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Specifications (49) 000ci L) RECEIVED GREEN MOUNThIN DEC 13201% 1%11, structural engineering CITY OTI A D BUMMING DIVISION Lateral Analysis For Riverside Homes — Plan 2885 Elevation A Progress Landing Lot 8 12014 SW Redberry Court Tigard, OR Dec 6, 2017 PROF 4-45' ROF4S ,�G NE. di,di0 4�, 49 8PE y ar r OREGON 00 • ( , q 2 Expires:�,2• . Job No:17485 * * ' LIMITATIONS * * • ENGINEER WAS RETAINED IN A LIMITED CAPACITY FOR THIS PROJECT. DESIGN IS BASED UPON INFORMATION PROVIDED BY THE CLIENT, WHO IS SOLELY RESPONSIBLE FOR ACCURACY OF SAME. NO RESPONSIBILITY AND/OR LIABILITY IS ASSUMED BY,OR IS TO BE ASSIGNED TO THE ENGINEER FOR ITEMS BEYOND THAT SHOWN ON THESE SHEETS. Table of Contents Design Criteria Lateral Analysis L-1 — L- 15 greenmountainse.com-info@greenmountainse.com-4857 NW Lake Rd.,Suite 260,Camas,WA 98607 GREEN MOUNTRIN structural engineering STRUCTURAL DESIGN CRITERIA Governing Code: 2012 International Residential Code (IRC) 2012 International Building Code (IBC) Dead Load: A. Roof 15 psf B. Floor ...10 psf C. Exterior walls .10 psf D. Interior walls with gypboard each side 5 psf Snow Load: A. Uniformly distributed snow load ..25 psf Floor Live Load:. 40 psf Wind Load:based on ASCE 7-10 CH27 MWFRS Directional Procedure A. 3 Second Gust Wind Speed V=126 mph B. Importance Factor .. 1=1.0 C. Exposure B D. Topographical Factor ..Kzt=1.0 E. Wind Directional Factor Kd=0.85 F. Structure classified as enclosed 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 sec.period S1=0.34 C. Ductility Factor ...R=6.5 D. Seismic Design Category D Foundation Soil Properties: A. Undisturbed sandy silt per IBC 20012 Table 1806.2....Soil Class#5 B. Maximum vertical bearing pressure 1500 psf Concrete: A. 28 days design strength F'c 3000 psi B. Reinforcing bars ASTM A615, Grade 60 II GREEN MOUNTIAIN PROJECT: Riverside - 2885 structural engineering DATE: 12/4/2017 BY: CM JOB NO: 17485 SHEET: L-1 LATERAL SEISMIC DESIGN BASED ON ASCE-7-10 1617.5 Simplified analysis procedure for seismic design of buildings l.2-SDS SEISMIC BASE SHEAR V:= R W (EQ.12.14-11 with F=12) Ss mapped spectral acceleration for Ss:= 1.00 short periods(Sea 11.4.1) from USGS web site Ss mapped spectral acceleration for S1:= 0.34 1 second period(Sec.11.4.1) Fa Site coefficient(Table 11.41) Fa'— 1'1 Based on Soil F„ Site coefficient(Table 11.4-2) F�:= 1.8 Site Class D SMS:= Fa•Ss SMs= 1.1 (Eq.11.4-1) SMI:= F„-SI SMI= 0.61 (Eq.11.4-2) 11.4.43 Design spectrum response acceleration parameters 2 SDS:= 3•SMs Sas= 0.73 > 050g SEISMIC 2 CATEGORY SDI:= 3•SMI SDI= 0.41 > 0.20g D per Table 11.6-1 1.2•Sps WOOD SHEAR PANELS V:= W R:= 6.5 Table 9.52.2 R 1.2.0.73 V:= 6.5 •W V:= 0.135•W 12.4 Seismic Load Combinations E:= 1.3.Y (E 9.12.4-3 with