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Specifications MSTZ0t%-Oo249 4954 SW B -Voif RECEIVED GREEN MOUNTMIN JUN 132019 CITY OF TIGARD 11111, structural engineering BUILDING DIVISION STRUCTURAL CALCULATIONS Plan 2885 Elderberry Ridge, Lot 4 Tigard, Oregon Contractor: Riverside Homes FTR OP , „1/440 N w 49 78PE , r OREGON MU � ;EXPIRES 12' �' 442.0 Project Number: 17485 May 20, 2019 Index Structural Information Lateral Analysis L-1 thru L-15 1111 greenmountainse.com-infoLdfgreenmountainse corn-4857 HW Lake Rd.,Suite 260.Camas,WA 98607 GREEN MOUNThIN 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. 2. 3. 4. 5. 6. 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 Live load: A. Floor 40 psf B. Decks&Balconies 60 psf Snow load: A. Uniformly distributed snow load on roof 25 psf Wind load based on ASCE 7-10 CH 27 MWFRS Directional Procedure: A. 3 Second Gust Wind Speed V=126 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 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 Foundation Soil Properties: A. Undisturbed sandy silt per IBC 2015 Table 1806.2 Soil Class#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 PIIB. Reinforcing bars ASTM A615,Grade 60 greenmountainse.com-info©greenmountainse.com-4857 NW Lake Rd.,Suite 260,Camas,WA 98607 GREEN MOUNTVIIN PROJECT: Riverside - 2885 4016# 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 1.2 SEISMIC BASE SHEAR V :_ •W (EQ.12.14-11 with F=12) R S 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) Site coefficient(Table 11.4-1) Fa'— 1'1 Based on Soil F„ Site coefficient(Table 11.4-2) F�:— 1 B Site Class D SMS:= Fa•Ss S t ',"i (Eq.11.4-1) SMI:= F„•Si (Eq.11.4-2) 11.4.43 Design spectrum response acceleration parameters 2 SDs:= 3•SMS SDs= 0.73 > 'i. ;Og SEISMIC 2 CATEGORY SDI:= 3'SMi SDI = 0.41 > i) ?():., D per Table 11.6-1 WOOD SHEAR PANELS 1.2 SDs R:= 6.5 Table 9.52.2 V : •W 1.2 0.73 V := 6.5 V := 0.135•W 12.4 Seismic Load Combinations E:= 1.3•V (E q.12,4-3 with redundancy factor=13 per 12.3.42) WS():= 0.7•E 0.7.1.3.0.135.W 0.123•W WOOD SHEAR PANELS GREEN MOUNThIM PROJECT: Riverside - 2885 structural engineering DATE: 12/4/2017 BY: CM JOB NO: 17485 SHEET: L-2 LATERAL SIMPLIFIED WIND AND SEISMIC COMPARISON WIND 11 -4 IIII -- 7.4 psfIII psf Wind ease Shear alli Length L:= 52-ft Height Fit:= 24•ft WIND:= L•Ht•(11•psf+ 7.4 psf) SEISMIC WIND= 22963.2 lb Fr .3 Wroof F2 -1 — Wfloor — Seismic Wwal I ease Shear Aroof:= 52•ft•40•ft Aroof= 2080ft2 Afloor:= 43•ft•40•ft Afloor= 1720ft2 Wwaiis 4.52•ft•20•ft Wwaiis= 4160ft2 SEISMIC:_ (Aroof 15.psf + Afloor•15•psf + Wwalls•10•psf)•0.123 SEISMIC= 12127.8 lb WIND GOVERNS DESIGN h GREEN MOUNTIAIN PROJECT: Riverside - 2885 IOW structural engineering DATE: 12/4/2017 BY: CM JOB NO: 