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Specifications (52) \N\STa�� - cjc Sage Built Homes NW RECEIVED MAR l b 2018 Structural Calculations BUILDING D v SION Ash Creek, Plan 2168 Tigard, OR Structural analysis and design for a new three story single-family residence. REVIEWED BY: Dennis Heier, PE March 2, 2018 Project No: 1845 , 0 General Information and Design Criteria Site Information: Location= Tigard,OR Site Latitude= 45.431229 Site Longitude= -122.771486 Ss= 0.972 g 51= 0.423 g Response Modification Factor,R= 6.5 System Overstrength Factor,W= 2.0 Deflection Amplification Factor,Cd= 4.0 Structure Geometry: Dead Loads: Structure Heights: Roof: Overall Structure Height= 33.00 ft Asphalt Shingles 3 psf Mean Roof Height,h= 31.75 ft Y"Plywood Sheathing 2 psf Wood Roof Framing 5 psf 3rd Floor Wall Heights= 10.00 ft %"Gypsum Finishes 2.5 psf 3rd Floor Depth= 12.00 in Miscellaneous 2.5 psf 2nd Floor Wall Heights= 9.00 ft Roof Dead Load= 15 psf 2nd Floor Depth= 12.00 in 1st Floor Wall Heights= 8.00 ft Floors: Foundation to 1st Floor Walls= 6.00 in Flooring(subfloor/carpet/tile) 5 psf 3"Plywood Sheathing 2.8 psf Top of 3rd Floor Walls= 30.50 ft (Eave Height) %"Gypsum Finishes 2.5 psf Top of 2nd Floor Walls= 21.00 ft Wood Floor Framing 2 psf Top of 1st Floor Walls= 8.50 ft Lights and Mechanical 2 psf Insulation 1.5 psf Roof Slope: Miscellaneous 2.2 psf Floor Dead Load= 18 psf Roof Slope= 4 :12 Exterior Walls: Plan Lengths and Areas: Horizontal Lap Siding 2 psf 34"Plywood Sheathing 2 psf Max Length,L= 40 ft 2x6 Studs @ 16"oc 3 psf Max Width,W= 24 ft 5'''/"Insulation 2.75 psf %"Gypsum Finishes 2.5 psf of= AR" 1,085 ft2 Miscellaneous 0.75 psf Aupper Floor= 953 ft2 Exterior Wall Dead Load= 13 psf AMainFloor= 890 ft2 Partition Walls: Perimeter of the Roof= 128 ft Y."Gypsum Finishes 2.5 psf Perimeter of the Floor= 128 ft 2x4 Studs @ 16"oc 2 psf Perimeter of the Floor= 128 ft 3A"Insulation 1.75 psf %"Gypsum Finishes 2.5 psf Live Loads: Miscellaneous 0.25 psf Roof= 25 psf Partition Wall Dead Load= 9 psf Floor= 40 psf Structure Dead Load: WRppf= 16,275 lb Ward Floor— 17,154 lb Wznd Floor= 16,020 lb Ward walls= 19,570 lb W2nd Walls= 17,549 lb WtstWalls= 15,715 lb 1/48 it >i Lateral Design-Main Wind Force Resisting System-Method 1 *Note:Lateral Design performed according to the ASCE 7-10,IBC 2012 and 2012 International Transverse Longitudinal Building Code ultimate design criteria as adopted by the OSSC PaS0 Ps AK‘,IP,30 Pao P,=AK,LIP,3o Location:Tigard,OR (psi) (psi) (psi) (psi) Wind Velocity,V= 120 mph A 17.27 17.97 12.80 13.32 Exposure= B Cladding B -4.92 0.00 -6.70 0.00 Bldg Classification= II 24.1 C 11.52 11.99 8.50 8.84 Roof Type= Gable D -2.73 0.00 -4.00 0.00 Roof Height,h,= 33.00 feet E -15.40 -16.02 -15.40 -16.02 Eave Height,he= 30.50 feet F -10.51 -10.94 -8.80 -9.16 Building Width,W= 24 feet G -10.70 -11.13 -10.70 -11.13 Building Length,L= 40 feet H -7.97 -8.30 -6.80 -7.08 Roof Rise,y= 4 Roof Run,x= 12 Roof Angle,0= 18.4 ' Mean Roof Ht,h= 31.75 feet a=0.4*h 12.7 Adjustment Factor,I= 1.04 a=0.1*L 3 Importance Factor,I= 1.00 2a= 6 Topo.Factor,Kzt= 1 Transverse Direction (Controls) 3rd Floor Wall Heights= 10 ft 2nd Floor Wall Heights= 9 ft 1st Floor Wall Heights= 8 ft Roof to 3rd Foor Trib Parapet Wa= 17.97 psf 5 + 17.97 psf 2.5 135 plf Wb= 11.99 psf 5 + 11.99 psf 2.5 90 plf 3rd to 2nd Floor Wa= 17.97 psf 9.5 171 plf Wb= 11.99 psf 9.5 114 plf 2nd to 1st Floor Wa= 17.97 psf 8.5 153 plf Wb= 11.99 psf 8.5 102 plf 2/48 . k r 1/8/2018 Design Maps Summary Report MILEGS Design Maps Summary Report User-Specified Input Building Code Reference Document ASCE 7-10 Standard nzh utii(zes USGS haza:-d data available in 2008) Site Coordinates 45.43123°N, 122.77149°W Site Soil Classification Site Class D — "Stiff Soil" Risk Category