redundancy factor=13 per 12.3.42) WSD:= 0.7•E 0.7.1.3.0.135•W 0.123•W WOOD SHEAR PANELS II GREEN MOUNTVIIN PROJECT: Riverside - 2885 Mlir structural engineering DATE: 12/4/2017 BY: CM JOB NO: 17485 SHEET: L-2 LATERAL SIMPLIFIED WIND AND SEISMIC COMPARISON WIND /i. -4 11 — 7.4 ps f psf Wind ease Shear Length L:= 52•ft Height Ht:= 24•ft WIND:= L•Ht•(11•psf+ 7.4•psi) SEISMIC WIND= 22963.2Ib Fr Wroof F2 — Wfioor Seismic Wwal I ease Shear Aroof:= 52•ft•40•ft Aroof= 2080ft2 Afloor 43•ft•40•ft Afloor= 1720ft2 Wwalls 4•52•ft•20•ft Wwalls=4160ft2 SEISMIC:_ (Aroof•15•psf+ Afloor•151psf+ Wwalls•10•psf)•0.123 SEISMIC= 12127.8 lb WIND GOVERNS DESIGN II GREEN MOUNThIN PROJECT Riverside - 2885 %IP structural engineering DATE: 12/4/2017BY: CM JOB NO: 17485 SHEET: L-3 LATE RAL WIND DESIGN IS BASED ON ASCE 7-10 CH 27 MWFRS DIRECTIONAL PROCEDURE VELOCITY PRESSURE qz:= .00256•IC,•Kzt•Kd•V2•I (Eq.6-15) EXPOSURE B WIND SPEED(3 second gust) Vas:= 126 mph IMPORTANCE FACTOR I:= 1.0 TOPOGRAPHICAL FACTOR Kort:= 1.0 WIND DIRECTIONAL FACTOR Kd:= 0.85 (Table 6-4) EXPOSURE COEFFICIENT 0'-15' KZ:= 0.57 qz:= .00256•Kz•K •Kd•V3s2•I qz= 19.69 (varies freight) 15'-20' Kz:= 0.62 qz:= .00256•Kz•Kzt•Kd•V3,2•I qz= 21.42 20'-25' Kz:= 0.66 qz:= .00256•Kz•Krt.Kd•V3s2•I qz= 22.8 26-30' K2:= 0.70 qz:= .00256•Kz•Kzt•Kd•V3s2•I qz= 24.18 II GREEN MOUNTMIN PROJECT: Riverside - 2885 structural engineering DATE: 12/4/2017 BY: CM JOB NO: 17485 SHEET: L-4 LATERAL WIND DESIGN IS BASED ON ASCE 7-10 CH 27 MWFRS DIRECTIONAL PROCEDURE cont. WIND PRESSURE P:= q •G•CP G:= 0.85 Gust factor CP pressure coefficient AT WALLS For Working Stress Design Multiply WIND PRESSURE by 0.6 per IBC 1605.3.1 0'-15' WINDWARD PW:= 12.4•psf•0.85.0.8 P„,=8.43 psf LEEWARD PL:= 12.4•psf•0.85.0.5 PL= 5.27 psf 15'-20' WINDWARD Pw:= 13.49.psf•0.85.0.8 P,,„=9.17 psf LEEWARD PL:= 13.49•psf•0.85.0.5 PL= 5.73 psf 20' 25 WINDWARD PH,:= 14.36•psf•0.85.0.8 PW=9.76 psf LEEWARD PL:= 14.36.psf•0.85.0.5 PL= 6.1 psf AT ROOF 0'-15' WINDWARD Pb„,:= 12.4•psf•0.85.0.3 PW= 3.16 psf LEEWARD PL:= 12.4•psf•0.85.0.6 PL= 6.32 psf 151-20' WINDWARD PW:= 13.49-psf•0.85.0.3 PN,= 3.44 psf LEEWARD PL:= 13.49•psf•0.85.0.6 PL = 6.88psf 20'- ' WINDWARD P,,,:= 14.36•psf•0.85.0.3 P,w= 3.66 psf LEEWARD PL:= 14.36.psf•0.85.0.6 PL= 7.32 psf 25'-30' WINDWARD Pr,:= 15.23•psf•0.85.0.3 PN,= 3.88 psf LEEWARD PL:= 15.23•psf•0.85.0.6 PL= 7.77 psf II GREEN MOUNThIIN PROJECT. Riverside - 2885 tor structural engineering DATE: 12/4/2017 BY: CM Joe No: 17485 SHEET: L-5 LATERAL WIND DESIGN IS BASED ON ASCE 7-10 CH 27 MWFRS DIRECTIONAL PROCEDURE cont. 44 6 88 Assume Cp-0.5 psf pg A := 35 8 f 9.17 psf11111111111111111111 6.1 psf Mean Roof Height 18+ 22 = 20 2 Loads at Roof roof-ave Windward 3.44.psf.5.5.ft=18.92 plf Leeward 6.88•psf.5.5•ft= 37.84 pIf Wall loads at upper level at main level Windward 8.43psf•4.ft= 33.72 plf 8.43•psf.8.5.ft= 71.66 plf Leeward 5.73•psf.4.ft= 22.92pIf 5.73.psf.8.5.ft=48.71 plf II Wt1417 ta4VS Roof A 044,,,9,) 6 1 r R n + I L-6 1 1 1 1 1 11411 IJ 1iI 1 1 11 c riiins r--- . ... ........ .J i ....44""• PRE. UFO. 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(EGRESS) (EGRESS) 0IG. I air4" 4104d 114 la 11 St Hi ill Ill M H ill NMI a Irl .s.. I 1 ctredb , ....._.r:-\.....: 1' ago o j 3�vavo — 0 h 1 71M 1 b1 0: cil IICIP 11 111 11II �, • I l l lei II II .a i ---- 1---- - wool li C3 . , I I� 11 n N-3"717--HO '� i 1 1....„) �rCZ) __ __�n ,<�__ , - II I 1±du\\I I a r L II �` II _ X Iwo C =d moa woos tv3ao woos 0NINI4 i—.....4 , I - 1. 1==iNaillilaBlINK IQISvZ < ... 3 owl 9-1 o1 ,o r- '7 wC1 idril GREEN MOUNTMIN PROJECT Riverside - 2885 structural engineering DATE: 12/4/2017 BY: CM Joe no: 17485 SHEET: L-9 LATERAL SHEAR WALL DESIGN Pdl Pdl 4). Wdl I p (� P:= wind V:= seismic h R=Holdown V Force Based on 2012 IBC Basic Load Combinations 1605.31 0.6D+W (Equation 16-11) 0.6•D+ 0.7•E (Equation 16-12) Overturning Moment: Mot:= P•h L2 Resisting Moment: Mr:= 0.6- Wdi + WWali) { + 0.6 Po•L Mot— Mr Hoidown Force R L • „ GREEN MOUNTIAIN PROJECT: Riverside - 2885 low structural engineering DATE: 12/4/2017 BY: CM JOB NO: 17485 SHEET: L-10 LATE RAL Left Elevation Exterior Walls Second Level Wind Force P:= 2260.1b P= 22601b Length of wall L:= 5•ft+4•ft+ 19•ft L= 28ft P Shear v:= L v= 80.71 plf A 5 Overturning M0:= P•8•ft28 Mot= 3228.57lb•ft Moment (5-ft)2 Resisting Mr:= 0.6•(15•psf•2-ft+10•psf•8•ft)• 2 + 0.6.600•Ib•5•ft Moment Mr= 2625Ib•ft Mot— M� Holdown =120.71 lb Force 5ft Main Level Wind Force P:= 4660.1b P=4660 lb Length of wall L:= 14•ft+ 10•ft+ 8•ft L= 32ft P Shear v:= — v=145.63plf S 8 Overturning Mot:= P•9•ft•32 Mot=10485lb•ft Moment (8•ft)2 Resisting Mr:= 0.6.(15•psf•2•ft+ 10•psf•17•ft)• 2 + 0.6.800•Ib.8•ft Moment Mr= 7680lb•ft Mot— Mr Holdown = 350.63 lb 8•ft Force pg GREEN MOUNTnIN PROJECT: Riverside - 2885 DATE: 12/4/2017 ev: CM structural engineering . .Joe no: 17485 SHEET: L-11 LATERAL Front Elevation Exterior Walls Second Level Wind Force P:= 2373.1b P= 2373 lb Length of wall L:= 3.5•ft+ 3•ft+ 3.3-ft+ 3.5•ft L= 13.5ft P Shear v:= — v=175.78plf B 3.5 Overturning Mot:= P•8•ft•— Mot= 4921.781b•ft Moment 13.5 (3.5•ft)2 Resisting Mr:= 0.6•(15•psf•4.ft+ 10•psf•8•ft)• 2 + 0.6.600•lb•3.5•ft Moment Mr=1774.5lb•ft Mot— Mr Holdown = 899.22 lb Force 3.5 ft MSTC48B3 Main Level Wind Force P:= 2988•Ib P= 29881b Length of wall L:= 2.25•ft+ 2.25•ft+1.5•ft+1.5-ft L= 7.5ft 2.25.3.5= 7.88 P Shear Wind v:= — v= 398.4 plf D 2.25 Overturning Mot:= P•7.88•ft• 7—5 Mot= 7063.631b•ft Moment (2.25•ft)2 Resisting Mr:= 0.6.