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Home My WebLink AboutB16-2826 000-000-000 (2)Civil Engineering & Design 3115 Johnny Lane, Chico, CA 95973 Phone: (530) 521-2648 ericausmus(a-)gmail.com Engineering Calculations Project Name: JOHNSON RESIDENCE Site Information 7555 PLYNAM AVE OROVILLE, CA 95966 PERMIT # 6q BUTTE COUNTY DEVELOPMENI SERVICES REVIEWEDFOR COQE Q�trNCE . DA ( BY 05/22/16 DEVELOPMENT SERVICE'S BUTTE COUNTY h DEC 21, 2016 B16-2826 -Pt rLr 1 4n I DE'S'IGN'CRITE'RIA PROJECT INFORMATION NEW CONVENTIONALLY WOOD FRAMED DETACHED TWO STORY GARAGE WITH SECOND FLOOR TACK ROOM Occupancy: Category II Code: 2013 CALIFORNIA BUILDING CODE SOILS DESIGN CRITERIA Bearing Capacity: 1,500 PSF W/ 2,000 MAX USING WIND/SEISMIC Lateral Bearing: 100 PSF/FT (INCREASE 1/3 FOR WIND OR SEISMIC LOADS) Friction Coefficient: N//A Sliding Resistance: 130 PSF Soil Investigation Report: NONE Site Soil Class: SEISMIC DESIGN CRITERIA Force Resisting System(s) LIGHT FRAMED WALLS SHEATHED W/ WOOD STRUCTURAL PANELS Analysis Procedure: EQUIVALENT LATERAL FORCE ANALYSIS Spectral Response Coefficient, Ss = 0.609 g Spectral Response Acceleration, S1 = 0.217 g Spectral Response Coefficient, Sds = 0.533 Spectral Response Acceleration, Sd1 = 0.284 Design Category: L� Seismic Design Base Shear, V Response Modification Factor, R WIND DESIGN CRITERIA Wind Exposure : I C Basic Wind Speed (3 sec. gust) : 110 mph 2q 23 _ y •�, r � ,. kyr j_ I i. . - � _ i .. , .Z � �. • l- ` as f .. .. •. - � Y .. • SEISMIC'DE3IGN CRITERIA 'r � � � ` � � ` Response Spectral Acc. (0.2 sec) S. = 60.90%g, = 0.609g Figure 22-1 through 22-14 ; Response Spectral Acc.( 1.0 sec) S, = 21.70%g `= 0.217g Figure 22-1 through 22-14 ' ��`. • ' .� , " Soil Site ClassFD ' Table 20-3-1, Site Coefficient F. = 1.313 •' s. - _ Table 11.4-1 - Site Coefficient F„ = 1.966 1 Table 11.4-2 • �- .., -' . Max Considered Earthquake Acc. SMs= F,Ss -0.799 - (11.4-1) f^ •4 "� F �- ` Max Considered Earthquake Acc. SM, = Ft,.S, - 0.427 s , , 3 (11.4-2) 4. � �` ' @ 5% Damped Design SDs = 2/3(SMs) = 0.533• _ • -. (11.4-3) h '.• w.�l r h Sot = 2/3(Snat) sF. = 0.284 •, .. (11.4-4) Building Occupancy Categorie�si ll, standard i" Table 1-1 ;. : • r ��7 ." ' Design Category Consideration: Flexible Dia Diaphragm )� y with dist. between seismic resisting system >40ft t Seismic Design Category for 0.1 sec D Table 11.6-1 Seismic Design Category for 1.0sec ' • D ' r Table 11.6-2 S1 <.75g NA Section 11.6 ' Since Ta < .BTs (see below), SDC = - D. • Control (exception of Section 11.6 does not apply) Comply with Seismic Design Category D " a force . • Equivalent A. BEARING WALL SYSTEMS • • ,. i' , ' �•. Seismic Force Resisting Systems 13. Light -framed walls sheathed with wood structural panels rated for shear resistance or steel sheets -s C,= 0.02 ., x = 0.75 T-12.8-2 7~- " - - - Building ht. H = 21 ft Limited Building Height (ft) = 65 C„= 1.416 for SDI of 0.284g , Table 12.8-1 - ` a Approx Fundamental period, Ta = C,(h„ )x = 0.196 12.8-7 TL= 16.000 Sec ? y . Calculated T shall not exceed _< Cu.Ta = 0.278 Use T. =1 0.196 ) sec. -^ = 0.8Ts = 0.8(SD1/SDs)` = 0.427 Control (exception of Section 11.6 does not apply) L •' .Is '14; structure Regular & 5 5 stories ? JFYes 1 12.8.1.3 Y ., t,.: , , y-• . • Response Spectral Acc.( 0.2 sec) SS= 0.609g Max Ss <- 1.5g �,' t 3 ' • Fe=1.31- @ 5% Damped Design SDs = Z/3(F,Ss) = 0.533g (11.4-3) . •• Response Modification Coef. R = a .6.5 Table -12.2-1 Over Strength Factor Q,, _ • 2.5 " 'foot note g Importance factor i = 1 _ Table 11.5-1 Seismic Base Shear V = CS IN -. .. • • - • r C _ SDs �• • s - =0.082 - R/I (12.8-2) � , or need not to exceed, Cs = SD1 = 0.223 For T<- TL (12.8-3) 7 L (R/I).T SDtT� , or C = N/A C, For T > T' TT- 1 , • ♦ Cs shall not be less than = 0.01 (12.8-5) E� ' ' Min Cs = 0.5S,1/R , ± N/A • For S, >_ 0.6g Use C. = 0.082 , E - •; - Design base shear V = 0.082 W • Control • , T-12.14- 1214 i - _ '+a -_ - * .: t • " - • • :.ate . , `,f . 00 SEISMIC FORCE DISTRIBUTION Block Descripdon STRUCTURAL AREA NUMBER BLOCK 1 OF 1 TWO STORY BOUNDED BY 2 -3 -A -C R}nriac = Plate Height Hroof -hlfq 9 1st Level - h (ft) 11 Hroof - h (ft) 1st Level - h (ft) SUM Vertical Distribution of Forces WX hX Wxhx %wxhz FX(N/S) Lb. Ft. (Ft -Lb.) Lb. 1.507 1 9 1 220.560.30 1 34% 1 1.262 63,963 i i 6.55E+05 Story Dead Load Calculator Area 1 Load Type Area 2 Load Type W Axotal S.f. s.f. Ib. s.f. Ft. 1005 Sq. Ft. Roof Load �.