROOF LOADS Wd = 15psf WI = 25psf ROOF B OPTI NAL P TIO t OPTIONAL_\OQ-K 620p1f x,/21 ���� 208 1,\ _ OPTI NAL 2S5� 15'c52) �� CAR G RAGv ( 40/ I j / / I / i o/ • �e�rgwsiEro-u E TRIANGLE SHAPE . INDICATES LEFT END ON LAYOUT AND TRUSS DRAWING ON STAMPED ENGINEERING PAGE o ', o2erm o S. t_ LL N 10'x12'Patio Option Shown o.a s s 9• 3 a3494' 'tIga '5 f�1 1 Patio can be 6'to 16'in Depth z 2 s - a a C31 , Quantities Change-Engineering Does Not o Opt#2 Nook o,t '� 'a C 10-00-00 ,� 17-11-08 ,,,. _ Opt 81 Nook 3' &s a r e '2 'L 5 4 10-00-00 „ 10-05-08 10-00-00 t 3 $ b aa _ 201 a 2 W #- A "4" yy01 X01{ € 9 e9 o o ae..i�..•---... L :4,..,_..r..., „#. c - ....,R ..._a i _..... c x02 -..,,, ...__1 O m • N ; �...y, .e. I O z (y 40-00-00 N L a Z : i 1 1 w ii 0- w o W .02 W ° � 1 ' _ is0 IX o 0 N 12-00.00 co 0 ( Ilk i '0 o Ot L .0 V 4-00.00 8 N w w ) -, '3 i, _ , _ - t I. Lel JYI la i O Ly Lf A iiiinFa' Y/Y�k HUS 6 \ �0i w`^a.m 2 itiffid 1 I ice• b R .. • `" o d ,! �. i 11 S2j 1. I■ ,,,,_,,. I c)n— th iliCeir���� ilk a a N -'` , 4112 1 q '' 0 Jr tom-' cocp O w c5 t� 0 NSI _ 801 _ - .: .` ... , ? O0) II. 0a y► 002 , a 3-06-00 rr w_ELr) co qq o > o 20'x 12"3rd Car Garage Option Shown 3-06-00 cdi 26(3) I - '1 -- . -- , �- M N L � r_ Do 1 4 L , - _ _ �,- tom C Option can be 6'to 12'in Depth ro °:"-.,. --" -'� -- y 3-06-00 _as Quantities Change-Engineering Does Not 1-06-00 c._... ..-—_.- _NR--�" '- d Dual Slope Roof 4/12 Pitch has 1'-9"Overhang 801 2 (=gTC LL=25 mN TC DL=7 } us co BC LL=0 19-06-08 10-11-08 r 9-06-00 g W , BC DL= 10 ems.. N w Total Load =42 14-00-00 14-06-00 L., = a WWind Speed = 140 mph 6-00-00 28-06-00 5-06-00CALLa Cs4 -I Exposure=B + n Roof pitch = 7/12 U.N.O. i E Overhang= 12" DO NOT CUT, DRILL, NOTCH OR MODIFY TRUSS MEMBERS WITHOUT PRIOR APPROVAL FROM BUILDERS FIRSTSOURCE TRUSS GREEN MOUNT�IIN PROJECT: - 2305 IOW structural engineering DATE: 1/28/2019 AMA BY. n _ . JOB NO: 1 SHEET: F-5 FRAMING 9 45 ROOF LOADS Wd = 15psf WI = 25psf ROOF C OPTIONAL PATIO OPTIONAL NOOK 620pif OPTIQNAL r . if- SCAR GARAGE a/ I / / CNCOy/ • „,,,,,,. 5L TRIANGLE SHAPE 0 INDICATES LEFT END ON LAYOUT AND TRUSS DRAWING ON STAMPED ENGINEERING PAGE ' z e 314 cs?1 IL 10'x12'Patio Option Shown o s 5"4. ii P`-j 2° C C 1 Patio can be 6'to 16'in Depth :t9 ' � a " -g.='-- r=1,..11 -- Quantities Change-Engineering Does Not Opt#2 Nook r e 11 s >? C l 10-00.00 ,1' , ! '__ 17-11-08 Opt#1 Nook 0414!1'01810-FA.3 imma • o 10-05-08 10-00-00 a-e e l m..„ 10-00-00 Z a)A d . - zoi N has z 3 �L W I I a'� S LJJ -N I yil..... Y'64('' N='\W62 XPi :i..f ter = 3 a a�'S C (/'1 1 1 o io o �� r o 4 o c C to _- -- 1 _ ,.... 40-00-00 N �i Ico 3; H J n3 -, i , -r .. _ . :_-. .-- ...... � Z d W u ; � U Ui La ss 0035x1 a i I Ce L t� , r O O tin 12-00-00 r,; o �, r U U (119 t4-0P'OOy o N W LlJ 00 o r I N N N , / O o IA AIM 2) S., t O � cr o O. Ll8 (14 •' [ a g o 1o i N ,�r .6 .tea --I 4�� d, Q c M �: , 412 `n o ry .._ r _. m.'..-- ..-_-.. L L O M 0 4 .. 1 7 c,— C Ps. L,:-.1T BM poi CR ma) 4) '• Valley 20'x 12"3rd Car Garage Option Shown 3-06-00 �9-t ;16�g� � � ,y i ,�_�� Y. Hand T. ovarrame In m Q. O Option can be 6'to 12'in Depth "" ... 62` � 3-0 00 CO Quantities Change..Engineering Does Not 1-06-00 xf—. [. L. '. m R 3 ', 1 CD a Dual Slope Roof 4/12 Pitch has 1'-9"Overhang 001 W O TC LL=25 m TC DL= 7 / 19-06-08 10-11-08 9-06-00 (Q v BC LL=0 12"Mono Eyebrow Trusses 4 01 N 1.16...V J BC DL= 10 Not Shown on Layout N W Total Load=42 Hand Overframe Valley 14-00.00 14-06-00 _ = O Wind Speed = 140 mph 6-00-00 28-06-00 , 5-06-00 " a cm Exposure= B k �1a Roof pitch =7/12 U.N.O. , Overhang = 12" DO NOT CUT, DRILL, NOTCH OR MODIFY TRUSS MEMBERS WITHOUT PRIOR APPROVAL FROM BUILDERS FIRSTSOURCE TRUSS + a AIN PROJECT: PLx - �3o5 GREEN MOUNT DATE: 1/2$�2019 BY �A IOW structural engineering 28/201trr ,,,r__r,4,, JOB NO: 19045 SHEET: F-7 FRAMING ROOF LOADS Wd = 15psf WI = 25psf ROOF D — OPTIONAL PATIO • OPTIONA2-NOOK 620p1f I I OPTIONAL - op,e'l g�pc� 31AR GRACE_ / A / / / a / �- o,/1 CD 1 z 11111 TRIANGLE SHAPE . INDICATES LEFT END ON LAYOUT AND TRUSS DRAWING ON STAMPED ENGINEERING PAGE ,s X92E c9 " 1at �a 9 s LI_'. 10'o12'Patio Option Shown a 3 q a ggg 3 1° 113 Patio can be 6'to 16'in Depth ° 9`°3 a C C7 _ Quantities Change-Engineering Does Not o Opt#2 Nook E 6 @Y F z C l 10-00-00 Y ...�.. .... _.... 17-11-08 Opt#1 Nook 5-&s a 8 =3 H •it a 10-00-00 10-05-08 10-00-00 x a e- m x • 3 'a zoi s 5 .3sd' ge X=.5 Z CU r Y cu L W_ t-' r . woi xoi 1I e ga C to: Ooh,,.e.-,w• �, d WO - : \D2.�_� , %02 { (l_j._. - ~ a a a<r 6 f 0 1 c,) - .v 3 S I— J - . .. caama.rnmmna..rrcnwo Z n- . • w i Z I I s W ( ig a !b3 5 a L. I I c c Cr VI 12-00-00 0 O — U w 4 -00-00. o !. ,h o W W ) s. Sx.. V. d r C7 C7 o o I n m o kill low v B: 1 g 4H2 € 1 "1111‘114 Y,• 3 � "alO O i c N —, iti �. .. _... .......a ...._.. C N- "`002 -i-- .:..� ' , ''Cr1 d 3-0„00 ipriy o _ o N illy 20'x 12"3rd Car Garage Option Shown 3-06-00 G.' Ike - , - C C Option can be 6'to 12'in Depth - ,� o r, L J.ewe tux.vv..maKem , p - 02 ' 3-0 00 co Quantities Change-Engineering Does Not 1-06-00 ___ =M EM - iiir SR a Dual Slope Roof 4/12 Pitch has 1'-9"Overhang TCLL=25 c = m 7 TC DL=7 19-06-08 \V/ 10-11-08 9-06-00 fc BCLL=O r r r 6 o >� 12"Mono Eyebrow Trusses BC DL= 10 Not Shown on Layout Atli a 4.... N W Total Load =42 r 14-00-00 14-06-00 _ Wind Speed= 140 mph 6-00-00 k 28-06-00 5-06-00 u. J o Exposure=B �1. a 0., _ Roof pitch = 7/12 U.N.O. ff wi. Overhang= 12" DO NOT CUT, DRILL, NOTCH OR MODIFY TRUSS MEMBERS WITHOUT PRIOR APPROVAL FROM BUILDERS FIRSTSOURCE TRUSS Ad? 6 . GREEN MOUNTirIIN PROJECT:1111110 - 2305 / / structural engineering DATE: 1282019 BY: AMA JOB NO: 19045 F-9 SHEET: FRAMING n ., _._. W, ROOF LOADS Wd = 15psf WI = 25psf ROOF E �i f 0 IONAL PA OPJIONAL • •. •OIK ( X66 — .1 .•• AIIIIIIIr `6 I _ 1 titi PTIONAL 2'27 , -5 ,�51 Ir.751,I4R GARAGE 76 \ , / // I_ TRIANGLE SHAPE A INDICATES LEFT END ON LAYOUT AND TRUSS DRAWING ON STAMPED ENGINEERING PAGE =s OF s r 10'x12'Patio Option Shown a s^= 9 3 Wto 1 C71 C LL R Patio can be 6'to 16'in Depth Z .• ..1 P.4.u z IMNQI sm.= � Quantities Change-Engineering Does Not o Opt#2 Nook e • c d 10-00-00 ?' y 17-11-08 Opt#1 Nook 5 if&e a q v Z �f• F- q 10-05-0810-00-00 e Y/ tJ-1 N i ••v f 2 t 54-5 hi:lollies y� = s c .... 