17485 SHEET: L-3 LATERAL WIND DESIGN IS BASED ON ASCE 7-10 CH 27 MWFRS DIRECTIONAL PROCEDURE VELOCITY PRESSURE qz:= .00256•KZ•KZt•Kd.V2.I (Eq.6-15) EXPOSURE B WIND SPEED(3 second gust) Vas:= 126 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•V3s2•I qz= 19.69 (varies/height) 15'-20' KZ:= 0.62 qz:= .00256•KZ•KZt•Kd•V3s2•I qz= 21.42 KZ:= 0.66 qz:= .00256•KZ•KZt•Kd'V3s2•I qZ= 22.8 25'-30' K,:= 0.70 qz:= .00256•KZ•KZt•Kd•V3s2•I qZ= 24.18 11 GREEN MOUNTPIIN PROJECT: Riverside 2885 structural engineering DATE: 12/4/2017 BY: CM JOB NO: 17485 SHEET: L-4 LATE RAL WIND DESIGN IS BASEDON ASCE 7-10 CH 27 MWFRS DIRECTIONAL PROCEDURE cont. WIND PRESSURE F y, 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 P := 12.4.psf•0.85.0.8 P = 8.43 psf LEEWARD P�:= 12.4•psf•0.85.0.5 P� = 5.27 psf 15-20' WINDWARD P := 13.49.psf•0.85.0.8PW= 9.17 psf LEEWARD PL:= 13.49 psf 0.85 0.5 PL = 5.73 psf 2a-25' WINDWARD P := 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 PW:= 12.4•psf•0.85.0.3 P = 3.16 psf LEEWARD PL := 12.4•psf•0.85.0.6 PL = 6.32 psf 15-20' WINDWARD P := 13.49•psf•0.85.0.3 P = 3.44 psf LEEWARD Pt_ := 13.49•psf•0.85.0.6 PL = 6.88 psf 2a-25' WINDWARD P := 14.36 psf 0.85 0.3 P = 3.66 psf LEEWARD PL:= 14.36•psf•0.85.0.6 P[ = 7.32 psf 25-30' WINDWARD PW:= 15.23•psf•0.85.0.3 PW= 3.88 psf LEEWARD := 15.23•psf-0.85.0.6 PL= 7.77 psf 11 GREEN MOUNTAIN PROJECT: Riverside - 2885 Ile structural engineering DATE: 12/4/2017 BY: CM JOB NO: 17485 SHEET: L-5 LATE RAL WIND DESIGN IS BASED ON ASCE 7-10 CH 27 MWFRS DIRECTIONAL PROCEDURE cont. ,(,( /'`8 Assume Cp-O.3 psf sf 11114‘ Cp--0.6 9.17 psf 6.1 psf Mean Roof Height 18+ 22 = 20 2 Loads at Roof roof-ave Windward 3.44•psf 5.5•ft= 18.92plf Leeward 6.88•psf 6.5•ft= 37.84 plf Wall loads at upper level at main level Windward 8.43psf•4•ft= 33.72pIf 8.43.psf•8.5•ft= 71.66 plf Leeward 5.73-psf•4•ft= 22.92plf 5.73•psf•8.5•ft= 48.71plf 11 Wh.ttos Roof A ...) 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Y TRUSSES HEEL 0/24-6 GLC. HEEL, RAISED , 1 I �.� 8 C t 0,.... 511ALt. &W. -trk, L-7 4 _} P&S I r . - I I Ill 1 1 III 1 I III I I mASTIM T MASTER 11) BEDROOM BEDROOM 4. TWO O IN 111 III _..._,S c•si © Li' III • 111 Ql, I 'I ClPWS r-a�TM � �; 111111 �� II"Ili I1 01-1 LA - (UNDRY� 1410111111. v e*- 1 .1 r-i_! PWS I 1 PICS ^y a\J/ \\)---J--- \„:7 PdiS I ) 1......„) LOFT a a !BEDROOM BEDROOM THREE FOUR M I I irk Fir 11 41) ( '''' , , 111 1 6046 XO SLDR. 6044 XO SLEW. 2030 8030 PIC. (EGRESS) (EGRESS) W0. t N L ,tit0�y )14147 1,0kPS @ t4 Val gt. 01 L-8 "1 L- •o110 4...„....„.............„.....,.... _�i L i�16 --kr--- _. , ____., , __,-, L k . I II DINING ROOM GREAT ROOM POCKET I==_ i OFFICEII ws II I TYPICAL I I r---, p r DETAIL I 11 DETAIL II 1 I II I_I _- __ � • r L_" 1 C23 L II 1 III I) KITCHEN io.