�0 Sq. Ft. None = 24,507 1005 Ft. 1644 Sq. Ft. Typical Floor -0 Sq. Ft. None = 39,456 1644 1,262 Lb. None V .O None_ 0 0 Note: Dead loads assume the weight of partitions (exterior and interior) of 5-psf at top level and 10-psf at floor 1.3 level Vertical Distribution of Forces WX hX Wxhx %wxhz FX(N/S) Lb. Ft. (Ft -Lb.) Lb. 1.507 1 9 1 220.560.30 1 34% 1 1.262 63,963 i i 6.55E+05 3746 55gl3 Diaphragm Force Distribution Fx (E/W) Lb. Fp (N/S) Lb. fp (N/S) Fp (EN1f) psf Lb. fp (EfW) psf 1,262 Lb. 1262 1.3 1262 1.3 2,484 Lb. 2311 1.4 2311 1.4 0 Lb. 0 0.0 0 0.0 3746 55gl3 Horizontal Loads Vertical Loads Load Roof End Zone Interior zone End Zone Interior zone Overhang Direction Angle Wall (A) Roof (B) Wall (C ) Roof (D) WW (E) LW (F) WW (G) LW (H) EoH GoH ' Transverse 26.6 30.5 9.6 22.8 8.5 -9.0 -18.6 -6.8 1 -15.1 -21:1,. -18.9 Longitudinal All 23.1 -12.1 15.4 -7.2 -27.8 -15.9 -19.3 1 -12.3 -39.0 • -30.5 If roof pressure under horizontal loads is less than zero, use zero Plus and minus signs signify pressures acting toward and away from projected surfaces, respectively. For the design of the longitudinal MWFRS use A = 0', and locate the zone E/F, G/H boundary at the mid -length of the building ' FIGURE 6-3, COMPONENT AND CLADDING ', r Roof effective area = 15 sq. ft, 6= 26.6 Effective Area for wall element = 2C17' ; Sq. ft Interior Zone 1 = 16.01 -25.84 psf Wall, Interior Zone 4 = 27.27 -29.62 psf ".. a End Zone 2 = 16.01 -43.51 psf - End Zone 5 = 27.27 -35.71 psf:' t w Conner Zone 3 = 16.01 -64.43 psf Roof Overhang effective area = 6 sq. ft t Interior Zone 2 = -53.26 psf' , End Zone 3 = -88.76 psf -2013 CBC EQ 16-12: D+H+F+(.6W OR .7E)' 2013 CBC EQ 16-13: D+H+F+.75(.6W)+.75L+.7(Lr OR S OR R) w 2013 CBC EQ 16-15: .6D+.6w+H , • .. - �; • .- •.,.4 X23 *. r STR,,URAL'AREA NUMBER'B77L UCTOCK.1 OF 1 Basic wind speed (3 sec gust) = 110 MPH- - . ^:, Risk Category= II Y• Exposure Roof Pitch = 6.00 :12 - - Mean Roof Height h = 13 ft • 1.00 T-1.5-1 ASCE 7-10CHAPTER 28 LOW RISE SIMPLE,DIAPHRAGM Height Adjustment factor A _ 1.21 Fig 28.6-1 r - -6.76G-15.12H -19.34G . ;12.29H - -9.03E -18.61F -27.84E . -15.91 F ' a; 8.49D 9.586 6= 26.6 _ t 22.83C 15.36C =16.8' 30.54A All forces shown in psf 9.25 23.14A ' • w = 30.0= 42 �- f T TRANSVERSE ELEV.. LONGITUDINAL ELEV. 23.1 2a= 6.0ft 10 % of least dimension= -3.0 ft - • 12.02 kips- - 40.% of the eave height = 3.7 ft 17.1 psf 0 ft - 6.49 k 4 % of least dimension or 3 ft= 3.0 ft 16.6 psf ; 15.36C therefore a = 3.0 ft i r _ 42 ft Example: = P ps A K I _..' Z� psso' All forces shown inpsf 6.01 KZ, = 1.09 '. f horizontal load at end zone ps30 = ,19.1 t +X " 22.83C. 0.54A Height Adjustment factor = 1.21 r PLAN VIEW' FIGURE 28.6-1, Main Wind Force System 23.14psf `. MWFRS Horizontal Loads Vertical Loads Load Roof End Zone Interior zone End Zone Interior zone Overhang Direction Angle Wall (A) Roof (B) Wall (C ) Roof (D) WW (E) LW (F) WW (G) LW (H) EoH GoH ' Transverse 26.6 30.5 9.6 22.8 8.5 -9.0 -18.6 -6.8 1 -15.1 -21:1,. -18.9 Longitudinal All 23.1 -12.1 15.4 -7.2 -27.8 -15.9 -19.3 1 -12.3 -39.0 • -30.5 If roof pressure under horizontal loads is less than zero, use zero Plus and minus signs signify pressures acting toward and away from projected surfaces, respectively. For the design of the longitudinal MWFRS use A = 0', and locate the zone E/F, G/H boundary at the mid -length of the building ' FIGURE 6-3, COMPONENT AND CLADDING ', r Roof effective area = 15 sq. ft, 6= 26.6 Effective Area for wall element = 2C17' ; Sq. ft Interior Zone 1 = 16.01 -25.84 psf Wall, Interior Zone 4 = 27.27 -29.62 psf ".. a End Zone 2 = 16.01 -43.51 psf - End Zone 5 = 27.27 -35.71 psf:' t w Conner Zone 3 = 16.01 -64.43 psf Roof Overhang effective area = 6 sq. ft t Interior Zone 2 = -53.26 psf' , End Zone 3 = -88.76 psf -2013 CBC EQ 16-12: D+H+F+(.6W OR .7E)' 2013 CBC EQ 16-13: D+H+F+.75(.6W)+.75L+.7(Lr OR S OR R) w 2013 CBC EQ 16-15: .6D+.6w+H , • .. - �; • .- •.,.4 X23 " RQOF LEVEL DIAPHRAOM LOAD$ NORTWSOUTH - r" STRUCTURAL AREA NUMBER BLOCK.1 OF 1' Mean Roof Height = 13.0 it 1 to 2 2 to 3 , .3 to 4 4 to 5 5 to 6 6 to 7 7 to 8 Longitudinal Direction 42.0 J-�` 3 , a �• Total Length ti 42.0 ^ Shearwall$pacing (H)„ 30.0 30.0 9.0 1.26 1260.0 21 Y. ' � ". • y- _ ^ .r : ' �.