I/II/III j-fillora `Portland Gres Beaverton io Tigan • .., Lake Oswego . r e, Tualatin `' Sherwood /y' • E 3 F..,g Oregon City <7 USGS-Provided Output SS = 0.972 g SMS = 1.080 g Sns = 0.720 g Sl = 0.423 g SM1 = 0.667 g S01 = 0.445 g For information on how the SS and S1 values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. M EN Response S7ec°,.0*n Design Response Spectrum a — 0.99 — an are — '0"M a pie ° ass ° are Cl.4.4 4I2 0.33 024 — C122 O.16 0.001 I 1 I I I 1 I I i aaa i I I I I I I I I I C3.00 azi 040 L100 097 IJ0] ..... F_4 1.67 t_90 tau OCE 02e ao7 e.Ei7 CL I 1.07 1.23 1A0 LSO LBO 2.03 Pei-iod,T(sec) Period,T(see) For PGAM, T, CRS, and CR,values, please view the detailed report. Although this information is a product of the U.S.Geological Survey, we provide no warranty,expressed or implied, as to the accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge. 3/48 https://earthquake.usgs.gov/cn2/designmaps/us/summary.php?template=minimal&latitude=45.431229&longitude=-122.771486&siteclass=3&riskcateg... 1/1 1/8/201b Design Maps Detailed Report RP sGs Design Maps Detailed Report ASCE 7-10 Standard (45.43123°N, 122.77149°W) Site Class D - "Stiff Soil", Risk Category I/II/III Section 11.4.1 — Mapped Acceleration Parameters Note: Ground motion values provided below are for the direction of maximum horizontal spectral response acceleration. They have been converted from corresponding geometric mean ground motions computed by the USGS by applying factors of 1.1 (to obtain Ss) and 1.3 (to obtain Si). Maps in the 2010 ASCE-7 Standard are provided for Site Class B. Adjustments for other Site Classes are made, as needed, in Section 11.4.3. From Figure 22-1E11 Ss = 0.972 g From Figure 22-2(2] S1 = 0.423 g Section 11.4.2 — Site Class The authority having jurisdiction (not the USGS), site-specific geotechnical data, and/or the default has classified the site as Site Class D, based on the site soil properties in accordance with Chapter 20. Table 20.3-1 Site Classification Site Class vs N or Nch s„ A. Hard Rock >5,000 ft/s N/A N/A B. Rock 2,500 to 5,000 ft/s N/A N/A C. Very dense soil and soft rock 1,200 to 2,500 ft/s >50 >2,000 psf D. Stiff Soil 600 to 1,200 ft/s 15 to 50 1,000 to 2,000 psf E. Soft clay soil <600 ft/s <15 <1,000 psf Any profile with more than 10 ft of soil having the characteristics: • Plasticity index PI> 20, • Moisture content w >_ 40%, and • Undrained shear strength s„ < 500 psf F. Soils requiring site response See Section 20.3.1 analysis in accordance with Section 21.1 For SI: lft/s = 0.3048 m/s llb/ft2 = 0.0479 kN/m2 4/48 https://earthquake.usgs.gov/cn2/designmaps/us/report.php?template=minimal&latitude=45.431229&longitude=-122.771486&siteclass=3&riskcategory... 1/6 I'x A 1/8/2018 Design Maps Detailed Report Section 11.4.3 - Site Coefficients and Risk-Targeted Maximum Considered Earthquake (MCEja) Spectral Response Acceleration Parameters Table 11.4-1: Site Coefficient Fa Site Class Mapped MCE R Spectral Response Acceleration Parameter at Short Period SS <_ 0.25 SS = 0.50 SS = 0.75 Ss = 1.00 Ss >_ 1.25 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of SS For Site Class = D and SS = 0.972 g, Fa = 1.111 Table 11.4-2: Site Coefficient F, Site Class Mapped MCE R Spectral Response Acceleration Parameter at 1-s Period S1 <_ 0.10 S1 = 0.20 S1 = 0.30 S1 = 0.40 S1 ? 0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.7 1.6 1.5 1.4 1.3 D 2.4 2.0 1.8 1.6 1.5 E 3.5 3.2 2.8 2.4 2.4 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of S1 For Site Class = D and S1 = 0.423 g, F„ = 1.577 5/48 https://earthquake.usgs.gov/cn2/designmaps/us/report.php?template=minimal&latitude=45.431229&longitude=-122.771486&siteclass=3&riskcategory... 