4 b . ti--*rr *'—. F, €• sae f acts • M,_,NI . �.� . g n° .. d b4:} ; I f i N w Z o , -- " 40 00 00 N >.- r z a ,� '"*4':::K' "¢'_..-. .-,4-F'.. ..+ .a,.:.ie„, .tSJ:_..4 mm hith il. ail , I I I I An L4H g .0 AIM N A,. c c V ,75 12-00-00Ink 1E o a) r .� 4-00-00 • n , 14 ,s 0) , .., , - F, - ,.- - CN NCP diIP::; i1P4- I o. , mmihh: Antik 11111111W �„ . Nit, 4T f zo. AL. ,,. Illi , � I r} 7F I`�6Ti 51 +.. 7 O Qui M.. - yT , g. 3-06-00 C .. N 0) F01` .,wc f �� �`,;� _ __ �. in R O 20'x 12"3rd Car Garage Option Shown 3-06-00 4L� Or t ii L Co w '7. in CO d c ��_ 'JPO 7 �' Option can be 6'to 12'In Depth - �- .� ,�,, � " � - 3-06-00 � Quantities Change-Engineering Does Not 1-06-00 '.<'�_ __ �,� , () Q- fi w 24-, TC LL=25 ,� Z m TCDL=7 = w BC LL=0 19-06-08 10-11-08 9-06-00 L ��y o BC DL= 10 r r r 'w ci � w Total Load =42 14-00-00 14-06-00 = to Wind Speed = 140 mph 6-00-00 T 28-06-00 5-06-00 � " a t`,i Exposure= B 4 k it Roof pitch = 7/12 U.N.O. r w I Overhang = 12" DO NOT CUT, DRILL, NOTCH OR MODIFY TRUSS MEMBERS WITHOUT PRIOR APPROVAL FROM BUILDERS FIRSTSOURCE TRUSS s o m GREEN M O U N ThI I N PROJECT: PLH - 2305 DATE:11111110 1/2H/2019 B . AMA structural engineeringn, JOB NO: 19045 F-1 SHEET: FRAMING TRACK ROOF LOADS O© bb igi- 41. 06 x / 0 O /' i 4II oK� N1L i it 1111111 CD SS8 1-) �10 X,„,-,± .,. \* 5 0F OF —,— �1 GREEN MOUNTh IN PROJECT: PLH - 230101100P 5 / / 9 AMA structural engineering DATE: 1 28 201 BY: JOB NO: 19045 SHEET: F-12 FRAMING A 620p1f ROOF TYP 4x8 V V V X 520p1f ROOF @B/E /� 6' L� 1936 1936 TYP 1623 @B/E Project: fStruCalc 9.0 page Location:A , Multi-Loaded Multi-Span Beam of [2015 International Building Code(2015 NDS)] 3.5 IN x 7.25 IN x 6.0 FT #2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 10.0.1.6 1/29/2019 11:26:02 AM Section Adequate By: 11.8% F-13 Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.08 IN L/878 Dead Load 0.02 in Total Load 0.11 IN L/680 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 REACTIONS A B Live Load 1500 lb 1500 lb Dead Load 436 lb 436 lb Total Load 1936 lb 1936 lb Bearing Length 0.89 in 0.89 in w BEAM DATA Center Span Length 6 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 6 ft Live Load Duration Factor 1.15 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 500 plf #2-Douglas-Fir-Larch(North) Uniform Dead Load 140 plf Base Values Adjusted Beam Self Weight 5 plf Bending Stress: Fb= 850 psi Fb'= 1271 psi Total Uniform Load 645 plf Cd=1.15 CF=1.30 Shear Stress: Fv= 180 psi Fv'= 207 psi Cd=1.15 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Comp.1 to Grain: Fc-1= 625 psi Fc-1'= 625 psi Controlling Moment: 2904 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: 1936 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: Req'd Provided Section Modulus: 27.43 in3 30.66 in3 Area(Shear): 14.03 in2 25.38 in2 Moment of Inertia(deflection): 30.37 in4 111.15 in4 Moment: 2904 ft-lb 3247 ft-lb Shear: 1936 lb 3502 lb GREEN MOUNTh1N PROJECT: PLH - 23o5 1/28/2019 BY: AMA 101111r structural engineering jos No: 19045 F-14 SHEET: FRAMING 2ND FLOOR LOADS Wd = 10psf WI = 40psf IN CO OPTIONAL PATIO X X - - co OPTION 1 4x8 !, O,. 1 O =, OPTION 2 > I O 1a 08 O ��11 ���D 4x8 .O .O _ 208 O o ®.���_- 'x12 O 3 O X 5 7(' 1 3 . ‘‘'D?) 7, 0 _ 1 1 � ® I �t'� 8 O 22780� g5� � 3 ri- O . _�-- O 4x12 - r S ` I 0 ' G R E EN M D U N T I N PROJECT: PLH - 2305 IOW structural engineering ° 1/28/2019 ATE: BY: AMA JOB NO: 19045 F-1 5 SHEET: FRAMING ID 620p1f ROOF 350pif FLOOR 5.5 x 12 GL A v V v A +100pIf WALL 10' 5422 5422 2708 @3' ® 620p1f ROOF V 350p1f FLOOR 5.5 x 18 GL VV V V V +100p1f WALL 18' 10375 10119 3744 620p1f ROOF @4.5' © 400p1f FLOOR 6x12 A V v V �j( +100pIf WALL 6' /� 4219 5394 111) 400pIf FLOOR@7 600pIf FLOOR 5.5 x 12 GL V v v u L� 16' L\ 3820 4608 11561 @4' 4 620p1f ROOF v +100pIf WALL 6.75 x 12 GL L�y v V VQ v 10' 1' 8632 8591 GREEN MOUNTAIN PLH - 2305 PROJECT: . P . . . ._ ._ w. 1/28/2019 AMA Ito structural engineering DATE BY: JOB NO: 19045 SHEET: F-16 FRAMING 8632+3727 @4' 411 450p1f FLOOR 200pIf FLOOR 111 6.75 x 12 GL 9' 8623 6694 8591 @2' 6 . 5.5 x 9 GL A6' 5760 2896 O200p1f ROOF V V V V 250p1f FLOOR 3.5 x 12 GL +100pIf WALL 10' 2796 2796 2796 @11' 8 IMIIMMIMi 700pIf ROOF 5.5 x 12 GL A A +100pIf WALL 14' 5599 7197 13487+5599 @6' 620p1f 275p1f 9a V 6.75 x 19.5 GL X V 250p1f V X 19' 16886 10147 GREEN MOUNT�IIN PROJECT 23°5 1111110 structural engineering DATE: 1/2$/2019 BY AMA JOB NO: 19°45 SHEET: F-17 FRAMING 16045+5599 @6' 275p1 f 9--) El 250p1fMil 6.75 x 22.5 GL AA 18719 11875 7494+5000 15190 @6' 9 e 275pif Ed250p1fMal 6.75 x 18 GL • 1 19' A 12397 24112 7197 @4' 1 O /111111/111=1 160p1f ROOF 5.5 x 12 GL • 16' A 6792 3194 11875 2796 2796 @3.5' @10.5' ©13.5' 11110 5.5 x 12 GL • 10.5' • 7' A 6881 11511 494 to GREEN MOUNTAINPROJECT: PLH - 2305 1/28/2019 AMA structural engineering DATE: BY , : . ,- ,. „ JOB NO: 19045 SHEET: F-18 FRAMING 24112 1195+2796 2796 @3.5' @10.5' @13.5' 4110 6.75 x 15 GL @E A A A 10.5' 7' 13984 19771 -307 6694 @.5' 41, 4x12 A A 2' 5029 1682 18719 @7' 41) 11111111E 260p1f ROOF 5.5 x 21 GL A A 16' 12517 9202 Project: StruCalc 9.0 Page Location: 1 Multi-Loaded Multi-Span Beam or [2015 International Building Code(2015 NDS)] 5.5 IN x 12.0 IN x 10.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 1/28/2019 2:46:04 PM Section Adequate By: 124.0% F-1 9 Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.10 IN L/1227 Dead Load 0.07 in Total Load 0.17 IN L/701 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 REACTIONS A B Live Load 3100 lb 3100 lb Dead Load 2322 lb 2322 lb Total Load 5422 lb 5422 lb Bearing Length 1.52 in 1.52 in w BEAM DATA Center Span Length 10 ft Unbraced Length-Top 0 ft ---loft — — Unbraced Length-Bottom 10 ft Live Load Duration Factor 1.15 Camber Adj. Factor 1.5 UNIFORM LOADS Center Camber Required 0.11 Uniform Live Load 620 plf Notch Depth 0.00 Uniform Dead Load 450 plf MATERIAL PROPERTIES Beam Self Weight 14 plf 24F-V4-Visually Graded Western Species Total Uniform Load 1084 plf Base Values Adjusted Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb'= 2760 psi Cd=1.15 Shear Stress: Fv= 265 psi Fv'= 305 psi Cd=1.15 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp.l to Grain: Fc- = 650 psi Fc--- = 650 psi Controlling Moment: 13554 ft-lb 5.