(15.psf•4•ft+10•psf•8•ft)• 2 + 0.6.800•Ib•2.25•ft Moment M Holdown of Mr = 2564.89l6 Mr=1292.631b•ft Force 2.25•ft HTTS GREEN MOUNTS IN PROJECT: Riverside - 2885 structural engineering DATE: 12/4/2017 BY: CM JOB NO: 17485 SHEET: L-12 LATERAL Right Elevation Exterior Walls Second Level Wind Force P:= 2260•Ib P= 2260 lb Length of wall L:= 8•ft+ 5•ft+ 4-ft L=17ft P Shear v:= — v=132.94plf A 4 OverturningMot:= P•8-ft-- Mot= 4254.12lb-ft Moment (4.ft)2 Resisting Mr:= 0.6•(15•psf•2•ft+10•psf.8•ft) 2 + 0.6.600•lb•4•ft Moment Mr=1968lb•ft Mot— M� Holdown = 571.531b Force Oft Ma/n Level Wind Force P:= 4660-lb P=46601b Length of wall L:= 15•ft+ 8-ft+ 3•ft L= 26ft P Shear v:= L v= 179.23plf 8 Overturning Mot:= P•9•ft.26 Mot= 12904.621b•ft Moment (8•ft)2 Resisting Mr:= 0.6 (15.psf•2•ft+10.psf•17•ft) 2 + 0.6.800•Ib 8•ft Moment Mr= 7680lb•ft Mot— M� Holdown = 653.08 lb Force 8ft GREEN MOUNTFIIN PROJECT: Riverside — 2885 structural engineering DATE: 12/4/2017 BY: CM Joe No: 17485 SHEET: L-13 LATE RAL Rear Elevation Exterior Walls Second Level Wind Force P:= 2373.lb P= 2373 lb Length of wall L:= 7.5•ft+ 11•ft+4.ft L= 22.5ft P Shear v:= L v=105.47p1f A 7.5 Overturning Mot:= P•8•ft•— Mot= 6328lb•ft Moment 225 (7.5•ft)2 Resisting Mr:= 0.6 (15•psf•2•ft+ 10.psf•12.ft)• 2 + 0.6.600•lb•7.5-ft Moment Mr= 5231.25lb•ft Mat— Mr Holdown =146.23 lb Force 7.5-ft Main Level Wind Force P:= 3813•Ib P= 3813 Ib Length of wall L:= 6•ft+ 7•ft+ 4•ft L=17ft P Shear Wind v:= — v= 224.29p1f S 4 Overturning Mot:= P•9 ft 17 Mot= 8074.59lb•ft Moment (4,ft)2 Resisting Mr:= 0.6 (15•psf 4.ft+10•psf•8•ft)• 2 + 0.6.800•Ib•4•ft Moment Mot— Mr Mr= 25921b-ft Holdown =1370.65 lb Force 4-ft HTT5 GREEN MOUNTAIN PROJECT: Riverside - 2885 structural engineering DATE: 12/4/2017 BY: CM JOB NO: 17485 SHEET: L-14 LATE RAL Interior Shear Walls at back of Garage Main Level Wind Force P:= 4069.1b P=4069 lb Length of wall L:= 18•ft L= 18ft P Shear Wind v:= - v= 226.06plf Overturning Mot:= P•9.ft Ma= 366211b•ft Moment (18•ft)2 Resisting Mr:= 0.6 (10 psf•12•ft+10.psf•9•ft)• 2 + 0.6.1200•Ib•18•ft Moment Mat— Mr Mr= 33372Ib-ft Holdown = 180.5 lb Force 18ft II ry GREEN MOUNTIIIN PROJECT: Riverside - 2885 structural engineering DATE: 12/4/2017 BY: CM JOB NO: 17485 SHEET: L-15 LATERAL WIND ON PORCH ROOF 126 MPH,EXP B w:= 6•ft.(4.43.psf+ 8.86•psf) w= 79.7 plf 1] �� II II II I c � * II v II L■1 tl 11111111M111■ DESIGN ROOF TO CANTILEVER FROM HOUSE L:= 10-ft D:= 11.ft w•L2 M:= 2 M= 3987Ibft support beam on post in wall at house with M Simpson HUCQ-SDS C:= — T:= C C= 398.7lb 12 SDS 1/4x21/4 screws(min)x172 lbs=2064 in combined withdraw w.L Nail top and bottom chord of first truss to wall with v:= p v= 72.49 plf (2)16d nails at 16"o.c.