2/6 1/8/201 Design Maps Detailed Report Equation (11.4-1): SMS = FaSs = 1.111 x 0.972 = 1.080 g Equation (11.4-2): SM1 = F,S, = 1.577 x 0.423 = 0.667 g Section 11.4.4 — Design Spectral Acceleration Parameters Equation (11.4-3): SDS = 2/ Sa,S = 2/3 X 1.080 = 0.720 g Equation (11.4-4): SD1 = 2/3 SM1 = 2/3x 0.667 = 0.445 g Section 11.4.5 — Design Response Spectrum From Figure 22-12[3] T, = 16 seconds Figure 11.4-1: Design Response Spectrum T<T0:S,=SD,(0.4+0.6T/To) ToSTSTa:S.=Sps Ts<T5TL:S`=S61/T T>TL:S,=SD,T1/T' a SD,-a.a45 - Y a To-a124 Ts.0.e 18 1.00 C Panod.T(sec) 6/48 https://earthquake.usg s.gov/cn2/desig nmaps/us/report.php?template=minimal&latitude=45.431229&longitude=-122.771486&siteclass=3&riskcategory... 3/6 1/8/2018 Design Maps Detailed Report d Section 11.4.6 — Risk-Targeted Maximum Considered Earthquake (MCER) Response Spectrum The MCER Response Spectrum is determined by multiplying the design response spectrum above by 1.5. 1 u ___. _..._..._.___.....__. '*r r 5,-0.667 i V V t t r I r t r Tc.*x.124 i; a618 1.a7, Pen ,r(see) 7/48 https://earthquake.usgs.gov/cn2/desig nmaps/us/report.p hp?template=minima I&latitude=45.431229&long itude=-122.771486&sitecl ass=3&ris kcategory... 4/6 tk 1/8/201'8 Design Maps Detailed Report Section 11.8.3 - Additional Geotechnical Investigation Report Requirements for Seismic Design Categories D through F From Figure 22-7[4] PGA = 0.425 Equation (11.8-1): PGA,, = FPGAPGA = 1.075 x 0.425 = 0.457 g Table 11.8-1: Site Coefficient FPGA Site Mapped MCE Geometric Mean Peak Ground Acceleration, PGA Class PGA <_ PGA = PGA = PGA = PGA >_ 0.10 0.20 0.30 0.40 0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of PGA For Site Class = D and PGA = 0.425 g, FPGA = 1.075 Section 21.2.1.1 - Method 1 (from Chapter 21 - Site-Specific Ground Motion Procedures for Seismic Design) From Figure 22-17[5] Cas = 0.897 From Figure 22-18[6] CR1 = 0.871 8/48 https://ea rthg uake.usgs.g ov/cn2/design maps/us/report.php?template=minimal&latitude=45.431229&longitude=-122.771486&siteclass=3&riskcategory... 5/6 1/8/2018 Design Maps Detailed Report • • Section 11.6 — Seismic Design Category Table 11.6-1 Seismic Design Category Based on Short Period Response Acceleration Parameter RISK CATEGORY VALUE OF Sps I or II III IV Sps < 0.167g A A A 0.167g <_ Sps < 0.33g B B C 0.33g <_ Sps < 0.50g C C D 0.50g <_ SDS D D D For Risk Category = I and Sips= 0.720 g, Seismic Design Category = D Table 11.6-2 Seismic Design Category Based on 1-S Period Response Acceleration Parameter RISK CATEGORY VALUE OF SDI I or II III IV SDI < 0.067g A A A 0.067g <_ SpI < 0.133g B B C 0.133g <_ Sp1 < 0.20g C C D 0.20g <_ SDI. D D D For Risk Category = I and S01 = 0.445 g, Seismic Design Category = D Note: When S1 is greater than or equal to 0.75g, the Seismic Design Category is E for buildings in Risk Categories I, II, and III, and F for those in Risk Category IV, irrespective of the above. Seismic Design Category - "the more severe design category in accordance with Table 11.6-1 or 11.6-2" = D Note: See Section 11.6 for alternative approaches to calculating Seismic Design Category. References 1. Figure 22-1: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-1.pdf 2. Figure 22-2: https://earthquake.usgs.gov/hazardsJdesignmaps/downloads/pdfs/2040_ASCE-7_Figure_22-2.pdf 3. Figure 22-12: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-12.pdf 4. Figure 22-7: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-7.pdf 5. Figure 22-17: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-17.pdf 6. Figure 22-18: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-18.pdf 9/48 https://earthquake.usgs.gov/cn2/designmaps/us/report.php?template=minimal&latitude=45.431229&longitude=-122.771486&siteclass=3&riskcategory... 