� a F .Total Area 1260.0 ,r Building Geome57- Full iap ragm Uepth (it) Net Diaphragm Depth it Story Height late to late ft Diaphragm Shear f (psf) (SEIS) Diaphragm Area A (so Distance to Center of Uniform Load from origin it 1.40 a^, ,, - y • T i Diaphragm Aspect Ratio Seismic Lateral Load - v„ (plf) 26 Wind Data Height from top plate to roof peak (ft) 8 9 •, Heightfrom n o roo p a e Wind /Seismic Comparison VQrm ni ear p 63 18 63 Wind ' eismic Unit Shear p Governing Force p Governing Force ' Blocked Diaphragm Deflection Analysis r• --. ', ' I. Simple Span Beam Deflection ` r . North and South` Shearwall Spacing (R) Building Geometry Full Diaphragm Depth it Net Diaphragm Depth ft Story Height late to late ft Diaphragm Shear f. (ps Diaphragm Area A s Distance to Center of Uniform Load from ori in ft Diaphragm Aspect Ratio Seismic Lateral Load - v2„d' (plf) Wind Data r Upper Level Story Height (it)- Fndt to top plate at this level ft Wind / Selsmic Comparison, " Wind Pressure I (ASD Seismic Force 1 ASD Govemin Force I ovem ng Force PROOF LEVEL•DIAPHRAGM LOADS EAST -WEST STRUCTURAL AREA NUMBER BLOCK 1 OF'1 Transverse Direction A to B B to C C to D D to E E to F F to G Total Length . 30.0 _ 15.00 15.00 - - - . Shearvvall Spacing (fE), Building Geometry Full Diaphragm Depth N 25.0 25.0 9.0 25.0 25.0 9.0 ` Net Diaphragm Depth(ff Story Height late to late ff Diaphragm Shear f (psf) 1.3 375.0 8 1.3 375.0 15 _ - Total Area +; 75.0.0 - " Diaphragm Area A (sq Distance to Center of Uniform Load from origin (it) Diaphragm Aspect Ratio Uniform Lateral Load - vd (plo 0.60 9 0.60 9 .. Wind Data Height from top plate to roof peak (ft) 7 7 - Height from Fndt to roof plate (it) 9 9 ' Wind / Seismic Comparison -- -" - - Wind Pressure (plo (ASD) 34 7 34 Wind 34 7 34 Wind � - t - , Seismic Force (plo (ASD) Governing Force (plf) Governing Force t. Simple Span•8earnMeflection Blocked Diaphragm Deflection Analysis - _ _' Q - • - -. Enter Grade of Chord Material 1- S• I STup ;• I cm ini• I• - 1• I• ?• - Elastic Modolus of Chord - E(psi) 1.40E+06 1.40E+06 1.40E+06 1.40E+06 1.40E+06 1.40E+06 1.40E+06 1.40E+06 1.40E+06 Enter Chord Material 2Y4 I• wfi • 7X6 IV 7X6 • 2)(6 1• Area of Chord - Aa (in) 5.25 5.25 8.25 8.25 8.25 8.25 8.25 8.25 8.25 0.000 0.000 5vL 18EAb (in) IL ShearDefovnation..- Type of Plywood Used Exterior; • I Exterio6 • 11 ExteriQ6 • t• : !7j Extedor, •Exterior • I Exterior.-. • V Plywood Shearing Modulus - G(psi) 90,000 90,000 90'000 90,000_ 90,0_00 90,000 90,000 90,000 90,000 1/T Other 7, i/2.Other : V) t/2' Other • t/2' Olhe IV 1/2' Other • > 1/2' 011ier •• � I/2.Other • I 'l• = ^� Thickness 8 Grade of Plywood Effective Thickness - t (in) 0.298 0.298 0.298 0.298 0.298 0.298 0.298 #NIA #NIA 0.005 0.005 vLl(4Gt) (in) III: NailSlippage and Bending:. Size of Common Nail Used 18d Common 1 • ed Com on •h ad Common :• 8d Common ! • fj 8d Common (V 8d Common • 8d Common { • t - (•; Nall Edge Sacin 6/12 t• 6/12 ;•¢ 6/12 L416112 1• 6/12 {,� 6/12 !� 6/12 1� a/t2 ;V. 4/12 '• Load per nail Lb per nail 17 17 SeasonedLumber - '• Dry/Drrv'• Drv� •• I• '• '•- 0.188L(e„) (in) 0.014 0.014 N. Chord,Slippage ..: :. :: •. - - - _. • EkX 12b (in) 0.009 0.009 - - • ti l � Diaphragm Deflection Calculations East and West SECOND FLOOR ANALYSIS Shearwall Spacing (H) AtoB 15.00 BtoC - 15.00 CtoD DtoE EtoF FtoG _ Total Length 30.0 Building Geometry Full Diaphragm Depth ft 42.0. 42:0 11.0 1.4 630.0 8 0.36 42.0 42.0' 11.0 1.4 630.0 15 0.36 - - Total Area v 1260.0 .. Net Diaphragm Depth ft Story Height late to late ft Diaphragm Shear f (psl) Diaphragm Area A (so Distance to Center of Uniform Load from origin (ft) Diaphragm Aspect Ratio Uniform Lateral Load - v„ (plo Wind Data. ` Upper Level Story Hei ht h 9 11 9 11 Fndl to top plate at this level it Wind / Seismiccomparison Wind Pressure I ASD 18 7 18 Wind 18 7 18 Wind r Seismic Force I ASD Governing Force I Governing Force it Simple' Span, Beam Deflection Blocked Diaphragm Deflection Analysis, ,t Enter Grade of Chord Material DF #2 1• DF #2DF #2DF #2 !•11 rip'•- - . ElaModolus Chord - E (psi)1.60E+06 1.60E+06 1.6 1.60E+06 1.6 1.60E+06 1.60E+06 1.60E+06 1.60E+06 Enter Chord Material 2X6 i • !• j• i• r. ' Area of Chord • Ae (int) 8.25 8.25 8.25 8.25 8.25 8.25 8.25 0.000 0.000 8.25 8.25 '. 5vL /8EAb (In) 11 Shear Deformation Type of PlodUsed Fxtpr6 r�vl ExtPrior v H Grntin 1 ;TC;roup • Grotin 101• • Plywood Shearing Modulus - G(psi) 50 000 50 000 3/4' Other [ 3/4• Struct I + •; 90,000 90,000 90,000 90,000 90,000 3/4. Other 1 13/4.OTh r , �l 3/a- Other 1 � 3/4' OUrer� 90,000 90,000 � : � Thickness 8 Grade Of Plywood Effective Thickness - t in 0.445 0.003 0.739 0.002 0.445 0.445 0.445 0.445 - vU(4Gt) (in) fit. Nall Nall Slippage and Bending- Size of Common Nail Used mon .