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 5422 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: Req'd Provided Section Modulus: 58.93 in3 132 in3 Area(Shear): 26.69 in2 66 in2 Moment of Inertia(deflection): 203.28 in4 792 in4 Moment: 13554 ft-lb 30360 ft-lb Shear: 5422 lb 13409 lb Project: ..kwe,. StruCalc 9.0 Page Location: la k o Multi-Loaded Multi-Span Beam of [2015 International Building Code(2015 NDS)] 5.5 IN x 18.0 IN x 18.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 1/28/2019 2:47:30 PM Section Adequate By:41.0% F-20 Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.44 IN L/487 Dead Load 0.13 in Total Load 0.57 IN L/377 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 REACTIONS A B Live Load 7942 lb 7858 lb Dead Load 2433 lb 2261 lb Total Load 10375 lb 10119 lb TRI Bearing Length 2.90 in 2.83 in w BEAM DATA Center Span Length 18 ft Unbraced Length-Top 0 ft 18ft Unbraced Length-Bottom 18 ft Live Load Duration Factor 1.15 Camber Adj. Factor 1.5 UNIFORM LOADS Center Camber Required 0.19 Uniform Live Load 350 plf Notch Depth 0.00 Uniform Dead Load 100 plf MATERIAL PROPERTIES Beam Self Weight 21 plf 24F-V4-Visually Graded Western Species Total Uniform Load 471 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Fb_cmpr= 1850 psi Fb'= 2673 psi Live Load 2000 lb Cd=1.15 Cv=0.97 Dead Load 708 lb Shear Stress: Fv= 265 psi Fv'= 305 psi Cd=1.15 Location 3 ft Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN Comp.-L to Grain: Fc-1= 650 psi Fc-1'= 650 psi Load Number One Left Live Load 500 plf Controlling Moment: 46907 ft-lb Left Dead Load 120 plf 8.64 Ft from left support of span 2(Center Span) Right Live Load 500 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 120 plf Controlling Shear: 10375 lb Load Start 3 ft At left support of span 2(Center Span) Load End 18 ft Created by combining all dead loads and live loads on span(s)2 Load Length 15 ft Comparisons with required sections: Req'd Provided Section Modulus: 210.62 in3 297 in3 Area(Shear): 51.07 in2 99 in2 Moment of Inertia(deflection): 1316.19 in4 2673 in4 Moment: 46907 ft-lb 66146 ft-lb Shear: 10375 lb 20114 lb Project „,v # ,StruCalc 9.0 page Location:2 x, " Multi-Loaded Multi-Span Beam of [2015 International Building Code(2015 NDS)] 5.5 IN x 11.25 IN x 6.0 FT #2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 10.0.1.6 1/30/2019 6:26:33 AM Section Adequate By:23.9% F-21 Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.05 IN L/1517 Dead Load 0.01 in Total Load 0.06 IN L/1209 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 REACTIONS A Live Load 3356 lb 4294 lb Dead Load 863 lb 1100 lb Total Load 4219 lb 5394 lb TRI Bearing Length 1.23 in 1.57 in w BEAM DATA Center Span Length 6 ft Unbraced Length-Top 0 ft -6ft - Unbraced Length-Bottom 6 ft Live Load Duration Factor 1.15 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 400 plf #2-Douglas-Fir-Larch(North) Uniform Dead Load 100 plf Base Values Adiusted Beam Self Weight 13 plf Bending Stress: Fb= 875 psi Fb'= 1006 psi Total Uniform Load 513 plf Cd=1.15 CF=1.00 POINT LOADS-CENTER SPAN Shear Stress: Fv= 170 psi Fv'= 196 psi Cd=1.15 Load Number One Modulus of Elasticity: E= 1300 ksi E= 1300 ksi Live Load 3000 lb Comp.1 to Grain: Fc- = 625 psi Fc--- = 625 psi Dead Load 744 lb Location 4.5 ft Controlling Moment: 7855 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN 3.72 Ft from left support of span 2(Center Span) Load Number One Created by combining all dead loads and live loads on span(s)2 Left Live Load 500 plf Controlling Shear: -5394 lb Left Dead Load 120 plf At right support of span 2(Center Span) Right Live Load 500 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 120 plf Load Start 0 ft Comparisons with required sections: Read Provided Load End 4.5 ft Section Modulus: 93.67 in3 116.02 in3 Load Length 4.5 ft Area(Shear): 41.38 in2 61.88 in2 Moment of Inertia(deflection): 103.22 in4 652.59 in4 Moment: 7855 ft-lb 9728 ft-lb Shear: -5394 lb 8064 lb Project: g „StruCalc StruCalc 9.0 Page Location:3 u , Multi-Loaded Multi-Span Beam of [2015 International Building Code(2015 NDS)] vv: 5.5 IN x 12.0 IN x 16.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 1/29/2019 11:33:53 AM Section Adequate By: 22.8% F-22 Controlling Factor: Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.43 IN L/442 Dead Load 0.12 in Total Load 0.55 IN L/347 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 2906 lb 3694 lb Dead Load 914 lb 914 lb Total Load 3820 lb 4608 lb Bearing Length 1.07 in 1.29 in TR2 TR1 BEAM DATA Center Span Length 16 ft Unbraced Length-Top 0 ft 16 n Unbraced Length-Bottom 16 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1.5 UNIFORM LOADS Center Camber Required 0.18 Uniform Live Load 0 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 14 plf 24F-V4-Visually Graded Western Species Total Uniform Load 14 plf Base Values Adjusted TRAPEZOIDAL LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb'= 2400 psi Load Number One Two Cd=1.00 Left Live Load 300 plf 500 plf Left Dead Load 100 plf 100 plf Shear Stress: Fv= 265 psi Fv'= 265 psi Right Live Load 300 plf 500 plf Cd=1.00 Right Dead Load 100 plf 100 plf Modulus of Elasticity: E= 1800 ksi E= 1800 ksi Load Start 0 ft 7 ft Comp.1 to Grain: Fc-1= 650 psi Fc-1'= 650 psi Load End 7ft 16ft Load Length 7 ft 9 ft Controlling Moment: 17284 ft-lb 8.48 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -4608 lb At right 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: 86.42 in3 132 in3 Area(Shear): 26.08 in2 66 in2 Moment of Inertia(deflection): 645.04 in4 792 in4 Moment: 17284 ft-lb 26400 ft-lb Shear: -4608 lb 11660 lb Project: „:„....,,,,„,StruCalc 9.0 page ,111 Location:4 {, Multi-Loaded Multi-Span Beam of [2015 International Building Code(2015 NDS)] - 6.75INx12.0INx11.0FT(10+1) 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 1/29/2019 11:36:42 AM Section Adequate By: 10.9% F-23 Controlling Factor: Moment DEFLECTIONS Center Right LOADING DIAGRAM Live Load 0.21 IN L/578 -0.06 IN 2L/388 Dead Load 0.08 in -0.02 in Total Load 0.29 IN L/411 -0.09 IN 2L/278 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 1 REACTIONS A B Live Load 6075 lb 6279 lb Dead Load 2557 lb 2312 lb Total Load 8632 lb 8591 lb TR1 TR1 Bearing