6/6 r Seismic Lateral Design Analysis Directionally Independent: Design Parameters: Allowable Story Drift: Structural Use Group= I 2nd Floor Allowable Drift,Aa= 3 in Importance Factor,IE= 1.00 Site Class= D Spectral Response Acceleration: Site Coefficients: Ss= 97.2 %g Fa= 1.11 Si= 42.3 %g Fv= 1.58 SMS=Ss Fa= 108.0 %g Seismic Design Category: SMf=S1 Fv= 66.7 %g SDC(SDs)= D SDC(Sol)= D SDS=%SMS= 72.0 %g SDC(Si)= A SDt=%SMI= 44.5 %g Controlling Case-3 D 0.2 SDs/1.4= 10.3 %g Vertical Distribution Factor: (hx)x Wx Level k hx (hx)k wx (hx)k Wx Cvx= Y(h Roof 1 30.50 30.50 26,060 794,822 0.436 3rd Floor 1 21.00 21.00 35,713 749,979 0.412 2nd Floor 1 8.50 8.50 32,652 277,542 0.152 1(hx)k Wx= 1,822,344 Directionally Dependent: Design Factors: Response Modification Factor,R= 6.5 System Overstrength Factor,I/= 2.0 Deflection Amplification Factor,Cd= 4.0 Seismic Response Coefficient: Cs=SDS/1.4(R/I)= 7.91 % .—Controls Cs<_SDI/1.4[Tx(R/I)]= Cs>0.044SDsI/1.4= 2.26 % SDC=E or F-3CS>(0.5 Si)/1.4(R/I) = 2.32 % Base Shear: Vertical Distribution: V=Cs W@ Roof Diaphragm= 2,062 lb VRoof=CvRoof VBase= 3,258 lb V=CS Wrg 3rdDiaphragm= 2,825 lb VRoof=Cv2ndVBase= 3,074 lb V=Cs W@ 2nd Diaphragm= 2,583 lb Vend=cane VBase= 1,138 lb VBase=CS WTotal= 7,470 10/48 L A-7E4101, A^Pft4A5.LC . — ...5 ts4 1,\ ''? 8 Jowl , _ ,_ am . , i 1111.111 , __ El — '3 -j--11 '' :: 11 li ::: I ! 1 - I I I :1 1 1 I‘1 14 4411 I : I I - 1 I I 11 I 11 il III 1 ! r 1 kp to n o ' I '#,IL 0' . = Mi 02 ,, 11--1, -ta . 41 I t "Al .1' 1 I _4111111 I I I Ili 1 I 111 !1 1 1•I I 1.. 0. . ei. 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Height SHEAR (Wind) (Seismic) H L SU Ho (Ib) (Ib) (ft) (Ib) (lb) (ft) (ft) (9) (9) 'Roof to Upper Floor Line A 1350 480 1441 AR-1 36.0 1.00 1350 _ 1441 10 36 28.0 6.67 0.000 0 0 00 0 000 0 0 0 Total 360 1.00 1350 1441 Una B 1350 480 1441 BR-1 21.5 1.00 1350 14418 215 19.5 6.67 0000 0 0 000 0 0 0 0.00 0 0 0 Total 21.5 1.00 1350 1441 Lina) 2070 480 1441 1R-1 14.5 1.00 2070 14418 145 8.5 6.67 0000 0 0 0000 0 0 0.00 0 0 0 Total 14.5 100 2070 1441 Line 4 2070 480 1441 45-1 16.75 100 2070 1441 10 16.75 6.75 6.67 0.00 0 0 0 0.000 0 0 000 0 0 0 Total 16.75 100 2070 1441 Upper to Main Floor INPUT INTO PERF SPREADSHEET SHEAR Sesimic SHEAR WALL WALL RATIO OF SHEAR ALONG SHEAR ALONG Height of Total Length Sum of Full Max Opening ALONG LINE (Trib) (Seismc) IDEN. LENGTH TOTAL WALL WALL Wall of Wall Height Sheath. Height SHEAR (Wind) (Seismic) H L SU Ho (lb) (Ib) (ft) (Ib) (lb) (9) (ft) (ft) (ft) Line 1710 480 1548 AM-1 30 100 3060 29909 30 26 6.67 Shear Above 1,350 1441 0.00 0 0 0 Total Shear 3060 2990 0.00 0 0 0 000 0 0 0 Total 30 100 3060 2990 Line 1710 480 1548 BM-1 21.5 1.00 3060 29909 21.5 135 6.67 Shear Above 1,350 1441 0.00 0 0 0 Total Shear 3060 2990 0.000 0 0 0.000 0 0 Total 21.5 1.00 3060 2990 Une 1 2622 480 1548 1M-1 14.5 100 4692 2990 9 14.5 14.5 Shear Above 2,070 1441 0000 0 0 Total Shear 4692 2990 0.00 0 0 0 0.000 0 0 Total 14.5 100 4692 2990 Una 4 2622 480 1548 4M-1 16.75 1.00 4692 2990 9 16.75 16.75 Shear Above 2,070 1441 0.00 0 0 0 Total Shear 4692 2990 0.00 0 0 0 0.000 0 0 Total 16.75 1.00 4692 2990 Main Floor to Lower INPUT INTO PERF SPREADSHEET SHEAR Sesimic SHEAR WALL WALL RATIO OF SHEAR ALONG SHEAR ALONG Height of Total Length Sum of Full Max Opening ALONG LINE (Trib) (Seismc( IDEN. LENGTH TOTAL WALL WALL Wall of Wall Height Sheath. Height SHEAR (Wind) (Seismic) H L SU Ho (Ib) (Ib) (R) (Ib) (Ib) (ft) (ft) (ft) (ft) Line 1530 4811 1548 AL-1 31 1.00 4590 4538B 31 31 Shear Above 3,060 2990 ---- - 0.00 0 -- - O - 0 Total Shear 4590 4538 000 0 0 0 000 0 0 0 Total 31 1.00 4590 4538 UneB 1530 480 1548 BL-1 14.5 100 4590 95388 14.5 145 Shear Above 3,060 2990 0.00 0 0 0 Total Shear 4590 4538 0.00 0 0 0 0.00 0 0 0 Total 14.5 1.00 4590 4538 Une1 1020 168 542 11-1 3.5 0.27 1538 9538 3.5 3.5 Shear Above 4,692 2990 1L-2 9.5 0.73 4174 25818 95 9.5 Total Shear 5712 3532 0.00 0 0 0 0.00 0 0 0 Total 13 1.00 5712 3532 Line ]]85 420 1355 2L-1 10.75 100 1785 13558 10.75 10.75 Shear Above 000 0 0 0 Total Shear 1785 1355 000 0 0 0 0.00 0 0 0 Total 10.75 100 1785 1355 Linea 1781 372 1200 31-1 1.25 050 891 6004 1.25 1.25 Shear Above 3L-2 1.25 050 891 6004 1.25 1.25 Total Shear 1782 1200 000 0 0 0 000 0 0 0 Total 25 100 1782 1200 13/48 co r ,- -.. uo Ma,a9-0,-0.40. IMlO•919°••14110•o»naaa>wuIl.4.s emonw tun.. «. 