• a6d/1Common ! ed Common • ed Common • I t • Edge SaCin 6/12 62 ,•,; •v 6/12 6/12 i•6/12 •_: 6/t2 '• 6/12 6/12Nail ' Load per nail Lb per nail 9 9 Seasoned Lumber `,• `•I DntA 7y] ,"'• ;• '• - 0.188L(e„) (in) 0.014 0.014 1V. Chord"SII a e PP 9. £ABX 12b (in) 0.006 0.006 i ROOF LEVEL SHEAR DISTRIBUTION NORTH -SOUTH • , , STRUCTURAL AREA NUMBER BLOCK 1. OF 1 yn + ...,."....". '_3 �. 2,604 .. 1•n ....,Z.w. q :..5; • EFa„e Shear (Lb.) _.r6 I n.... ....,M.a,. 8..,y. ;,9:... FALSE FALSE ❑ ..r10.'.... � Apply C. to walline at_ this level? FALSE 0 ❑ APPN Rho (p) to this ❑ ❑ • Apply Rho (p) to this ❑ - ❑ FALSE ❑ ❑ ❑ ❑ ❑ ❑ " f �. y 1 .. walline? FALSE FALSE FALSE L-11 (ft) 42 22.7 F_, Shear (Lb.) 1,884 1,884 , _ Lw,n (ft) EFe,ee Shear (Lb.) EF_, Shear (Lb.) _ 1,884 1,884 - i L.,n (ft) L.,n (ft) 30.0 30.0 30.0 , L.,n (ft) t` • L.,u (ft) - L.,e (ft) - r 1 _ Lau (ft) y • ' ' • r LTo„ i (ft) v (plf) No. of Sides Applied ' 42.026.7 19 1 168 1 124 1 30.0 30.0 ' rA LTe,,, (ft) B 30.0 --E- V (pit) No. of Sides Applied 63 63 H- • - Apply ne to walline at ❑ .. a ❑ ❑ ...FLOOR,:LEVEL SHEAR DISTRIBUTION NORTH -SOUTH 1-21d te+e, Shear (Lb.) 451 2,604 2,153 ~" , • EFa„e Shear (Lb.) I = - • EF2wI., Shear (Lb.) 777 4,488 3,711 - „Lr • '. - , APPN Rho (p) to this 8- - walline? FALSE FALSE- ' L 11 (ft) 42.0 4.0 30.0- L-11 (ft) 22.7 .. , _ Lw,n (ft) - i L.,n (ft) , L.,n (ft) t` • L.,u (ft) 1 y • ' ' • r LTo„ i (ft) v (plf) No. of Sides Applied ' 42.026.7 19 1 168 1 124 1 :ROOF LEVEL SHEAR'; DISTRIBUTION EAST -WEST rA B C_ --E- H- • - Apply ne to walline at ❑ ❑ ❑ ❑ ❑ ❑ ❑� 1:1 + . this level? FALSE FALSE T • Apply Rho (p) to this ❑ ❑ ❑ r ❑ ❑ ❑ ❑ ❑ walline? FALSE FALSE FALSE• , Lo.. (Ft) 15 15 ; t• - F., Shear (Lb.) 1,723 1,723 - EFe,p Shear (Lb.) • - -- r ' -- EF_j Shear (Lb.) 1,723 - 1,723 ' L tl (ft) 9.5 7.5 •- L.,e (ft) 9.5 7.5 . L.,o (ft) 4.0_ - L.,n (ft) - I� L.,n (ft) _ No. of Sides Applied 1 1 - - 'FLOOR LEVEL SHEAR DISTRIBUTIOKEAST-WEST" ' :: - - '• , _ s F=,w ,,,,, Shear (Lb.) 749 749 -• ,� '� - '' EFe„a Shear (Lb.) EFZ,w,e„ 1 Shear (Lb.) 2,472 2,472 "Apply 0o to walline at E] El 11 El. . El El• 11 El - this level? FALSE FALSE • Apply Rho (p) to this ❑ ❑ ❑ + Y I ❑ ❑ ❑ ❑ ❑ 3 i walline? FALSE FALSE L.mi (ft) 4 13- .. L.ai (ft) 4 8 - L.,n (ft) 4 13 - - .. ••., L.,n (ft) s Lw,n (ft) LTOMI(ft) 12 34 _ ,4 - v(pin 206 73 • r No. of Sides Applied 1 1 • % a Lsw#1 10.0 b 6.5 Lsw #2 9.5 c 6.5 Lsw #3 9.5 d Lsw #4 e Lsw #5 f Lsw #6 10.0 10.0 -184 184 16.5 10.0 83 83 26.0 19.5 -92 92 32.5 19.5 175 175 42.0 29.0 Max of CF or Drag (8) 16-d's 184 91 29.0 Total Wall Length 42.0 Roof VE/W= 41 PLF Wall VE/W= 59 PLF Top Plate Splice Top Plate Splice 184 Lbs. Max of CF or Drag (8) 16-d's OVERTURNING ShearwallLme A. (ROOF LEVEL) Shortest Shearwall (Lw)= _ 9.5 LF TYPE OF HOLDOWN Roof Trib Depth= 17.0 LF See Roof Plan I None Req. Overturning Force (F,)= 565 Lbs. Vwaii • LW CAPACITY= Resisting Force (Fy)= 2602 Lbs. 2/3 (Dr + DO Overturning Moment (OTM)= 5081 Lbft OTM = Fx * Wall Height Resisting Moment (RM)= 12357 Lbft RM = (Fy * Lw/2) Uplift Force= -766 Lbs. Uplift Force = (OTM-RM)/Lw Sheorwoll Line A (ROOF LEVEL) Longest Shearwall (Lw)= 10.0 LF TYPE OF HOLDOWN Roof Trib Depth= 1-7-0-1 LF See Roof Plan None Req. '. Overturning Force (F.)= 594 Lbs. owall * Lw CAPACITY= Resisting Force (Fy)= 2738 Lbs. 2/3 Mr + Dw) Overturning Moment (OTM)= 5348 Lbft OTM = Fx * Wall Height Resisting Moment (RM)= 13692 Lbft RM = (Fy * Lw/2) Uplift Force= -834 Lbs. Uplift Force = (OTM-RM)/Lw Walt Line No: C (ROOF LEVEL) , a 181 Lsw #1 11.0 11.0 11.0 -181 181 b 4.0 15.0 11.0 -16 16 Lsw #2 7.5 22.5 18.5 -139 139 C 4.0 26.5 18.5 25 25 Lsw #3 7.5 34.0 26.0 -98 98 d 4.0 38.0 26.0 66 66 Lsw #4 4.0 42.0 30.0 e Lsw #5 f Lsw #6 30.0 Total Wall Length 42.0 Roof VE/W= 41 PLF Wall VE/W= 57 PLF Toa Plate Splice Top Plate Splice 181 Lbs. Max of CF or Drag (8) 16-d's _ - Shearwnll Lme''C (ROOF .LEVEL), _ " Shortest Shearwall (LW)= 4 LF TYPE OF HHOLDOWN Roof Trib Depth= 17.0 LF See Roof Plan None Req. '. Overturning Force (F.)