Length 1.97 in 1.96 in w w BEAM DATA Center Right Span Length 10 ft 1 ft Unbraced Length-Top O ft O ft loft Unbraced Length-Bottom 10 ft 1 ft Live Load Duration Factor 1.15 Notch Depth 0.00 UNIFORM LOADS Center Right MATERIAL PROPERTIES Uniform Live Load 75 plf 75 plf 24F-V4-Visually Graded Western Species Uniform Dead Load 25 plf 25 plf Base Values Adiusted Beam Self Weight 18 plf 18 plf Bending Stress: Fb= 2400 psi Controlled by: Total Uniform Load 118 plf 118 plf Fb_cmpr= 1850 psi Fb'= 2760 psi POINT LOADS-CENTER SPAN Cd=1.15 Load Number One Shear Stress: Fv= 265 psi Fv'= 305 psi Live Load 8000 lb Cd=1.15 Dead Load 3561 lb Modulus of Elasticity: E= 1800 ksi E= 1800 ksi Location 4 ft Comp.1 to Grain: Fc- = 650 psi Fc- L'= 650 psi TRAPEZOIDAL LOADS-CENTER SPAN Controlling Moment: 33589 ft-lb Load Number One 4.0 Ft from left support of span 2(Center Span) Left Live Load 500 plf Created by combining all dead loads and live loads on span(s)2 Left Dead Load 120 plf Controlling Shear: 8632 lb Right Live Load 500 plf At left support of span 2(Center Span) Right Dead Load 120 plf Created by combining all dead loads and live loads on span(s)2 Load Start 4 ft Load End 10 ft Comparisons with required sections: Req'd Provided Load Length 6 ft Section Modulus: 146.04 in3 162 in3 RIGHT SPAN Area(Shear): 42.49 in2 81 in2 Load Number One Moment of Inertia(deflection): 630.52 in4 972 in4 Left Live Load 500 plf Moment: 33589 ft-lb 37260 ft-lb Left Dead Load 120 plf Shear: 8632 lb 16457 lb Right Live Load 500 plf Right Dead Load 120 plf Load Start 0 ft Load End 1 ft Load Length 1 ft Project: StruCalc 9.0 Page Location: 5 Multi-Loaded Multi-Span Beam of [2015 International Building Code(2015 NDS)] 6.75 IN x 12.0 IN x 9.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 1/29/2019 11:39:19 AM Section Adequate By:22.2% F-24 Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.15 IN L/744 Dead Load 0.06 in Total Load 0.21 IN L/516 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 REACTIONS A B Live Load 5937 lb 4645 lb Dead Load 2686 lb 2049 lb Total Load 8623 lb 6694 lb Bearing Length 1.97 in 1.53 in TRI BEAM DATA Center TR2 Span Length 9 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 9 ft Live Load Duration Factor 1.15 Camber Adj. Factor 1.5 UNIFORM LOADS Center Camber Required 0.1 Uniform Live Load 0 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 18 plf 24F-V4-Visually Graded Western Species Total Uniform Load 18 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb'= 2760 psi Load Number One Cd=1.15 Live Load 8632 lb Shear Stress: Fv= 265 psi Fv'= 305 psi Dead Load 3727 lb Cd=1.15 Location 4 ft Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN Comp.-L to Grain: Fc- = 650 psi Fc- L'= 650 psi Load Number One Two Left Live Load 300 plf 150 plf Controlling Moment: 30481 ft-lb Left Dead Load 150 plf 50 plf 3.96 Ft from left support of span 2(Center Span) Right Live Load 300 plf 150 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 150 plf 50 plf Controlling Shear: 8623 lb Load Start 0 ft 4 ft At left support of span 2(Center Span) Load End 4 ft 9 ft Created by combining all dead loads and live loads on span(s)2 Load Length 4 ft 5 ft Comparisons with required sections: Read Provided Section Modulus: 132.52 in3 162 in3 Area(Shear): 42.44 in2 81 in2 Moment of Inertia(deflection): 339.21 in4 972 in4 Moment: 30481 ft-lb 37260 ft-lb Shear: 8623 lb 16457 lb Project: , , StruCalc 9.0 Page Location:6 / Multi-Loaded Multi-Span Beam of [2015 International Building Code(2015 NDS)] 5.5 IN x 9.0 IN x 6.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 1/29/2019 11:40:18 AM Section Adequate By: 50.0% F-25 Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.08 IN L/925 Dead Load 0.02 in Total Load 0.10 IN L/750 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 REACTIONS A B Live Load 4667 lb 2333 lb Dead Load 1093 lb 563 lb Total Load 5760 lb 2896 lb 1 Bearing Length 1.61 in 0.81 in BEAM DATA Center Span Length 6 ft Unbraced Length-Top 0 ft --- - eft Unbraced Length-Bottom 6 ft Live Load Duration Factor 1.15 CamberAdj. Factor 1.5 UNIFORM LOADS Center Camber Required 0.03 Uniform Live Load 0 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 11 plf 24F-V4-Visually Graded Western Species Total Uniform Load 11 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb'= 2760 psi Load Number One Cd=1.15 Live Load 7000 lb Shear Stress: Fv= 265 psi Fv'= 305 psi Dead Load 1591 lb Cd=1.15 Location 2 ft Modulus of Elasticity: E= 1800 ksi E= 1800 ksi Comp.1 to Grain: Fc- -= 650 psi Fc-1'= 650 psi Controlling Moment: 11383 ft-lb 2.04 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 5760 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: 49.49 in3 74.25 in3 Area(Shear): 28.35 in2 49.5 in2 Moment of Inertia(deflection): 86.68 in4 334.13 in4 Moment: 11383 ft-lb 17078 ft-lb Shear: 5760 lb 10057 lb • Project: vmpe , StruCalc 9.0 Page Location:7 Multi-Loaded Multi-Span Beam of [2015 International Building Code(2015 NDS)] 3.5 IN x 12.0 IN x 10.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 1/28/2019 3:02:56 PM Section Adequate By: 176.4% F-26 Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.11 IN L/1075 Dead Load 0.03 in Total Load 0.14 IN L/866 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 REACTIONS A B Live Load 2250 lb 2250 lb Dead Load 546 lb 546 lb Total Load 2796 lb 2796 lb Bearing Length 1.23 in 1.23 in w BEAM DATA Center Span Length 10 ft Unbraced Length-Top 0 ft ton Unbraced Length-Bottom 10 ft Live Load Duration Factor 1.15 Camber Adj. Factor 1.5 Camber Required 0.04 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 450 plf Uniform Dead Load 100 plf MATERIAL PROPERTIES Beam Self Weight 9 plf 24F-V4-Visually Graded Western Species Total Uniform Load 559 plf Base Values Adiusted Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb'= 2760 psi Cd=1.15 Shear Stress: Fv= 265 psi Fv'= 305 psi Cd=1.15 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp. 1-to Grain: Fc- = 650 psi Fc-1'= 650 psi Controlling Moment: 6989 ft-lb 5.