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EL'0 6'0 Ef09 09'0 4'0 0 609 / 11 i S50 CS'0 [000 Y0 �% '4 :FoEG 0 LC 0 666 ` %�, COI 9x91, 919 a EE vs % ass.aeaxa 4atm Dane IoAax Is/uad0w •0 os 1 °,1.00essohY M.A.•„15 i L t 5002 Mel HTL uep loo q gatl.a110Baeaf 1 „„M.9x OaLY901Ha.Asoo Ld;;�,r Force Transfer Around Opening (FTAO) Diekmann Method @ Mainr Floor Line 1 -1M-1 L1 = 2.Oft L0= 8.0 ft L2= 4.5 ft V= 4.69 k vA= -302 plf VD= 832 plf vF= -302 plf hu= 1.0 ft F1 = 2.05 k F2= 4.61 k vB= 722 plf v0= 722 plf h0= 5.5 ft F1= 2.05k F2= 4.61k -* -* h = 2.5 ft vo= -302 plf vE= 832 plf vH= -302 plf H= 2.91k H= 2.91k H= (4.69k *9.0ft) /14.5 ft= 2.91 k vh= 4.69 k/ 6.5 ft= 722 plf v„= 2.91 k/ 3.5 ft= 832 plf Use:Type S2 Shearwall F= 832 plf* 8.00 ft= 6.66 k F1= (6.66 k* 2.0 ft)/ 6.5 ft= 2.05 k Use: Cont.Simpson CMST14 STRAP F2= (6.66k* 4.5 ft)/ 6.5 ft= 4.61 k T+C Couple after Dead Load is applied for holdown requirements MR= [( 18psf* 12 ft+ 13psf* 9.0 ft) * (14.5 ft)^2 *0.6/2] +(0.0ft *5001b)= 9.65 kft T= 2.91 kft- (9.65 kft /14.5 ft) =2.25 k +3.18k= 5.43 k Use:Type CMST14 Strap 00 Force Transfer Around Opening (FTAO) Diekmann Method @ Main Floor Line 4-4M-1 L� = 3.3ft Lo= 10.3ft L2= 3.3 ft V= 4.69 k vA= -603 plf vp= 840 plf vF= -603 plf hu= 1.0 ft F� = 4.31k F2= 4.31k v8= 722 plf vG= 722 plf ho= 6.0 ft F1 = 4.31k F2= 4.31k h�= 2.0 ft v0= -603 plf vE= 840 plf vH= -603 plf T H= 2.52k H= 2.52k H= (4.69k *9.0ft) /16.8 ft= 2.52 k vh= 4.69 k/ 6.5 ft= 722 plf = 2.52 k/ 3.0 ft= 840 plf Use:Type S2 Shearwall F= 840 plf* 10.25 ft= 8.61 k F1= (8.61 k* 3.3 ft)/ 6.5 ft= 4.31 k Use: Cont.Simpson CMSTCI6 STRAP F2= (8.61 k* 3.3 ft)/ 6.5 ft= 4.31 k T+C Couple after Dead Load is applied for holdown requirements MR= [( 18psf* 2 ft+ 13psf* 9.0 ft) * (16.8 ft)^2 *0.6/2] +(0.0 ft *5001b)= 12.88 kft T= 2.52 kft- (12.88 kft /16.8 ft) =1.75 k +4.04k= 5.80 k Use: Type CMST14 Strap COCO Force Transfer Around Opening (FTAO) Diekmann Method @ Lower Floor Line B-BL-1 L1 = 8.Oft Lo= 2.0 ft L2= 4.O ft V= 4.59 k vA= 295 plf vp= 525 plf vF= 295 plf hu= 1.0 ft Fi = 0.70k F2= 0.35k v13= 383If v�= 383 plf h0= 3.0 ft Fi = 0.70k F2= 0.35k -3 -3 hi_= 4.0 ft vo= 295 plf vE= 525 plf vH= 295 plf T H = 2.62k H= 2.62k H= (4.59k *8.0ft) /14.0 ft= 2.62 k vh= 4.59 k/ 12.0 ft= 383 plf v„= 2.62 k/ 5.0 ft= 525 plf Use:Type S2 Shearwall F= 525 plf* 2.00 ft= 1.05 k F1 = ( 1.05 k* 8.0 ft)/ 12.0 ft= 0.70 k Use:Cont.Simpson CS18 STRAP F2= (1.05 k* 4.0 ft)/ 12.0 ft= 0.35 k T+C Couple after Dead Load is applied for holdown requirements MR= [( 18psf* 14 ft+ 13psf* 8.0 ft)* (14.0 ft)^2 *0.6/2] +(0.0 ft *5001b)= 10.35 kft T= 2.62 kft- (10.35 kft /14.0 ft) =1.88 k +2.76k= 4.64 k Use:Type Simpson HDU8 Anchor V A 03 HDM-1 HDM-1 BM-3 �� I I I-11 11 i I `1L -711ril11 Tri W I 1 I I I I I I I I I I I I I I I OL 1 11 _� 1111 ML----- `" 1K III 111111"I 111 1111 ID _ W 1111 I I I I I I IIIIIIIIIIIIIII I d II Bnn-a11 !-=t—t7 F�F_h_� I I I_Ilr —t'i.±41 I I I I_— _ ;," � 1 61 N 1 1 1 1 1 1 1 � -_—— i; — -- W IIl I v it iiiii1-FI 1 1 co _0 - ,_ I' nIT1� II I 1—+ar1-:' " 11 11 6' '_ L JJ-u' — 111 \1111 TI-- --� --- 1 __11-1-Li111 ----IL- -.1ag -- ——, BM-3 HDM-1 HDM-2 HDR-1 r HDR-1 i ' eir 1 1 I 1 1 I' 1 t • 1 1 I 1 1 I - VIM I111 � - Io,f- — — III IIr_ I I , — w 701._ - .!T J__1__L=J�-1� �A I _A —I-- i I I I _;__ _ {� I I I I �I11k " 1--=- 'pr„ 1 1 t v HDR 1` r i ;; ; #� 111 I HH I I _ , l IT ry l 1 Ii I I I 1iPP4 1HDR2 itii n._ -- HDR-1��.T 18/48 1 ♦1 A i i r_.., I LF J yG 1 ..,I1 1 i H: i ri I f - i MB 1 1 1 d t rI 1 1 I �� 1`rIr 1. L gP { .