•••"'"."I "'-T 11htucotooto 1----17—8.4 I it IIf I 111 U I I I I I I !I / 4(49 II, iv Qt TYPIC► WALL DETAIL 611 � II GARAGE 1 I W.I.C. O p FOYER II! 9 r 1 ilk I ----s..\\\I__J7 __ IT_ //__ DEN a Ii !W I! . ti 1 eR)t I 1 'M. a u 11,116 II 111, moms* ), I r t NI GREEN MOUNTMIIN PROJECT: Riverside - 2885 structural engineering DATE: 12/4/2017 BY: CM JOB NO: 17485 SHEET: L-9 LATERAL SHEAR WALL DESIGN Pdl Pdl Wdl 4, I -- p 00 P:= wind V:= seismic h R=Hol down Force Based on 2012 IBC Basic Load Combinations 1605.3.1 sv w (Equation 16-11) F (Equation 16-12) Overturning Moment: Mot:= P•h L2 Resisting Moment: Mr:= 0.6 (Wdi + Wwait)'(2 + 0.6•Pdi•L Mot- Mr Holdown Force R:= L GREEN MOUMThIIM PROJECT: Riverside - 2885 Ile structural engineering DATE: 12/4/2017 BY: CM JOB NO: 17485 SHEET: L-10 LATERAL Left Elevation Exterior Walls Second Level Wind Force P:= 2260•lb P= 2260 lb Length of wall L:= 5•ft+4•ft+ 19•ft L= 28ft P Shear v:= - v= 80.71 plf A 5 Overturning Mot:= P•8•ft•28 Mot= 3228.57Ib•ft Moment (5.ft)2 Resisting Mr:= 0.6•(15•psf•2•ft+ 10•psf-8•ft)• 2 + 0.6-600-lb-5-ft Moment Mr = 2625 lb-ft Mot- Mr Holdown = 120.71 lb Force 5-ft Main Level Wind Force P:= 4660•lb P= 4660 lb Length of wall L:= 14•ft+ 10•ft+ 8•ft L= 32ft P Shear v:= L v= 145.63plf B 8 Overturning Mot:= P-9•ft•32 Mot= 10485 Ib-ft Moment (8 ft)2 Resisting Mr:= 0.6•(15-psf•2•ft+ 10 psf•17•ft) 2 + 0.6-800-1b-8-ft Moment Mr = 7680 lb•ft Mot- Mr Holdown = 350.63 lb Force 8•ft IA GREEN MOUNTVIIN PROJECT: Riverside - 2885 1.10 structural engineering DATE: 12/4/2017 BY: CM JOB NO: 17485 SHEET: L-1 LATE RAL Front Elevation Exterior Walls Second Level Wind Force P:= 2373•Ib F'=2373 lb Length of wall L:= 3.5•ft+ 3•ft+ 3.5•ft+ 3.5•ft L= 13.5ft P Shear v:= — v= 175.78pIf 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+ 10psf•8ft)• 2 + 0.6600•Ib3.5ft Moment Mr = 1774.5 lb-ft Mot Mr Holdown = 899.22 lb Force ' .ft MSTC48S3 Main Level Wind Force P:= 2988 lb P= 2988 lb 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 F' Shear Wind v:= — v= 398.4pIf D 2.25 Overturning Mot:= P•7.88-ft• 75 Mot= 7063.63lb.ft Moment (2.25•ft)2 Resisting Mr:= 0.6•(15•psf•4•ft+ 10•psf•84'0• 2 + 0.6.800•lb•2.25•ft Moment Holdown Mot— Mr Mr = 1292.63lb•ft = 2564.89 lb Force 2.25•ft HITS GREEN M0UNThIN PROJECT: Riverside - 2885 1le 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:= aft+ 5.ft+ 4•ft L= 17ft P Shear v:= - v 132.94plf A L 4 Overturning Mot:= P•8•ft 17 Mot = 4254.121b ft Moment (4•ft)2 Resisting M� := 0.6•(15.psf•2 ft + 10•psf•8.ft)• 2 + 0.6.600•Ib•4•ft Moment Mr = 1968lb.fit Mot- Mr Holdown = 571.53 lb Force Oft Main Level Wind Force P:= 4660 lb P= 46601b Length of wall L:= 15•ft+ 8ft + 3-ft L= 26ft P Shear v:= - v= 