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 2796 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: Req'd Provided Section Modulus: 30.39 in3 84 in3 Area(Shear): 13.76 in2 42 in2 Moment of Inertia(deflection): 112.48 in4 504 in4 Moment: 6989 ft-lb 19320 ft-lb Shear: 2796 lb 8533 lb Project: --, StruCalc 9.0 Page Location:8 Multi-Loaded Multi-Span Beam of [2015 International Building Code(2015 NDS)] 5.5 IN x 12.0 IN x 14.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 1/28/2019 3:04:11 PM Section Adequate By: 38.3% F-27 Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.38 IN L/444 Dead Load 0.17 in Total Load 0.55 IN L/305 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 REACTIONS A B Live Load 3885 lb 4911 lb Dead Load 1714 lb 2286 lb Total Load 5599 lb 7197 lb Bearing Length 1.57 in 2.01 in w BEAM DATA Center Span Length 14 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 14 ft Live Load Duration Factor 1.15 Camber Adj. Factor 1.5 UNIFORM LOADS Center Camber Required 0.26 Uniform Live Load 500 plf Notch Depth 0.00 Uniform Dead Load 200 plf MATERIAL PROPERTIES Beam Self Weight 14 plf 24F-V4-Visually Graded Western Species Total Uniform Load 714 plf Base Values Adlusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Fb_cmpr= 1850 psi Fb'= 2760 psi Live Load 1796 lb Cd=1.15 Dead Load 1000 lb Shear Stress: Fv= 265 psi Fv'= 305 psi Cd=1.15 Location 11 ft Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp.-1-to Grain: Fc- L= 650 psi Fc--- = 650 psi Controlling Moment: 21946 ft-lb 7.84 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -7197 lb At right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 95.42 in3 132 in3 Area(Shear): 35.42 in2 66 in2 Moment of Inertia(deflection): 467.01 in4 792 in4 Moment: 21946 ft-lb 30360 ft-lb Shear: -7197 lb 13409 lb Project: knyr, StruCalc 9.0 page Location:9a Multi-Loaded Multi-Span Beam of [2015 International Building Code(2015 NDS)] .'�_ 6.75 IN x 19.5 IN x 19.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 1/29/2019 11:42:37 AM Section Adequate By: 8.5% F-28 Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.40 IN L/575 Dead Load 0.24 in Total Load 0.64 IN L/356 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 REACTIONS A B Live Load 10783 lb 6189 lb Dead Load 6103 lb 3958 lb Total Load 16886 lb 10147 lb , , 1 Bearing Length 3.85 in 2.31 in w BEAM DATA Center Span Length 19 ft Unbraced Length-Top 0 ft 19ft Unbraced Length-Bottom 19 ft Live Load Duration Factor 1.15 Camber Adj. Factor 1.5 UNIFORM LOADS Center Camber Required 0.36 Uniform Live Load 150 plf Notch Depth 0.00 Uniform Dead Load 100 plf MATERIAL PROPERTIES Beam Self Weight 29 plf 24F-V4-Visually Graded Western Species Total Uniform Load 279 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb'= 2584 psi Load Number One Live Load 8847 lb Cd=1.15 Cv=0.94 Dead Load 5599 lb Shear Stress: Fv= 265 psi Fv'= 305 psi Cd=1.15 Location 6 ft Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN Comp.1 to Grain: Fc- L= 650 psi Fc-1'= 650 psi Load Number One Two Left Live Load 500 plf 175 plf Controlling Moment: 84902 ft-lb Left Dead Load 120 plf 100 plf 6.08 Ft from left support of span 2(Center Span) Right Live Load 500 plf 175 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 120 plf 100 plf Controlling Shear: 16886 lb Load Start 0 ft 6 ft At left support of span 2(Center Span) Load End 6 ft 19 ft Created by combining all dead loads and live loads on span(s)2 Load Length 6 ft 13 ft Comparisons with required sections: Req'd Provided Section Modulus: 394.36 in3 427.78 in3 Area(Shear): 83.11 in2 131.63 in2 Moment of Inertia(deflection): 2106.27 in4 4170.87 in4 Moment: 84902 ft-lb 92098 ft-lb Shear: 16886 lb 26742 lb Project: Nw - StruCalc 9.0 page Location:9b .- Multi-Loaded Multi-Span Beam of [2015 International Building Code(2015 NDS)] µ6.75 IN x 22.5 IN x 19.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 1/29/2019 11:43:14 AM Section Adequate By: 13.1% F-29 Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.36 IN L/639 Dead Load 0.15 in Total Load 0.51 IN L/447 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 REACTIONS A Live Load 13181 lb 7989 lb Dead Load 5538 lb 3886 lb Total Load 18719 lb 11875 lb TR2 Bearing Length 4.27 in 2.71 in w BEAM DATA Center Span Length 19 ft Unbraced Length-Top 0 ft 19 ft Unbraced Length-Bottom 19 ft Live Load Duration Factor 1.15 Camber Adj. Factor 1.5 UNIFORM LOADS Center Camber Required 0.23 Notch Depth 0.00 Uniform Live Load 150 plf Uniform Dead Load 100 plf MATERIAL PROPERTIES Beam Self Weight 33 plf 24F-V4-Visually Graded Western Species Total Uniform Load 283 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Fb_cmpr= 1850 psi Fb'= 2547 psi Live Load 16045 lb Cd=1.15 Cv=0.92 Dead Load 5599 lb Shear Stress: Fv= 265 psi Fv'= 305 psi Location 6 ft Cd=1.15 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN Comp.L to Grain: Fc- -= 650 psi Fc--- = 650 psi Load Number Two Left Live Load 175 plf Controlling Moment: 106855 ft-lb Left Dead Load 100 plf 6.08 Ft from left support of span 2(Center Span) Right Live Load 175 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 100 plf Controlling Shear: 18720 lb Load Start 6 ft At left support of span 2(Center Span) Load End 19 ft Created by combining all dead loads and live loads on span(s)2 Load Length 13 ft Comparisons with required sections: Req'd Provided Section Modulus: 503.48 in3 569.53 in3 Area(Shear): 92.14 in2 151.88 in2 Moment of Inertia(deflection): 2577.82 in4 6407.23 in4 Moment: 106855 ft-lb 120873 ft-lb Shear: 18720 lb 30856 lb Project: k .rStruCalc 9.0 page Location:9c ,,.*6. Multi-Loaded Multi-Span Beam of [2015 International Building Code(2015 NDS)] 6.75 IN x 18.0 IN x 19.