(web to studs) L r (K: \ 91Yl '2,.V [f� �. r;w GI PLAN 2885 BeamChek v2016 licensed to: GRAND FIREPLACE HEADER -$KSloiN AT POINT COAD Date:3/02/18 Selection 5-118x 12 GLB 24F-V4 DF/DF Lu=0.0 Ft Conditions NDS 2015 Min Bearing Area R1=14.4 in2 R2=7.3 in2 (1.5)DL Defl= 0.02 in Recom Camber=0.03 in fa& Beam Span 3.5 ft Reaction 1 LL 413# Reaction 2 LL 744# Beam Wt per ft 14.94# Reaction 1 TL 9330# Reaction 2 TL 4773# Bm Wt Included 52# Maximum V 9330# Max Moment 9303 W Max V(Reduced) 9315# TL Max Defl L/240 TL Actual Defl L/>1000 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section(in') Shear(in') TL Defl(in) LL Defl Actual 123.00 61.50 0.02 <0.01 Critical 46.52 58.22 0.18 0.12 Status OK OK OK OK Ratio 38% 95% 11% 1% Fb(psi) Fv(psi) E(psi x mil) Fcl(psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2400 240 1.8 650 Adjustment Cv Volume 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Point TL Distance Par Unif LL Par Unif TL Start End B=12000 1.0 463 H=820 1.0 3.5 H Pt loads)\ tEl R1 =9330 R2=4773 SPAN=3.5 FT Uniform and partial uniform loads are lbs per lineal ft. PLAN 2885 BeamChek v2016 licensed GRAND FIREPLACE HEADER ' Serr/ON AT Pheeftkjce' Date:3/02/18 Selection 5-1/8x 12 GLB 24F-V4 DF/DF Lu=0.0 Ft Conditions NDS 2015 Min Bearing Area R1=0.7 int R2=0.7 int (1.5)DL Defl= <0.01 inRecom Camber=<0.01 in. Data Beam Span 5.0 ft Beam Wt per ft 14.94# Reaction 1 TL 487# Reaction 2 TL 487# Bm Wt Included 75# Maximum V 487# Max Moment 609 W Max V(Reduced) 292# TL Max Defl L/240 TL Actual Defl L/>1000 Attributes Section(in3) Shear(in2) TL Defl(in) Actual 123.00 61.50 0.00 Critical 3.05 1.83 0.25 Status OK OK OK Ratio 2% 3% 1% Fb(psi) Fv(psi) E(psi x mil) Fc..1._(psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2400 240 1.8 650 Adjustments Cv Volume 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform TL: 180 =A Uniform Load A R1 =487 R2=487 SPAN=5 FT Uniform and partial uniform loads are lbs per lineal ft. PLAN 2885 BeamChek v2016 licensed to: GRAND FP CRAWLSPACE Date:3/02/18 Selection (3)2x 10 DF-L#2 Lu=0.0 Ft Conditions NDS 2015 Min Bearing Area R1=2.2 in2 R2=2.2 in2 (1.5)DL Defl= 0.07 in it Beam Span 11.5 ft Reaction 1 LL 1035# Reaction 2 LL 1035# Beam Wt per ft 10.11 # Reaction 1 TL 1352# Reaction 2 TL 1352# Bm Wt Included 116# Maximum V 1352# Max Moment 3887'# Max V(Reduced) 1171 # TL Max Defl L/240 TL Actual Defl L/635 LL Max Defl L 1360 LL Actual Defl L/927 Attributes Section(in') Shear(in?) TL Defl(in) LL Defl Actual 64.17 41.63 0.22 0.15 Critical 47.11 9.76 0.58 0.38 Status OK OK OK OK Ratio 73% 23% 38% 39% Fb(psi) Fv(psi) E(psi x mil) Fc (psi) Values Reference Values 900 180 1.6 625 Adjusted Values 990 180 1.6 625 Adjustments CF Size Factor 1.100 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Load Uniform LL: 180 Uniform TL: 225 =A • Uniform Load A •)\, R1 =1352 R2=1352 SPAN=11.5 FT Uniform and partial uniform loads are lbs per lineal ft.