179.23pIf S L 8 Overturning Mot:= P•9-ft•2—6 Mot= 12904.62 lb,ft Moment (8•ft)2 Resisting M�:= 0.6•(15•psf•2•ft + 10•psf•17-ft)- 2 + 0.6.800•Ib•8•ft Moment Mr= 7680lb•ft Mot- Mr Holdown = 653.08 lb Force 8•ft n GREEN MOUNThIIN PROJECT: Riverside - 2885 111# structural engineering DATE: 12/4/2017 BY: CM JOB NO: 17485 SHEET: L-13 LATERAL 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:= — v= 105.47p1f A 7.5 Overturning Mot= P•8•ft•22.5 Mot = 6328 lb ft Moment (7.5•ft)2 Resisting Mr:= 0.6•(15•psf•2•ft+10•psf•12•ft)• 2 + 0,6,600-1b.7.5-ft Moment Mr. = 5231.25lb•ft Mot— Mr Holdown = 146.23 lb Force 7.5 ft Main Level Wind Force P:= 3813•Ib P= 3813 lb Length of wall L:= 6•ft+ 7•ft+4•ft L = 17ft P Shear Wind v:= — v= 224.29pIf B 4 Overturning Mot:= P'9•ft•17 Mot= 8074.591b•ft Moment (44-02 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 = 1370.65lb Force Oft HITS II GREEN MOUNTVIIN PROJECT: Riverside - 2885 160 structural engineering DATE: 12/4/2017 BY: CM JOB NO: 17485 SHEET: L-14 LATERAL 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= 226.06pIf B Overturning Mot:= P•9•ft Mot= 36621Ib.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 Holdown Mot- Mr _ 180.5 lb M� = 33372lb•ft Force 18•ft II GREEN MOUNTRIN PROJECT: Riverside - 2885 IOW structural engineering DATE: 12/4/2017 BY: CM LATERAL JOBNO: 17485 SHEET: L-15 WIND ON PORCH ROOF 126 MPH,EXP 5 w:= 6•ft•(4.43.psf + 8.86•psf) w - 79.7 plf \ D / / \ [1 11 f II II II w II �I M II L II T C 1 \ (I r y I L■L iil / 1 DESIGN ROOF TO CANTILEVER FROM HOUSE L:= 10-ft D:= 11-ft w•L2 M:= 2 M= 3987 lb ft support beam on post in wall at house with M Simpson HUCQ-SDS C:_ — T:= C C= 398.7 lb L 12 SDS 1/4x2 1/4 screws(min)x 172 lbs=2064 in combined withdraw w.. 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) ei NASH&ASSOCIATES JUN 1 3 2019 CITY OF TIGARD BUILDING DIVISION ZO15 IBC PLAN 2885 BEAM CALCULATIONS RECEIVED e -iso-'1.) 03171 3/? 1 I t g 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 WWW.NASH-ARCHITECTS.COM r 7 CLIENT NASH&ASSOCIATES BEAM DESIGN DATA PROJECT: DATE: NAME: Roof Loads: LL 25#/sf DL 16 #/sf Total 40#/sf Unless Noted Otherwise Floor Loads: LL 40#/sf DL 10 #/sf Total 50#/sf Deck Loads: LL 80#/sf DL 10 #/s1 Total 70#/sf Soil: 1500 PSF Min. Concrete: Per IBC 13 Masonry: Per IBC /3 Steel: Per IBC IS Wood: Per IBC is • Nailing: Per IBC/C • 4" Beam: Douglas Fir #2 fv = 180 fb = 900 PSI E = 1,600,000 6" Beam: Douglas Fir #2 fv = 170 fb = 875 PSI E = 1,300,000 Joists & Ilem Fir //2 Rafters: fv = 150 fb = 850 PSI E = 1,300,000 Glu—Lam Beams: fv = 240 PSI fb = 2,400 PSI (reduced by size factor, CF+KI) iV = 1,800,000 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 WWW.NASH—ARCHITECTS.COM BeamChek v2011 licensed