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 1/29/2019 11:44:13 AM Section Adequate By: 14.2% F-30 Controlling Factor Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.40 IN L/569 Dead Load 0.27 in Total Load 0.67 IN L/338 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 REACTIONS A B 1 2 Live Load 7331 lb 15288 lb Dead Load 5066 lb 8824 lb Total Load 12397 lb 24112 lb Bearing Length 2.83 in 5.50 in BEAM DATA Center Span Length 19 ft Unbraced Length-Top 0 ft 19n -- -_- - Unbraced Length-Bottom 19 ft Live Load Duration Factor 1.15 Camber Adj. Factor 1.5 UNIFORM LOADS Center Camber Required 0.41 Uniform Live Load 150 plf Notch Depth 0.00 Uniform Dead Load 100 plf MATERIAL PROPERTIES Beam Self Weight 26 plf 24F-V4-Visually Graded Western Species Total Uniform Load 276 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb'= 2604 psi Load Number One Two Cd=1.15 Cv=0.94 Live Load 7494 lb 10000 lb Shear Stress: Fv= 265 psi Fv'= 305 psi Dead Load 5000 lb 5190 lb Cd=1.15 Location 6 ft 19 ft Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN Comp.1 to Grain: Fc- = 650 psi Fc- = 650 psi Load Number Two Left Live Load 175 plf Controlling Moment: 69264 ft-lb Left Dead Load 100 plf 6.08 Ft from left support of span 2(Center Span) Right Live Load 175 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 100 plf Controlling Shear: 12397 lb Load Start 6 ft At left support of span 2(Center Span) Load End 19 ft Created by combining all dead loads and live loads on span(s)2 Load Length 13 ft Comparisons with required sections: Req'd Provided Section Modulus: 319.16 in3 364.5 in3 Area(Shear): 61.02 in2 121.5 in2 Moment of Inertia(deflection). 1747.75 in4 3280.5 in4 Moment: 69264 ft-lb 79105 ft-lb Shear: 12397 lb 24685 lb Project: F, StruCalc 9.0 Page Location: 10 +t Multi-Loaded Multi-Span Beam of [2015 International Building Code(2015 NDS)] 5.5 IN x 12.0 IN x 16.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 1/29/2019 1:09:50 PM Section Adequate By: 17.8% F-31 Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.46 IN L/414 Dead Load 0.23 in Total Load 0.70 IN L/275 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 REACTIONS A B Live Load 4550 lb 2050 lb Dead Load 2242 lb 1144 lb Total Load 6792 lb 3194 lb Bearing Length 1.90 in 0.89 in w BEAM DATA Center Span Length 16 ft Unbraced Length-Top 0 ft dil=11MIIM Unbraced Length-Bottom 16 ft Live Load Duration Factor 1.15 Camber Adj. Factor 1.5 UNIFORM LOADS Center Camber Required 0.35 Notch Depth 0.00 Uniform Live Load 100 plf -— Uniform Dead Load 60 plf MATERIAL PROPERTIES Beam Self Weight 14 plf 24F-V4-Visually Graded Western Species Total Uniform Load 174 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Fb_cmpr= 1850 psi Fb'= 2760 psi Live Load 5000 lb Cd=1.15 Dead Load 2197 lb Shear Stress: Fv= 265 psi Fv'= 305 psi Cd=1.15 Location 4 ft Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp. L to Grain: Fc- = 650 psi Fc- = 650 psi Controlling Moment: 25774 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: 6792 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: 112.06 in3 132 in3 Area(Shear): 33.43 in2 66 in2 Moment of Inertia(deflection): 518.36 in4 792 in4 Moment: 25774 ft-lb 30360 ft-lb Shear: 6792 lb 13409 lb • Project: StruCalc 9.0 page Location: 11 f Multi-Loaded Multi-Span Beam of [2015 International Building Code(2015 NDS)] 5.5 IN x 12.0 IN x 17.5 FT(10.5+7) 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 1/30/2019 6:31:15 AM Section Adequate By: 27.8% F-32 Controlling Factor: Moment DEFLECTIONS Center Right LOADING DIAGRAM Live Load 0.14 IN L/886 -0.03 IN L/2952 Dead Load 0.07 in -0.01 in Total Load 0.21 IN L/602 -0.04 IN L/2247 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 REACTIONS A B C Live Load 4622 lb 7844 lb 703 lb Dead Load 2259 lb 3667 lb -209 lb Total Load 6881 lb 11511 lb 494 lb Uplift(1.5 F.S) 0 lb 0 lb -1275 lb Bearing Length 1.92 in 3.22 in 0.14 in 2 1 BEAM DATA Center Right Span Length 10.5 ft 7 ft 10.5ft 7f► Unbraced Length-Top 0 ft 0 ft Unbraced Length-Bottom 10.5 ft 7 ft Live Load Duration Factor 1.15 UNIFORM LOADS Center Right Notch Depth 0.00 Uniform Live Load 0 plf 0 plf MATERIAL PROPERTIES Uniform Dead Load 0 plf 0 plf 24F-V4-Visually Graded Western Species Beam Self Weight 14 plf 14 plf Base Values Adjusted Total Uniform Load 14 plf 14 plf Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb'= 2760 psi POINT LOADS-CENTER SPAN Cd=1.15 Load Number One Two Shear Stress: Fv= 265 psi Fv'= 305 psi Live Load 8000 lb 2000 lb Cd=1.15 Dead Load 3875 lb 796 lb Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Location 3.5 ft 10.5 ft Comp.1 to Grain: Fc- L= 650 psi Fc--- = 650 psi RIGHT SPAN Load Number One Controlling Moment: 23756 ft-lb Live Load 2000 lb Dead Load 796 lb 3.46 Ft from left support of span 2(Center Span) Location 3 ft Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 6881 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: Req'd Provided Section Modulus: 103.29 in3 132 in3 Area(Shear): 33.87 in2 66 in2 Moment of Inertia(deflection): 236.87 in4 792 in4 Moment: 23756 ft-lb 30360 ft-lb Shear: 6881 lb 13409 lb Project: StruCalc 9.0 page l,.ocation: 1XIC 11 E Multi-Loaded Multi-Span Beam or [2015 International Building Code(2015 NDS)] • 6.75 IN x 15.0 IN x 17.5 FT(10.5+7) 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 1/30/2019 6:32:52 AM Section Adequate By:20.5% F-33 Controlling Factor:Moment DEFLECTIONS Center Right LOADING DIAGRAM Live Load 0.10 IN L/1203 -0.02 IN L/4011 Dead Load 0.07 in -0.01 in Total Load 0.18 IN L/706 -0.03 IN L/2489 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 REACTIONS A B C Live Load 8154 lb 12215 lb 703 lb Dead Load 5830 lb 7556 lb -1010 lb Total Load 13984 lb 19771 lb -307 lb 1 Uplift(1.5 F.S) 0 lb 0 lb -2892 lb Bearing Length 3.19 in 4.51 in 0.00 in a. BEAM DATA Center Right Span Length 10.5 ft 7 ft 10.5 ft _ 7 ft Unbraced Length-Top 0 ft 0 ft Unbraced Length-Bottom 10.5 ft 7 ft Live Load Duration Factor 1.15 Notch Depth 0.00 UNIFORM LOADS Center Right Uniform Live Load 0 plf 0 plf MATERIAL PROPERTIES Uniform Dead Load 0 plf 0 plf 24F-V4-Visually Graded Western Species Beam Self Weight 22 plf 22 plf Base Values Adjusted Total Uniform Load 22 plf 22 plf Bending Stress: Fb= 2400 psi Controlled by: POINT LOADS-CENTER SPAN Fb_cmpr= 1850 psi Fb'= 2760 psi Load Number One Two Cd=1.15 Live Load 14112 lb 2976 lb Shear Stress: Fv= 265 psi Fv'= 305 psi Dead Load 10000 lb 1195 lb Cd=1.15 Location 3.5 ft 10.5 ft Modulus of Elasticity: E= 1800 ksi E= 1800 ksi RIGHT SPAN Comp.