= 230 Lbs. vWan* LW CAPACITY= Resisting Force (Fy)= 1095 Lbs. 2/3 (Dr + DW) Overturning Moment (OTM)= 2068 Lbft OTM = Fx * Wall Height Resisting Moment (RM)= 2191 Lbft RM = (Fy * LW/2) Uplift Force= -31 Lbs. Uplift Force = (OTM-RM)/L,v Shea wall Line C (ROOF LEVEL) Longest Shearwall (Lw,)= 11 LF TYPE OF HOLDOWN Roof Trib Depth= 17.0 LF See Roof Plan None Req. . '. Overturning Force (F,,)= 632 Lbs. vwaii • LW CAPACITY= Resisting Force (Fy)= 3012 Lbs. 2/3 (Dr + DW) Overturning Moment (OTM)= 5687 Lbft OTM = Fx * Wall Height Resisting Moment (RM)= 16568 Lbft RM = (Fy * LW/2) Uplift Force= -989 Lbs. Uplift Force = (OTM-RM)/LW qz3 • .. ♦ V [ 44 ' Wall,Une No r Floor Running Swall Running Drag Absolute- ; Wall Length (ft.) Sum Sum (Lbs.) Value Fdmax - : F a 0.0 s420 Lsw #1 4 , 4.0 4 -74 74 ra� r'• ' b 3.3 7.3 4 420 420 Lsw #2 22.7- 30.0 26.7 0 , 0 Lsw #3 _ Lsw #4 • e Lsw #5 Lsw #6 g 26.7 Total Wall Length 30, Roof VN/S= 150,PLF,; - From Roof Nap Worksheet - i t . Wall VN/S= 168 PLF From Summary Below Top Plate Splice ' Top Plate Splice 420 Lbs. Max of CF or Drag (8)16-d's LOWER LEVEL WALL OVERTURNING ' ` She_ a� Wall :Line. 2 (LOWER) , �. Shortest Shearwall (b)= 4 LF TYPE OF HOLDOWN ' Roof Trib Depth= 2' LF See Roof Plan HDU2 Floor Trib Depth ' 1.3 LF Floor Plan CAPACITY= .:•3200 LBS' ' Overturning Mom (OTM)= 8312 Lbft - OTM = [(OTFI* H,)+(OTF2*. H2)] Resisting Moment (RM)= 737 -Lbft RM =2/3 [(Dr+Dw+Df) * LH,/2)] ' Uplift Force (T)= 1894 Lbs. • Uplift Force = (OTMI+OTM2-RM)/L,N) • ,. ' S hear 111 Line 2' LOWER) .: II Longest Shearwall (b) = 23 LF TYPE OF HOLDOWN - Roof Trib Depth= LF '. _See Roof Plan HDU2 ` - Floor Trib Depth= . 1:3 LF Floor Plan CAPACITY= 3200 LBS • - Overturning Mom (OTM)= 47173 Lbft OTM = [(OTFI* Hl)+(OTF2* H2)] + •` `, - .. Resisting Moment (RM)= 23737 Lbft ` RM =2/3 [(Dr+Dw+Df) * LW/2)] Uplift Force (T)= 1032. Lbs:. Uplift Force = (OTMI+OTM2-RM)/L,,) •� .•' �k Wnll-Uneallo A$(LOWER) •Floor Swall-' Running Running Drag Absolute Wall Length (ft.) Sum Sum (Lbs.) Value FdmaxT a 0.0 - 589, - Lsw #1 4 4.0 -.. 4 -589 589 b T 20. 24.0 4 589 589 • y- Lsw #2 4-.., 28.0 8 0 l 0 a c 10 38.0 8 589 589 ,.; • ' Lsw #3 4 42.0 12 0 0 } Lsw #4 Lsw #5 _ ` 1 Lsw #6 9 12 - Total Wall Length ` , 42.0 - � 4 s ;• .. Roof VE/W=. 59 PLF From Roof Diap Worksheet 4 _ Wall VE/W= 206 PLF From Summary Below Top Plate Splice Top Plate Splice589 Lbs. Max of CF or Drag (8) 16-d's - •LEVEL WALL OVERTURNING . - .''`Shear r_. .Wall Line A (LOWER) y > Shortest Shearwall (b)= 4 LF TYPE OF HOLDOWN ' Roof Trib Depth= 17 LF - See Roof Plan HDUz1- Floor Trib Depth „15' LF .-' Floor Plan CAPACITY=_ 3200 LBS, Overturning Mom (OTM)= 9556 Lbft OTM = [(OTFI* H1)+(OTF2* HZ)], ' Resisting Moment (RM)= 3311 Lbft - RM =2/3 [(Dr+Dw+Df) * L,N/2)] Uplift Force (T)= 1561- ` Lbs. Uplift Force = (OTMI+OTM2-RM)/LW) : `+ Shear`Wall Line A (LOWER) - Longest Shearwall (b) = 4 LF TYPE OF HOEDOWN +` • , . • Roof Trib Depth= 17 LF See Roof PlanHDU2 i `�`4 ' Floor Trib Depth= 15 LF Floor Plan CAPACITY= 3200 LBS Overturning Mom (OTM)= 9556 • Lbft OTM = [(OTFI* Hl)+(OTF2* H2)1' .. " Resisting Moment (RM)= 3311 Lbft RM =2/3 [(Dr+Dw+Df) * Lw/2)] - Uplift Force (T)= 1561. Lbs. Uplift Force = (OTMI+OTM2-RM)/L•W) - - * Wall Lme�No C (LOWER)�n - ,.. Floor IWall i t LengthRunning Running brag Absolute • .. dmax a 0.0 180 Lsw #1 13 13.0 13 -180 180 b 4 17.0' 13 55 55 Lsw #2 8 .. 25.0. 21 -55 55 f c 4 29.0 21 180 180 ` Lsw #3 13 '42.0i. 34 0 0 w d Lsw #4 e Lsw #5 f. ~ ,_ ;" J •. Lsw #6 _ . � �- M �, •. . ' - . Total Wall Length 42.0 r r , r ' Roof VE/W= 59 PLF From Roof Diap Worksheet s Wall VE/W= 73 PLF From Summary Below Top Plate Splice Top Plate Splice 180 Lbs. Max of CF or brag (8) 16-d's LOWER• t ,Shear Woll-'Line G (LOWER) _ r Shortest Shearwall (b)= 8 LF TYPE OF HOLDOWN Roof Trib Depth= . 1'7 LF See Roof Plan None Req. R•: Floor Trib Depth 15 LF Floor Plan CAPACITY= 0000 LBS ' Overturning Mom (OTM)= 9371 ' Lbft OTM = [(OTF1* H1)+(OTF2* H2)] - Resisting Moment (RM) 13243 Lbft RM =2/3 [(Dr+Dw+Df) * LW/2)] Uplift Force (T)= -484 Lbs: Uplift Force= (OTMI+OTM2-RM)/LW) µ.. Shear Wall Line- C (LOWER') Longest Shearwall (b) _ 13 LF TYPE OF HOLDOWN Roof Trib Depth= 17 LF See Roof Plan None Req. Floor Trib Depth= -15: LF Floor Plan CAPACITY= 0000 LBS " ' Overturning Mom (OTM)= 15229 Lbft OTM = [(OTFI* H,)+(OTF2* H2)] ` Resisting Moment (RM)= 34970 � Lbft RM =2/3 [(Dr+Dw+Df) * LW/2)] Uplift Force (T)= -1519 : Lbs: Uplift Force = (OTMI+OTM2-RM)/LW) + ..ti 4 _ e � '�• � -,'fir •, - .�•1•.�. .