+I` I■ I L - _-__- -. - L_-I .1__-J MBM-4 1--J- W _w I_� _H.,-1 E co— 1°' - - --L1----HDL-1+ 11 E --11---- _ : fir rrr�-t -.�� 1MBM4 ; i 'lilt HSL-2'1'_ MBM1=—� 1 i,I I I I : .W_...p., -I�_I'Q---- 1 1 1 1 1 1 k-I r I I I I 1 1 1 1 LA,--.-'“111.11' milli itsukai N--I il_-_� LL`LLijJ __.. y�L___JL___ -- • HDL-1 HDL-1 19/48 • Project:Gravity Calcs f:--- StruCalc 9.0 page Location:FJ-1 Floor Joist - „ of [2015 International Building Code(2015 NDS)] RFPI-400/11.875-Roseburg Forest Products x 16.5 FT @ 19.2 O.C. Section Adequate By:6.2% StruCalc Version 10.0.1.5 1/23/2018 6:21:11 PM Controlling Factor:Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.36 IN U554 Dead Load 0.16 in Total Load 0.52 IN L/382 Live Load Deflection Criteria:L/480 Total Load Deflection Criteria:L/360 REACTIONS A Live Load 528 lb 528 lb Dead Load 238 lb 238 lb Total Load 766 lb 766 lb Bearing Length 5.50 in 3.50 in Web Stiffeners No No SUPPORT LOADS A Live Load 330 plf 330 plf 16.5 ft Dead Load 149 If 149 plf P Total Load 479 plf 479 plf I-JOIST PROPERTIES JOIST DATA Center RFPI-400/11.875-Roseburg Forest Products Span Length 16.5 ft Base Values Adjusted Unbraced Length-Top 0 ft Moment Cap: Mcap= 4315 ft-lb Mcap'= 4315 ft-lb Unbraced Length-Bottom 0 ft Cd= 1.00 Floor sheathing applied to top of joists-top of joists fully braced. Shear Stress: Vcap= 1420 lb Vcap'= 1420 lb Floor Duration Factor 1.00 Cd=1.00 Reaction A: Rcap= 1380 lb Rcap'= 1380 lb JOIST LOADING Reaction B: Rcap= 1380 lb Rcap'= 1380 lb Uniform Floor Loading Center Live Load LL= 40 psf E.I.: El= 330 lb-in2 El'= 330 lb-int Dead Load DL= 18 psf Total Load TL= 58 psf Controlling Moment: 3158 ft-lb TLAdj.For Joist Spacing wT= 92.8 plf 8.25 Ft from left support of span 3(Right Span) Created by combining all dead and live loads. Controlling Shear: -766 lb 16.0 Ft from left support of span 2(Center Span) Created by combining all dead and live loads. Comparisons with required sections: Req'd Provided E.I.: 311 in2-Ib E6 330 in2-lb xE6 Moment: 3158 ft-lb 4315 ft-lb Shear: -766 lb 1420 lb 20/48 • Project:Gravity Calcs # StruCalc 9.0 page Location:HDR-1 Roof Beam of [2015 International Building Code(2015 NDS)1 3.5 IN x 7.25 IN x 6.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.5 1/23/2018 6:21:11 PM Section Adequate By:42.5% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.05 IN L/1351 Dead Load 0.03 in Total Load 0.09 IN L/819 Live Load Deflection Criteria:L/240 Total Load Deflection Criteria:U180 REACTIONS A Live Load 975 lb 975 lb Dead Load 633 lb 633 lb Total Load 1608 lb 1608 lb Bearing Length 0.74 in 0.74 in BEAM DATA Span Length 6 ft _._...___..__.._._ _ _ , . _. a Unbraced Length-Top 0 ft • BR Unbraced Length-Bottom 0 ft Roof Pitch 4 :12 Roof Duration Factor 1.15 ROOF LOADING MATERIAL PROPERTIES Side One: #2-Douglas-Fir-Larch Roof Live Load: LL= 25 psf Base Values Adjusted Roof Dead Load: DL= 15 psf Bending Stress: Fb= 900 psi Fb'= 1346 psi Tributary Width: TW= 13 ft Cd=1.15 CF=1.30 Side Two: Shear Stress: Fv= 180 psi Fv'= 207 psi Roof Live Load: LL= 0 psf Cd=1.15 Roof Dead Load: DL= 0 psf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Tributary Width: TW= 0 ft Comp.L to Grain: Fc-L= 625 psi Fc-L'= 625 psi Wall Load: WALL= 0 plf Controlling Moment: 2412 ft-lb SLOPE/PITCH ADJUSTED LENGTHS AND LOADS 3.0 ft from left support Created by combining all dead and live loads. Adjusted Beam Length: Ladj= 6 ft Controlling Shear: 1608 Ib Beam Self Weight: BSW= 6 plf At support. Beam Uniform Live Load: wL= 325 plf Beam Uniform Dead Load: wD_adj= 211 plf Created by combining all dead and live loads. Total Uniform Load: wT= 536 plf Comparisons with required sections: Req'd Provided Section Modulus: 21.51 in3 30.66 in3 Area(Shear): 11.65 in2 25.38 in2 Moment of Inertia(deflection): 24.42 in4 111.15 in4 Moment: 2412 ft-lb 3438 ft-lb Shear: -1608 lb 3502 lb 21/48 Project:Gravity Calcs StruCalc 9.0 page Location:HDR-3 y= M / Roof Beam $ of [2015 International Building Code(2015 NDS)] :.'