-L to Grain: Fc- = 650 psi Fc--- = 650 psi Load Number One Controlling Moment: 48321 ft-lb Live Load 2000 lb 3.46 Ft from left support of span 2(Center Span) Dead Load 796 lb Created by combining all dead loads and live loads on span(s)2 Location 3 ft Controlling Shear: 13983 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: Req'd Provided Section Modulus: 210.09 in3 253.13 in3 Area(Shear): 68.83 in2 101.25 in2 Moment of Inertia(deflection): 483.97 in4 1898.44 in4 Moment: 48321 ft-lb 58219 ft-lb Shear: 13983 lb 20571 lb Project: x, r StruCalc 9.0 page Location: 12 Multi-Loaded Multi-Span Beam of [2015 International Building Code(2015 NDS)] 3.5 IN x 11.25 IN x 2.0 FT — #2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 10.0.1.6 1/29/2019 1:16:43 PM Section Adequate By: 8.1% F-34 Controlling Factor: Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.00 IN L/MAX Dead Load 0.00 in Total Load 0.00 IN L/MAX Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 REACTIONS A B Live Load 3750 lb 1250 lb Dead Load 1279 lb 432 lb Total Load 5029 lb 1682 lb 1 Bearing Length 2.30 in 0.77 in BEAM DATA Center Span Length 2 ft Unbraced Length-Top 0 ft 2n Unbraced Length-Bottom 2 ft Live Load Duration Factor 1.15 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 0 plf #2-Douglas-Fir-Larch(North) Uniform Dead Load 0 plf Base Values Adiusted Beam Self Weight 8 plf Bending Stress: Fb= 850 psi Fb'= 1075 psi Total Uniform Load 8 plf Cd=1.15 CF=1.10 POINT LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 207 psi Cd=1.15 Load Number One Modulus of Elasticity: E= 1600 ksi E= 1600 ksi Live Load 5000 lb Comp.1 to Grain: Fc-1= 625 psi Fc-1'= 625 psi Dead Load 1694 lb Location 0.5 ft Controlling Moment: 2513 ft-lb 0.5 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 5029 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: Req'd Provided Section Modulus: 28.05 in3 73.83 in3 Area(Shear): 36.44 in2 39.38 in2 Moment of Inertia(deflection): 6.33 in4 415.28 in4 Moment: 2513 ft-lb 6615 ft-lb Shear: 5029 lb 5434 lb ..StruCalc 9.0 page Prdject: Location: 13 of Multi-Loaded Multi-Span Beam -..�-f"" [2015 International Building Code(2015 NDS)] StruCalc Version 10.0.1.6 1/30/2019 3:14:15 PM 5.5 IN x 21.0 IN x 16.0 FT 24F-V4-Visually Graded Western Species-Dry Use F-34A Section Adequate By: 11.7% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.22 IN L/889 Dead Load 0.18 in Total Load 0.39 IN L/488 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 REACTIONS A B Live Load 7000 lb 5000 lb Dead Load 5517 lb 4202 lb Total Load 12517 lb 9202 lb Bearing Length 3.50 in 2.57 in TRI BEAM DATA Center Span Length 16 ft Unbraced Length-Top 0 ft A 16 ft B Unbraced Length-Bottom 16 ft Live Load Duration Factor 1.15 Camber Adj. Factor 1.5 UNIFORM LOADS Center Camber Required 0.27 Notch Depth 0.00 Uniform Live Load 0 plf Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 25 plf 24F-V4-Visually Graded Western Species Total Uniform Load 25 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Fb_cmpr= 1850 psi Fb'= 2663 psi Live Load 10000 lb Cd=1.15 Cv=0.96 Dead Load 8719 lb Shear Stress: Fv= 265 psi Fv'= 305 psi Location 7 ft Cd=1.15 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN Comp.l to Grain: Fc- = 650 psi Fc- = 650 psi Load Number One Left Live Load 200 plf Controlling Moment: 80309 ft-lb Left Dead Load 60 plf 7.04 Ft from left support of span 2(Center Span) Right Live Load 200 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 60 plf Controlling Shear: 12517 lb Load Start 0 ft At left support of span 2(Center Span) Load End 10 ft Created by combining all dead loads and live loads on span(s)2 Load Length 10 ft Comparisons with required sections: Req'd Provided Section Modulus: 361.91 in3 404.25 in3 Area(Shear): 61.61 in2 115.5 in2 Moment of Inertia(deflection): 1566.03 in4 4244.63 in4 Moment: 80309 ft-lb 89705 ft-lb Shear: 12517 lb 23466 lb Project: 0' StruCalc 9.0 page , Location:Cl Column of [2015 International Building Code(2015 NDS)] - 5.5 IN x 5.5IN x 8.0 FT #2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 10.0.1.6 1/30/2019 6:21:24 AM Section Adequate By: 15.3% F-35 VERTICAL REACTIONS LOADING DIAGRAM Live Load: Vert-LL-Rxn= 10000 lb Dead Load: Vert-DL-Rxn= 5241 lb Total Load: Vert-TL-Rxn= 15241 lb COLUMN DATA B Total Column Length: 8 ft Unbraced Length(X-Axis)Lx: 8 ft Unbraced Length(Y-Axis)Ly: 8 ft Column End Condition-K(e): 1 r ?'' Axial Load Duration Factor 1.00 0COLUMN PROPERTIES y� ff #2-Douglas-Fir-Larch(North) /04 Base Values Adiusted Compressive Stress: Fc= 700 psi Fc'= 595 psi ',', Cd=1.00 Cp=0.85 BendingStress(X-X Axis): Fbx= 725 � ) psi Fbx'= 725 psi y Cd=1.00 CF=1.00 8 ft Bending Stress(Y-Y Axis): Fby= 725 psi Fby'= 725 psi Cd=1.00 CF=1.00 :rrr Modulus of Elasticity: E= 1300 ksi E= 1300 ksi Column Section(X-X Axis): dx= 5.5 in ,, . Column Section(Y-Y Axis): d 5.5 in Area: A= 30.25 in2 Section Modulus(X-X Axis): Sx= 27.73 in3 co Section Modulus(Y-Y Axis): Sy= 27.73 in3 Slenderness Ratio: Lex/dx= 17.45 Ley/dy= 17.45 A Column Calculations(Controlling Case Only): Controlling Load Case:Axial Total Load Only(L+D) AXIAL LOADING Actual Compressive Stress: Fc= 504 psi Live Load: PL= 10000 lb Allowable Compressive Stress: Fc'= 595 psi Dead Load: PD= 5190 lb Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Column Self Weight: CSW= 51 lb Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-lb Total Axial Load: PT= 15241 lb Moment Due to Lateral Loads(X-X Axis): Mx= 0 ft-lb Moment Due to Lateral Loads(Y-Y Axis): My= 0 ft-lb Bending Stress Lateral Loads Only(X-X Axis): Fbx= 0 psi Allowable Bending Stress(X-X Axis): Fbx'= 725 psi Bending Stress Lateral Loads Only(Y-Y Axis):Fby= 0 psi Allowable Bending Stress(Y-Y Axis): Fby'= 725 psi Combined Stress Factor: CSF= 0.85 • Project: ik, 1; , page af— . Anne Anderson Location:C2 StruCalc 9.0 Column of [2015 International Building Code(2015 NDS)] 7.5 IN x 7.5IN x 9.0 FT #2-Hem-Fir-Dry Use StruCalc Version 10.0.1.6 1/30/2019 4:59:30 PM Section Adequate By:26.9% F-36 VERTICAL REACTIONS LOADING DIAGRAM Live Load: Vert-LL-Rxn= 12771 lb Dead Load: Vert-DL-Rxn= 7094 lb Total Load: Vert-TL-Rxn= 19865 lb COLUMN DATA Total Column Length: 9 ft B Unbraced Length(X-Axis)Lx: 9 ft Unbraced Length(Y-Axis)Ly: 9 ft Column End Condition-K(e): 1 Axial Load Duration Factor 1.15 COLUMN PROPERTIES #2-Hem-Fir Base Values Adjusted Compressive Stress: Fc= 575 psi Fc'= 483 psi j Cd=1.15 Cp=0.91 Ci=0.80 Bending Stress(X-X Axis): Fbx= 575 psi Fbx'= 529 psi jv Cd=1.15 CF=1.00 Ci=0.80 9ft Bending Stress(Y-Y Axis): Fby= 575 psi Fby'= 529 psi Cd=1.15 CF=1.00 Ci=0.80 Modulus of Elasticity: E= 1100 ksi E'= 1045 ksi Column Section(X-X