•*. Z �•T..' •^ C a ," /. � � - a � , .. m .. .. r � . � « f- r ,'' -� f ` t ' + ,. _ _ ' , �� y � v air - .a � � � � i _ r �_Y. FIRST LEVEL.SHEAR TRANSFER Stud # of Edge Grid Line Z Ftotal LWeii v Panel Type Thickness Nail Size Nail Spacing Spacing Sides v all" Nailing (lb) (Ft) (PM (in) @ edges (in) Applied (Plo (En) EAST- WEST A 2,472 12 206 B C 2.472 34 73 D E F G H NORTH -SOUTH 1 260 6 1 777 42 19 All other Grail 2 4,488 26.7 168 All other Gr,i�] 3 3,711 30 1124 All other Gr.i :j 4 All other Gra(* 5, 260 6 All other Graf` 7'] 6 1 All other Gral 7 3/8 All other Gra( 8 18d Common!, All other Grafi 9 16 All other Graj.iv 10 3/8 All other Gra, . V, EAST- WEST A 2,472 12 206 B C 2.472 34 73 D E F G H All other Grai'v 18d Common; 1 260 6 6" o.c. �'90 18d Common i,01 1 260 6 1.6 1 260 6, 3/8 18d Cornrnow 1 16 1 260 6 3/8 8d Common! V 1 260 6 16 3/8 8d Common T; 3/8 18d Common!, I I - _E0 Cv 1 16 3/81 :10 8d Common". 3/8 18d Common v 1:6" 0 �cv 16 8d Common i w] 3/8 d Common [6-o. 16 3/8 Sd Common 16" o.c. 16 18d Common; .v I 16 3/8 Common; v 7 o.c. 6� 16 All other Grai'v 18d Common;� V 6" o.c. �'90 16 1 260 6 All other Grai V 8 16 All other Gra!'T] 3/8 V 18d Common' V] Ffi" o.c. i 16 1 260 6 All other Gra(:�] 3/8 8d Common T; 16 All other Gra. 7 3/81 :10 8d Common". v 16 All other Gral V 8d Common i w] 1 6" o.c. 16 All other Grai,�] 3/8 8d Common! V 1:1" 0�.C,! 16 All other Gra"*.] 3 18d Cornrnon;,'W'.0 �C,, W '16 All other Grae�:v] 3/8 j8d Common 16 IAll other Graj!-3/8 'j 6" o.c. 16 Project: JOHNSON Location: 20' GARAGE DOOR HEADER Combination Roof And Floor Beam [2013 California Building Code(2012 NDS)] 5.25 INx18.0INx20.OFT 2.0E Parallam - iLevel Trus Joist Section Adequate By: 0.6% Controlling Factor: Deflection DEFLECTIONS Center Live Load 0.59 IN U404 Dead Load 0.40 in Total Load 0.99 IN U241 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS A B Live Load 8430 Ib 8430 Ib Dead Load 5661 Ib 5661 Ib Total Load 14091 Ib 14091 Ib Bearing Length 3.58 in 3.58 in BEAM DATA Center Span Length 20 ft Unbraced Length -Top 0 ft Roof Pitch 6 :12 Floor Duration Factor 1.00 Roof Duration Factor 1.25 Notch Depth 0.00 MATERIAL PROPERTIES 2.0E Parallam - iLevel Trus Joist ROOF LOADING Base Values Ad'us ed Bending Stress: Fb = 2900 psi Fb' = 3465 psi 243 Cd=1.25 CF=0.96 Roof Uniform Dead Load: Shear Stress: Fv = 290 psi Fv' = 363 psi Side 2 Cd=1.25 600 Modulus of Elasticity: E = 2000 ksi E'= 2000 ksi Comp. -L to Grain: Fc - L = 750 psi Fc -1' = 750 psi Controlling Moment: 70455 ft -Ib 15 10.0 ft from left support Combined Uniform Live Load: 15 psf Created by combining all dead and live loads. plf Controlling Shear: 14091 Ib ft At support. 0 ft . Non -Snow Roof Loaded Area Created by combining all dead and live loads. plf. Comparisons with required sections: Rea'd Provided Section Modulus: 243.98 in3 283.5 in3 Area (Shear): 58.31 in2 94.5 in2 Moment of Inertia (deflection): 2535.96 in4 2551.5 in4 Moment: 70455 ft -Ib 81868 ft -Ib Shear: 14091 Ib 22838 Ib ROOF LOADING Roof Uniform Live Load: wL-roof = 243 plf Roof Uniform Dead Load: wD-roof = Side 1 plf Side 2 Roof Live Load 600 RLL = 16.2 psf wD-floor = 16.2 psf Roof Dead Load Beam Self Weight: RDL = 15 psf Combined Uniform Live Load: 15 psf Roof Tributary Width plf RTW = 15 ft plf 0 ft . Non -Snow Roof Loaded Area RLA = plf. 300 sf 1409 FLOOR LOADING Side 1 Side 2 Floor Live Load FLL = 40 psf 40 psf Floor Dead Load FDL = 15 psf 15 psf Floor Tributary Width FTW = 15 ft 0 ft Wall Load WALL = 60 plf BEAM LOADING Roof Uniform Live Load: wL-roof = 243 plf Roof Uniform Dead Load: wD-roof = 252 plf Floor Uniform Live Load: wL-floor = 600 plf Floor Uniform Dead Load: wD-floor = 225 plf Beam Self Weight: BSW = 30 plf Combined Uniform Live Load: wL = 843 plf Combined Uniform Dead Load: wD = 566 plf Combined Uniform Total Load: wT = 1409 plf. Controlling Total Design Load: wT-cont = 1409 plf Project' JOHNSON Location: 10' GARAGE DOOR HEADER Combination Roof And Floor Beam [2013 California Building Code(2012 NDS)] 5.25 INx9.25INx10.OFT 2.0E Parallam - iLevel Trus Joist Section Adequate By: 8.3% Controlling Factor: Deflection DEFLECTIONS Center Span Length Live Load 0.28 IN U425 0 ft Dead Load 0.18 in Floor Duration Factor Total Load 0.46 IN U260 1.25 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS A B Shear Stress: Live Load 4350 Ib 4350 Ib Dead Load 2759 Ib 2759 Ib Total Load 7109 Ib 7109 Ib Bearing Length 1.81 in 1.81 in BEAM DATA Center Span Length 10 ft Unbraced Length -Top 0 ft Roof Pitch 6 :12 Floor Duration Factor 1.00 Roof Duration Factor 1.25 Notch Depth 0.00 MATERIAL PROPERTIES Read Provided 2.0E Parallam - iLevel Trus Joist 57.15 in3 74.87 in3 Area (Shear): Base Values Adjusted Bending Stress: Fb = 2900 psi Fb' = 3731 psi Moment: Cd=1.25 CF= 1.03 23280 ft -Ib Shear Stress: Fv = 290 psi FV = 363 psi 225 Cd=1.25 Roof Tributary Width Modulus of Elasticity: E = 2000 ksi E'= 2000 ksi Comp. -L to Grain: Fc -1= 750 psi Fc -1' = 750 psi Controlling Moment: 17772 ft -Ib wD = 5.0 ft from left support sf Combined Uniform Total Load: Created by combining all dead and live loads. 