to:Michael Johnson Reg#7992-66428 BONUS ROOM RB-1 Date:7/06/14 Selection [4x 10 DF-L#2 Lu=0.0 Ft Conditions NDS 2005 Min Bearing Area R1=3.5 inz R2=3.5 ins (1.5)DL Defl= 0.03 in Data Beam Span 6.0 ft Reaction 1 LL 1350# Reaction 2 LL 1350# Beam Wt per ft 7.87# Reaction 1 TL 2184# Reaction 2 TL 2184# Bm Wt included 47# Maximum V 2184# Max Moment 3275'# Max V(Reduced) 1623# TL Max Defl L/240 TL Actual Defl L/>1000 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section(in') Shear(inn TL Defl(in) LL Defl Actual ' 49.91 32.38 0.07 0.04 Critical , 36.39 13.52 0.30 0.20 Status I OK OK OK OK Ratio 1 73% 42% 23% 18% Fb(psi) Fv(psi) E(psi x mil) Fel(psi) Values Reference Values 900 180 1.6 625 Adjusted Values 1080 180 1.6 625 Adjtistrnenfs CF Size Factor 1.200 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 LL:450 Uniform TL: 720 =A i Uniform Load A J R1 =2184 R2=2184 SPAN=6 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2011 licensed to:Michael Johnson Reg#7992-66428 DINING ROOM 8-1 Date:7/08/14 Selection 3-1!8x 9 GLB 24F V4 DF/DF Lu=0.0 Ft Conditions NDS 2005 Min Bearing Area R1=4.8 Int R2=4.8 Int (1.5)DL Defl= 0.09 In Recom Camber=0.14 In Data Beam Span 8.0 ft Reaction 1 LL 2240# Reaction 2 LL 2240# Beam Wt per ft 6.83# Reaction 1 TL 3147# Reaction 2 TL 3147# Bm Wt Included 55# Maximum V 3147# Max Moment 6295 # Max V(Reduced) 2557# TL Max Defl L/240 TL Actual Defl L/396 LL Max Dell L/380 LL Actual Defl L/637 Attribe(eg Section(in3) Shear(in2) TL Defl(in) LL Defl Actual 42.19 28.13 0.24 0.15 Critical 31.47 15.98 0.40 0.27 Status OK OK OK OK Ratio 75% 57% 61% 57% 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 Adnan lents 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 Wads Uniform LL:560 Uniform TL: 780 =A I Uniform Load A __-1 /\ ----)\ R1 223147 R2=3147 SPAN=8 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2011 licensed to:Michael Johnson Reg#7992-66428 —. GREAT ROOM 8-2 Date:7/06/14 lg.i!2 3-118x 9 GLB 24F-V4 DF/DF Lu=0.0 Ft Conditions NDS 2005 Min Bearing Area R1=3.3 in2 R2=3.3 in2 (1.5)DL Defl= 0.07 in Recom Camber=0.11 in Data Beam Span 8.0 ft Reaction 1 LL 1440# Reaction 2 LL 1440# Beam Wt per ft 6.83# Reaction 1 TL 2147# Reaction 2 TL 2147# Bm Wt Included 55# Maximum V 2147# Max Moment 4295'# Max V(Reduced) 1745# TL Max Defl L/240 TL Actual Defl L/570 LL Max Defl L 1360 LL Actual Defl L/990 Attributes Section(in3) Shear ink TL Defl(ice _____LL Defl Actual 42.19 28.13 0.17 0.10 Critical 21.47 10.90 0.40 0.27 Status OK OK OK OK Ratio 51% 39% 42% 36% Fb(psi) F�psi)_ . E(psi x mil) Fc 1 (psi) ��_ Values Reference Values 2400 240 1.8 650 Adjusted Values 2400 2.40 1.8 _-_650 A/jushnents 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 1 