Axis): dx= 7.5 in Column Section(Y-Y Axis): dy= 7.5 in Area: A= 56.25 in2 Section Modulus(X-X Axis): Sx= 70.31 in3 Section Modulus(Y-Y Axis): Sy= 70.31 in3 Slenderness Ratio: Lex/dx= 14.4 Ley/dy= 14.4 A Column Calculations(Controlling Case Only): Controlling Load Case:Axial Total Load Only(L+D) AXIAL LOADING Actual Compressive Stress: Fc= 353 psi Live Load: PL= 12771 lb Allowable Compressive Stress: Fc'= 483 psi Dead Load: PD= 7000 lb Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Column Self Weight: CSW= 94 lb Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-lb Total Axial Load: PT= 19865 lb Moment Due to Lateral Loads(X-X Axis): Mx= 0 ft-lb Moment Due to Lateral Loads(Y-Y Axis): My= 0 ft-lb Bending Stress Lateral Loads Only(X-X Axis): Fbx= 0 psi Allowable Bending Stress(X-X Axis): Fbx'= 529 psi Bending Stress Lateral Loads Only(Y-Y Axis): Fby= 0 psi Allowable Bending Stress(Y-Y Axis): Fby'= 529 psi Combined Stress Factor: CSF= 0.73 Project: '' i page — `- ,,,Anne Anderson Location:C3 v � ' StruCalc 9.0 Column of [2015 International Building Code(2015 NDS)] 5.5 IN x 7.5 IN x 9.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 1/30/2019 5:00:17 PM Section Adequate By:25.6% F-37 VERTICAL REACTIONS LOADING DIAGRAM Live Load: Vert-LL-Rxn= 12719 lb Dead Load: Vert-DL-Rxn= 6080 lb Total Load: Vert-TL-Rxn= 18799 lb COLUMN DATA Total Column Length: 9 ft B Unbraced Length(X-Axis)Lx: 9 ft Unbraced Length(Y-Axis)Ly: 9 ft j Column End Condition-K(e): 1 Axial Load Duration Factor 1.15 COLUMN PROPERTIES #2-Douglas-Fir-Larch Base Values Adjusted Compressive Stress: Fc= 700 psi Fc'= 612 psi { Cd=1.15 Cp=0.76 Bending Stress(X-X Axis): Fbx= 750 psi Fbx'= 863 psi Cd=1.15 CF=1.00 9 ft Bending Stress(Y-Y Axis): Fby= 750 psi Fby'= 863 psi Cd=1.15 CF=1.00 Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Column Section(X-X Axis): dx= 7.5 in Column Section(Y-Y Axis): dy= 5.5 in Area: A= 41.25 in2 Section Modulus(X-X Axis): Sx= 51.56 in3 Section Modulus(Y-Y Axis): Sy= 37.81 in3 Slenderness Ratio: Lex/dx= 14.4 Ley/dy= 19.64 A Column Calculations(Controlling Case Only): Controlling Load Case:Axial Total Load Only(L+D) AXIAL LOADING Actual Compressive Stress: Fc= 456 psi Live Load: PL= 12719 lb Allowable Compressive Stress: Fc'= 612 psi Dead Load: PD= 6000 lb Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Column Self Weight: CSW= 80 lb Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-lb Total Axial Load: PT= 18799 lb Moment Due to Lateral Loads(X-X Axis): Mx= 0 ft-lb Moment Due to Lateral Loads(Y-Y Axis): My= 0 ft-lb Bending Stress Lateral Loads Only(X-X Axis): Fbx= 0 psi Allowable Bending Stress(X-X Axis): Fbx'= 863 psi Bending Stress Lateral Loads Only(Y-Y Axis): Fby= 0 psi Allowable Bending Stress(Y-Y Axis): Fby'= 863 psi Combined Stress Factor: CSF= 0.74 • Project: page Anne Anderson vocation:C4 4 � StruCalc 9.0 Column of [2015 International Building Code(2015 NDS)] 5.5 x 7.5 x 9.0 FT Comb#1-DF-L3-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 1/30/2019 5:01:23 PM Section Adequate By:55.4% F-38 VERTICAL REACTIONS LOADING DIAGRAM Live Load: Vert-LL-Rxn= 16112 lb Dead Load: Vert-DL-Rxn= 8080 lb Total Load: Vert-TL-Rxn= 24192 lb COLUMN DATA Total Column Length: 9 ft B Unbraced Length(X-Axis)Lx: 9 ft Unbraced Length(Y-Axis)Ly: 9 ft Column End Condition-K(e): 1 Axial Load Duration Factor 1.15 COLUMN PROPERTIES Comb#1-DF-L3-Visually Graded Western Species Base Values Adjusted Compressive Stress: Fc= 1550 psi Fc'= 1315 psi 1 Cd=1.15 Cp=0.74 Bending Stress(X-X Axis): Fbx= 0 psi Fbx'= 1438 psi Cd=1.15 9ft /� Bending Stress(Y-Y Axis): Fby= 1000 psi Fby'= 1196 psi Cd=1.15 Cf=1.04 Modulus of Elasticity: E= 1500 ksi E'= 1500 ksi Column Section(X-X Axis): dx= 7.5 in Column Section(Y-Y Axis): dy= 5.5 in Area: A= 41.25 in2 Section Modulus(X-X Axis): Sx= 51.56 in3 Section Modulus(Y-Y Axis): Sy= 37.81 in3 Slenderness Ratio: Lex/dx= 14.4 if Ley/dy= 19.64 A Column Calculations(Controlling Case Only): Controlling Load Case:Axial Total Load Only(L+D) AXIAL LOADING Actual Compressive Stress: Fc= 586 psi Live Load: PL= 16112 lb Allowable Compressive Stress: Fc'= 1315 psi Dead Load: PD= 8000 lb Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Column Self Weight: CSW= 80 lb Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-lb Total Axial Load: PT= 24192 lb Moment Due to Lateral Loads(X-X Axis): Mx= 0 ft-lb Moment Due to Lateral Loads(Y-Y Axis): My= 0 ft-lb Bending Stress Lateral Loads Only(X-X Axis): Fbx= 0 psi Allowable Bending Stress(X-X Axis): Fbx'= 1438 psi Bending Stress Lateral Loads Only(Y-Y Axis): Fby= 0 psi Allowable Bending Stress(Y-Y Axis): Fby'= 1196 psi Combined Stress Factor: CSF= 0.45 1 t G PROJECT: PLH - 2305 1110 structural engineering DATE: 1/28/2019lammevarap BY: AMA JOB NO: 19045 SHEET: F-39 wv -. FRAMING FOUNDATION LOADS �) -ti P / OPTION 1 __ ��� �p�ti > :jai .! . / I I, „wdi OPTION 2 \p� iiia \O' ,J,Ir, �g 32X32X-12 32X32X12 �,L�g � p0 t�`�g5 28X28X12 Q 0 0 0 0 q) T .„ $F 2 0 0 Ikr 36X36X12 AL l' OPT. 3CAR hill ��kw ••b(2- , 1 Ng �� 28X28X12 �28X28X12 �28X28X12 t ® TYP 42X42X12 38X38X12 @2CAR ©E 15\�E .516p -l,�0,6 I 41. 36X36 X12 --� N`3� -V 48X48X12 _G'TYP 24X24X12 6 30X30X12 )2)-. p@E `379Q 5CP 1 @3CAR 28X28X12 24X24X12 t GREEN MOUNTAIN ' ' 305 PROJECT: structural engineering DATE: 1/2$/2019 {BY AMA JOB NO: 19045 F-40 SHEET: FRAMING Foundation Design Soil Bearing Pressure SBP:= 1500•psf (assummed) continuous foundation footing 15 inches wide with a 6 inch stem that is 18 inches tall. total engaged area Allowed Load A:= (18-in + 6-in + 18•in)•15•in A=4.4ft2 I Allowed Load SBP•A= 6562.5 lb Affill in. Individual Footings: Size Area Capacity 18" diameter A:= 9-in•9-in•3.14 all := 1500•psf•A Pall = 2649.4 lb 24" diameter A:= 12•in•12•in•3.14 Pall := 1500•psf•A Pall = 4710 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 30"x30" A:= 30•in•30•in Pail := 1500•psf•A Pall = 9375 lb 32"x32" A:= 32•in•32•in Pall 1500•psf•A Pall = 10666.7 lb 36"x36" A:= 36•in•36•in Pall := 1500•psf•A Pall = 13500 lb 42"x42" A:= 42•in•42•in Pall 1500•psf•A pall = 18375lb 48"x48" A:= 48•in•48•in fall 1500•psf•A fall = 24000 lb Continuous Footings: 12 inch wide: Capacity 1500 psf X 12 inches= 1500 plf 16 inch wide: Capacity 1500 psf X 16 inches =2000 plf A