1422 Controlling Shear: 7109 Ib wT-cont = At support. plf Created by combining all dead and live loads. Side 1 Comparisons with required sections: Read Provided Section Modulus: 57.15 in3 74.87 in3 Area (Shear): 29.42 int 48.56 in2 Moment of Inertia (deflection): 319.84 in4 346.26 in4 Moment: 17772 ft -Ib 23280 ft -Ib Shear: ' 7109 Ib 11736 Ib BEAM LOADING Side 1 Roof Uniform Live Load: Side 2 Roof Live Load plf RLL = 18 psf plf 18 psf Roof Dead Load 600 RDL = 15 psf 225 15 psf Roof Tributary Width BSW = RTW = 15 ft wL = 0 ft Non -Snow Roof Loaded Area RLA = wD = 150 sf Combined Uniform Total Load: FLOOR LOADING 1422 plf Controlling Total Design Load: wT-cont = 1422 plf Side 1 Side 2 Floor Live Load FLL = 40 psf 40 psf Floor Dead Load FDL = 15 psf 15 psf Floor Tributary Width FTW = 15 ft 0 ft Wall Load WALL = 60 plf BEAM LOADING Roof Uniform Live Load: wL-roof = 270 plf Roof Uniform Dead Load: wD-roof = 252 plf Floor Uniform Live Load: wL-floor = 600 plf Floor Uniform Dead Load: wD-floor = 225 plf Beam Self Weight: BSW = 15 plf Combined Uniform Live Load: wL = 870 plf Combined Uniform Dead Load: wD = 552 plf Combined Uniform Total Load: wT = 1422 plf Controlling Total Design Load: wT-cont = 1422 plf Project JOHNSON Location: GARAGE FLOOR BEAM LONG Multi -Span Floor Beam [2013 California Building Code(2012 NDS)] 5.25 INx18.0INx25.OFT 2.0E Parallam - iLevel Trus Joist Section Adequate By: 1.1 % Controlling Factor: Deflection DEFLECTIONS Center Live Load 0.82 IN U364 Dead Load 0.41 in Total Load 1.24 IN U243 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS A B Live Load 5983 Ib 5983 Ib Dead Load 2994 Ib 2994 Ib Total Load 8977 Ib 8977 Ib Bearing Length 2.28 in 2.28 in BEAM DATA Center Span Length 25 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 25 ft Floor Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES 2.0E Parallam - iLevel Trus Joist Base Values Adjusted Bending Stress: Fb = 2900 psi Fb' = 2772 psi Cd=1.00 CF=0.96 Shear Stress: Fv = 290 psi Fv' = 290 psi Cd=1.00 Modulus of Elasticity: E = 2000 ksi E'= 2000 ksi Comp. -L to Grain: Fc - L = 750 psi Fc - -L'= 750 psi Controlling Moment: 56107 ft -Ib 12.5 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 8977 Ib 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: 242.86 in3 283.5 in3 Area (Shear): 46.43 int 94.5 in2 Moment of Inertia (deflection): 2524.4 in4 2551.5 in4 Moment: 56107 ft -Ib 65494 ft -Ib Shear: 8977 lb 18270 lb Floor Live Load FLL = 40 psf Floor Dead Load FDL = 14 psf Floor Tributary Width Side One TW1 = 7.5 ft Floor Tributary Width Side Two TW2 = 7.5 ft Wall Load WALL = 0 plf LIVE LOAD REDUCTION Center Reduced Floor Live Load Floor Loaded Area: FLA = 375. sf Reduction Based on Total Area: R1 = 0.2 Max. Reduction Based On DULL Ratio: R2 = 1 Max. Reduction Based On Total Area: R3 = 1 Controlling Reduction Factor: R = 0.2 BEAM LOADING Center Reduced Floor Live Load 32 psf Total Live Load 479 plf Total Dead Load 210 plf Beam Self Weight 30 plf Total Load 718 plf Project: JOHNSON 'Location: GARAGE FLOOR BEAM SHORT Multi -Span Floor Beam [2013 California Building Code(2012 NDS)] 5.25 INx16.0INx16.OFT 2.0E Parallam - iLevel Trus Joist Section Adequate By: 92.5% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.25 IN U778 Dead Load 0.10 in Total Load 0.35 IN U548 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS A B Live Load 4800 Ib 4800 Ib Dead Load 2010 Ib 2010 Ib Total Load 6810 Ib 6810 Ib Bearing Length 1.73 in 1.73 in BEAM DATA Center Span Length 16 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 16 ft Floor Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES Read Provided Section Modulus: 2.0E Parallam - iLevel Trus Joist 224 in3 Area (Shear): 35.22 in2 84 in2 Base Values Adiusted Bending Stress: Fb = 2900 psi Fb' = 2809 psi Shear: Cd=1.00 CF=O. 97 0 Shear Stress: Fv = 290 psi Fv' = 290 psi Cd=1.00 Modulus of Elasticity: E = 2000 ksi E'= 2000 ksi Comp. -L to Grain: Fc -1= 750 psi Fc -1' = 750 psi Controlling Moment: 27240 ft -Ib 8.