.'.:" 5.51N x 11.5 IN x 10.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.5 1/23/2018 6:21:11 PM Section Adequate By:37.9% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.09 IN U1325 Dead Load 0.06 in Total Load 0.15 IN U801 Live Load Deflection Criteria:U240 Total Load Deflection Criteria:L/180 REACTIONS A Live Load 1650 lb 1650 lb Dead Load 1091 lb 1091 lb Total Load 2741 lb 2741 lb 1 2 Bearing Length 0.80 in 0.80 in BEAM DATA Span Length 10 ft Unbraced Length-Top 0 ft loft Unbraced Length-Bottom 0 ft Roof Pitch 4 :12 Roof Duration Factor 1.15 ROOF LOADING MATERIAL PROPERTIES Side One: #2-Douglas-Fir-Larch Roof Live Load: LL= 25 psf Base Values Adjusted Roof Dead Load: DL= 15 psf Bending Stress: Fb= 875 psi Fb'= 1006 psi Tributary Width: TW= 8 ft Cd=1.15 CF=1.00 Side Two: Shear Stress: Fv= 170 psi Fv'= 196 psi Roof Live Load: LL= 0 psf Cd=1.15 Roof Dead Load: DL= 0 psf Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Tributary Width: TW= 0 ft Comp.L to Grain: Fc- = 625 psi Fc-1'= 625 psi Wall Load: WALL= 0 plf Controlling Moment: 7373 ft-lb SLOPE/PITCH ADJUSTED LENGTHS AND LOADS 5.0 ft from left support Adjusted Beam Length: Ladj= 10 ft Created by combining all dead and live loads. Controlling Shear: 2741 Ib Beam Self Weight: BSW= 14 plf At support. Beam Uniform Live Load: wL= 200 plf Beam Uniform Dead Load: wD_adj= 140 plf Created by combining all dead and live loads. Total Uniform Load: wT= 340 plf Comparisons with required sections: Req'd Provided POINT LOADS-CENTER SPAN Section Modulus: 87.92 in3 121.23 in3 Load Number One Two Area(Shear): 21.03 in2 63.25 in2 Live Load 650 lb 650 lb Moment of Inertia(deflection): 156.73 in4 697.07 in4 Dead Load 390 lb 390 lb Moment: 7373 ft-lb 10166 ft-lb Location 3 ft 7 ft Shear: -2741 lb 8244 lb 22/48 ' t • Project:Gravity Calcs 1StruCalc 9.0 page Location:HDR-2 Roof Beam or [2015 International Building Code(2015 NDS)] 5.5 IN x 11.5 IN x 5.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.5 1/23/2018 6:21:12 PM Section Adequate By:56.4% Controlling Factor:Moment ' DEFLECTIONS Center LOADING DIAGRAM Live Load 0.02 IN U3538 Dead Load 0.01 in Total Load 0.03 IN U2181 Live Load Deflection Criteria:L/240 Total Load Deflection Criteria:L/180 REACTIONS A B Live Load 2013 lb 2013 lb Dead Load 1268 lb 1268 lb Total Load 3281 lb 3281 lb 1 Bearing Length 0.95 in 0.95 in I BEAM DATA sf H� .; Span Length 5 ft rhru , #" '. ,. ,, .' , ,. -,! ,yrs✓ ,;; Unbraced Length-Top 0 ft S ft Unbraced Length-Bottom 0 ft Roof Pitch 4 :12 Roof Duration Factor 1.15 ROOF LOADING MATERIAL PROPERTIES Side One: #2-Douglas-Fir-Larch Roof Live Load: LL= 25 psf Base Values Adjusted Roof Dead Load: DL= 15 psf Bending Stress: Fb= 875 psi Fb'= 1006 psi Tributary Width: TW= 13 ft Cd=1.15 CF=1.00 Side Two: Shear Stress: Fv= 170 psi Fv'= 196 psi Roof Live Load: LL= 0 psf Cd=1.15 Roof Dead Load: DL= 0 psf Modulus of Elasticity: E= 1300 ksi E= 1300 ksi Tributary Width: TW= 0 ft Comp.1 to Grain: Fc-1= 625 psi Fc-1'= 625 psi Wall Load: WALL= 0 plf Controlling Moment: 6501 ft-lb SLOPE/PITCH ADJUSTED LENGTHS AND LOADS 2.5 ft from left support Adjusted Beam Length: Ladj= 5 ft Created by combining all dead and live loads. Beam Self Weight: BSW= 14 plf Controlling Shear: 3281 lb Beam Uniform Live Load: wL= 325 plf At support. Beam Uniform Dead Load: wD_adj= 219 plf Created by combining all dead and live loads. Total Uniform Load: wT= 544 plf Comparisons with required sections: Req'd Provided POINT LOADS-CENTER SPAN Section Modulus: 77.53 in3 121.23 in3 Load Number One Area(Shear): 25.17 in2 63.25 in2 Live Load 2400 lb Moment of Inertia(deflection): 57.53 in4 697.07 in4 Dead Load 1440 lb Moment: 6501 ft-lb 10166 ft-lb Location 2.5 ft Shear: 3281 lb 8244 lb 23/48 I ' Project:Gravity Calcs /,a StruCalc 9.0 page Location:HDM-1 i vi 4 Combination Roof And Floor Beam of [2015 International Building Code(2015 NDS)] 3.5 IN x 7.25 IN x 4.