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL:360 Uniform TL: 530 =A LUniform Load A t\ R1 =2147 R2=2147 SPAN=8 FT Uniform and partial uniform loads are lbs per lineal ft. ReamChek v2011 licensed to:Michael Johnson Reg#7992-66428 GARAGE GB-1 Date:7/06/14 Selection L5-1/8x 18 GLB 24F-V4 DF/DF Lu=0.0 Ft Conditions NDS 2005 Min Bearing Area R1=7.5 in2 R2=7.6 in2 (1.5)DL Deft= 0.14 in Recom Camber=0.21 in Data Beam Span 19.0 ft Reaction 1 LL 3369# Reaction 2 LL 3711 # Beam Wt per ft 22.42# Reaction 1 IL 4855# Reaction 2 TL 4941 # Bm Wt Included 428# Maximum V 4941 # Max Moment 23363'# Max V(Reduced) 4157# TL Max Defl L/240 TL Actual Defl L/564 LL Max Defl L/360 LL Actual Defl L/872 Attributes Section(In)_ Shear(Ina) TL Deft(in) LL Defl_ Actual 276.75 92.25 0.40 0.26 Critical 120.44 25.98 0.95 0.63 Status OK OK OK OK Ratio 44% 28% 43% 41% Fb(psi) Fv(psi) E(psi x mil Fcl(psi) Values Reference Values 2400 240 1.8 650 Ad'usted Values 2328 240 1.8 650 Adjustments Cv Volume 0.970 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 Par Unif LL Par UnifTL Start End 320 I-1=480 0 6.5 400 I=500 6.5 19.0 I H R1 =4855 R2=4941 SPAN=19 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2011 licensed to:Michael Johnson Reg#7992-66428 GARAGE GB-2 Date:7/06/14 Selection r5-1/8x 18 GLB 24F-V4 DF/DF Lu=0.0 Ft J Conditions NDS 2005 Min Bearing Area R1=2.3 in2 R2=2.3 int (1.5)DL Deli= <0.01 in.Recom Camber=<0.01 in. Data Beam Span 6.0 ft Reaction 1 LL 960# Reaction 2 LL 960# Beam Wt per ft 22.42# Reaction 1 TL 1507# Reaction 2 TL 1507# Bm Wt Included 135# Maximum V 1507# Max Moment 2261 '# Max V(Reduced) 754# TL Max Defl L/240 TL Actual Defl L/>1000 LL Max Defl L/360 LLActual Defl L/>1000 Attributes Section(in') Shear(in2) TL Defl(in) LL Defl Actual 276.75 92.25 0.00 <0.01 Critical 11.30 4.71 0.30 0.20 Status OK OK OK OK Ratio 4% 5% 1% 1% Fb(psi) Fv(psi) E(psi x mil) Fci. •si Values Reference Values 2400 240 1.8 650 Adjusted Values 2400 240 1.8 650 Arilrstments 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 LL:320 Uniform TL:480 =A Uniform Load A fr\. R1 = 1507 R2=1507 SPAN=6 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2011 licensed to:Michael Johnson Reg#7992-66428 GARAGE GB-3 Date:7/06/14 Selection 5-118x 13-1/2 GLB 24F-v4 DF/DF Lu=0.0 Ft Conditions NDS 2005 Min Bearing Area R1=8.9 in' R2=6.4 in' (1.5)DL Defl 0.14 In Recom Camber=0.22 in Data Beam Span 12.0 ft Reaction 1 LL 3666# Reaction 2 LL 2583# Beam Wt per ft 16.81 # Reaction 1 TL 5757# Reaction 2 TL 4167# ' Bm Wt Included 202# Maximum V 5757# Max Moment 22921'# Max V(Reduced) 5423# TL Max Defl L/240 TL Actual Defl L/457 LL Max Defl L/360 LL Actual Defl L/839 Attributes Section(in') Shear sin') TL Defl inn) LL Dell Actual 155.67 69.19 0.32 0.17 Critical 