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -6810 Ib 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: 116.38 in3 224 in3 Area (Shear): 35.22 in2 84 in2 Moment of Inertia (deflection): 829.31 in4 1792 in4 Moment: 27240 ft -Ib 52430 ft -Ib Shear: -6810 lb 16240 lb Floor Live Load FLL = 40 psf Floor Dead Load FDL = 15 psf Floor Tributary Width Side One TW1 = 7.5 ft Floor Tributary Width Side Two TW2 = 7.5 ft Wall Load WALL = 0 plf BEAM LOADING Cen er Reduced Floor Live Load 40 psf Total Live Load 600 plf Total Dead Load 225 plf Beam Self Weight 26 plf Total Load 851 plf s ProjeCt: JOHNSON Location: TYPICAL FLOOR JOIST FOR TACK ROOM Floor Joist [2013 California Building Code(2012 NDS)] TJI 210 / 9.5 - iLevel Trus Joist x 15.0 FT @ 16 O.C. Section Adequate By: 0.9% Controlling Factor: Deflection DEFLECTIONS Center Live Load 0.36 IN U500 Dead Load 0.14 in Total Load 0.50 IN L/363 Live Load Deflection Criteria: U480 Total Load Deflection Criteria: U360 REACTIONS A B Live Load 400 Ib 400 Ib Dead Load 150 Ib 150 Ib' Total Load 550 Ib 550 Ib Bearing Length 1.75 in 1.75 in Web Stiffeners No No Span Length 15 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Floor sheathing applied to top of joists -top of joists fully braced. Sheath ing/sheetrock applied to bottom of joists -bottom of joists fully braced. Floor Duration Factor 1.00 I -JOIST PROPERTIES TJI 210 / 9.5 - iLevel Trus Joist Base Values Adius e Moment Cap: Mcap = 3000 ft -Ib Mcap' = 3000 ft -Ib Cd = 1.00 Shear Stress: Vcap = 1330 Ib Vcap' = 1330 Ib Cd = 1.00 End Reaction: Rcap = 1005 Ib Rcap' = 1005 Ib Cd = 1.00 w/ web stiffeners: RcapWS = 0 Ib RcapWS' = 0 Ib Cd = 1.00 Interior Reaction: (Rcap = 2145 Ib (Rcap' = 2145 Ib Cd = 1.00 w/ web stiffeners: IRcapWS = 0 Ib IRcapWS' = 0 Ib Cd = 1.00 E.1.: EI = 186 Ib-in2 EI' = 186 Ib-in2 Controlling Moment2063 ft -Ib 7.5 Ft from left support of span 3 (Right Span) Created by combining all dead and live loads. Controlling Shear: 550 Ib At left support of span 2 (Center Span) Created by combining all dead and live loads. Comparisons with required sections: Read Provided E.I.: 184 in2-Ib E6 186 in2-lb xE6 Moment: 2063 ft -Ib 3000 ft -Ib Shear: 550 lb 1330 lb 0 ENGINEERING �, SUS Eric D. Ausmus, P.E. EN IY ERING Ausmus Engineering, Ic. / 3115 Johnny Lane ar Aff �""�''`� Chico, CA 95973 1 Version 9.0.1.4 5/22/2016 12:17:36 PM 5 f JOIST LOADING Uniform Floor Loading Center Live Load LL = 40 psf Dead Load DL= 15 psf Total Load TL= 55 psf TL Adj. For Joist Spacing wT = 73.3 plf 22�j*7 1Z r1 �Projecl: JOHNSON Location: COVERED PORCH BEAM Roof Beam [2013 California Building Code(2012 NDS)] 3.5 INx11.5INx8.OFT #1 - Douglas -Fir -Larch (North) - Dry Use Section Adequate By: 3.3% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.06 IN U1593 Dead Load 0.06 in Total Load 0.12 IN U814 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 REACTIONS A B Live Load 1857 Ib 1857 Ib Dead Load 1778 Ib 1778 Ib Total Load 3635 Ib 3635 Ib Bearing Length 1.66 in 1.66 in BEAM DATA Span Length 8 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Roof Pitch 6 :12 Roof Duration Factor 1.25 MATERIAL PROPERTIES #1 - Douglas -Fir -Larch (North) rwvr L%JMy1 w Base Values Adjusted Bending Stress: Fb = 850 psi Fb' = 1169 psi ft Cd=1.25 CF= 1.10 Roof Live Load: Shear Stress: Fv = 180 psi Fv' = 225 psi Roof Dead Load: Cd=1.25 15 Modulus of Elasticity: E = 1600 ksi E'= 1600 ksi Comp. -t- to Grain: Fc -1 = 625 psi .Fc -1' = 625 psi Controlling Moment: 7271 ft -Ib 4.0 ft from left support LL = 17.9 Created by combining all dead and live loads. DL = Controlling Shear: -3635 Ib Tributary Width: At support. 2 ft Created by combining all dead and live loads. WALL = Comparisons with required sections: Read Provided Section Modulus: 74.65 in3 77.15 in3 Area (Shear): 24.24 int 40.25 in2 Moment of Inertia (deflection): 98.14 in4 443.59 in4 Moment: 7271 ft -Ib 7514 ft -Ib Shear: -3635 lb 6038 lb rwvr L%JMy1 w LENGTHS AND LOADS Adjusted Beam Length: Side One: 8 ft Beam Self Weight: Roof Live Load: LL = 17.9 psf Roof Dead Load: DL= 15 psf Tributary Width: TW = 24 ft Side Two: 909 plf Roof Live Load: LL = 17.9 psf Roof Dead Load: DL = 15 psf Tributary Width: TW = 2 ft Wall Load: WALL = 0 Non -Snow Roof Loaded Area: RLA = 208 plf SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 8 ft Beam Self Weight: BSW = 9 plf Beam Uniform Live Load: wL = 464 plf Beam Uniform Dead Load: wD_adj = 445 plf Total Uniform Load: wT = 909 plf