114.60 33.90 0.60 0.40 Status OK OK OK OK Ratio 74% 49% 53% 43% Fb (psi) Fv(psi) E(psi x mil) Fc.1(ps0 Values Reference Values 2400 240 1.8 650 Adjusted Values 2400 240 1.8 650 86/Vine/its 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 t,gads Uniform LL:160 Uniform TL: 280 =A Point LL Point TL Distance 960 B=1507 4.5 3369 C=4855 4.5 Uniform Load A Pt loads t4! R1 =5757 R2==4167 SPAN=12 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2011 licensed to:Michael Johnson Reg#7992-66428 GARAGE GB-LI Date:7/06/14 Selection 4x 12 DF-L#2 Lu=0.0 Ft Conditions NDS 2005 Min Bearing Area R1=1.0 in2 R2=1.9 int (1.5)DL Defl= 0.21 in Date Beam Span 16.0 ft Reaction 1 LL 284# Reaction 2 LL 501# Beam Wt per ft 9.57# Reaction 1 TL 611 # Reaction 2 TL 1162# Bm Wt Included 153# Maximum V 1162# Max Moment 3580'# Max V(Reduced) 984# TL Max Deft L/240 TL Actual Defl L/605 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section(in') Shear(in') TL Defl(in) LL Defl Actual ! 73.83 39.38 0.32 0.11 Critical 43,39 8.20 0.80 0.53 Status OK OK OK OK Ratio 59% 21% 40% 21% Fb(psD. Fv(psi) E(psi x mil) Fc t(psi) Values_ Reference Values 900 180 1.6 625 Adjusted Values 990 180 1.6 625 Adjt stmq�s 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 Cl Stability 1.0000 Rb=0.00 Le=0.00 Ft Logs Par Unit Par Unif TL Start End 25 H=40 0 9.0 80 I=180 9.0 16.0 [- 1_._ _i I H 1 R1 =611 R2=1162 SPAN= 16 FT Uniform and partial uniform loads are lbs per lineal ft. PLAN 2885 BeamChek v2016 licensed to: GRAND FIREPLACE HEADER -SECTION AT POW T t 0AP 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 Data 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'# 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(in3) Shear(in2) 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) Fc1(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 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: a R1 330 R2=4773 SPAN=3.5 FT Uniform and partial uniform loads are lbs per lineal ft. A . PLAN 2885 BeamChek v2016 licensed GRAND FIREPLACE HEADER - Sallow 4T Pbee-fWG&' 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 in2 R2=0.7 in2 (1.5)DL Defl= <0.01 in.Recom 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'# Max V(Reduced) 292# TL Max Defl L/240 TL Actual Defl L/>1000 Attributes Section(in3) Shear(int) 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!(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 _ Data 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/360 LL Actual Defl L/927 Attributes Section(in') Shear(in2) 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 Loads Uniform LL: 180 Uniform TL: 225 =A Uniform Load A R1 = 1352 352 SPAN= 11.5 FT Uniform and partial uniform loads are lbs per lineal ft.