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.5 1/23/2018 6:21:12 PM Section Adequate By:71.9% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.02 IN L/2298 Dead Load 0.01 in Total Load 0.03 IN L/1482 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:U240 REACTIONS A B Live Load 1290 lb 1290 lb Dead Load 710 lb 710 lb Total Load 2000 lb 2000 lb Bearing Length 0.91 in 0.91 in BEAM DATA Center farSpan Length 4 ft ..- . �, :;;,, , .7 ..]'r.t.,'./._,,;',,, '.42,'c,;.-;,,,,„j ;i";/.Yr'.'m c2 s°. Unbraced Length-Top 0 ft 4K _ Roof Pitch 4 :12 Floor Duration Factor 1.00 Roof Duration Factor 1.15 ROOF LOADING Notch Depth 0.00 Side 1 Side 2 MATERIAL PROPERTIES Roof Live Load RLL= 25 psf 0 psf #2-Douglas-Fir-Larch Roof Dead Load RDL= 15 psf 0 psf Base Values Adjusted Roof Tributary Width RTW= 13 ft 0 ft Bending Stress: Fb= 900 psi Fb'= 1346 psi Cd=1.15 CF=1.30 FLOOR LOADING Shear Stress: Fv= 180 psi Fv'= 207 psi Side 1 Side 2 Cd=1.15 Floor Live Load FLL= 40 psf 0 psf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Floor Dead Load FDL= 18 psf 0 psf Comp.L to Grain: Fc-L= 625 psi Fc--- = 625 psi Floor Tributary Width FTW= 8 ft 0 ft Controlling Moment: 2000 ft-lb Wall Load WALL= 0 plf 2.0 ft from left support BEAM LOADING Created by combining all dead and live loads. Roof Uniform Live Load: wL-roof= 325 plf Controlling Shear: -2000 lb Roof Uniform Dead Load: wD-roof= 206 plf At support. Floor Uniform Live Load: wL-floor= 320 plf Created by combining all dead and live loads. Floor Uniform Dead Load: wD-floor= 144 plf Beam Self Weight: BSW= 6 plf Comparisons with required sections: Req'd Provided Combined Uniform Live Load: wL= 645 plf Section Modulus: 17.84 in3 30.66 in3 Combined Uniform Dead Load: wD= 355 plf Area(Shear). 14.49 in2 25.38 in2 Combined Uniform Total Load: wT= 1000 plf Moment of Inertia(deflection): 18 in4 111.15 in4 Moment: 2000 ft-lb 3438 ft-lb Shear: -2000 lb 3502 lb 24/48 I Project:Gravity Calcs "..,11,-,, StruCalc 9.0 page Location:HDM-2 Combination Roof And Floor Beam } ' of [2015 International Building Code(2015 NDS)] :.:.,= { 5.5 IN x 11.5 IN x 6.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.5 1/23/2018 6:21:12 PM Section Adequate By:73.7% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.02 IN L/3087 Dead Load 0.01 in Total Load 0.04 IN L/1909 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 1815 lb 1815 lb Dead Load 1126 lb 1126 lb Total Load 2941 lb 2941 lb 1 Bearing Length 0.86 in 0.86 in BEAM DATA Center Span Length 6 ft Unbraced Length-Top 0 ft 6ft Roof Pitch 4 :12 Floor Duration Factor 1.00 Roof Duration Factor 1.15 ROOF LOADING Notch Depth 0.00 Side 1 Side 2 MATERIAL PROPERTIES Roof Live Load RLL= 25 psf 0 psf #2-Douglas-Fir-Larch Roof Dead Load RDL= 15 psf 0 psf Base Values Adjusted Roof Tributary Width RTW= 13 ft 0 ft Bending Stress: Fb= 875 psi Fb'= 1006 psi Cd=1.15 CF=1.00 FLOOR LOADING Shear Stress: Fv= 170 psi Fv'= 196 psi Side 1 Side 2 Cd=1.15 Floor Live Load FLL= 40 psf 0 psf Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Floor Dead Load FDL= 18 psf 0 psf Comp.L to Grain: Fc-L= 625 psi Fc-1'= 625 psi Floor Tributary Width FTW= 2 ft 0 ft Controlling Moment: 5851 ft-lb Wall Load WALL= 0 plf 3.0 ft from left support BEAM LOADING Created by combining all dead and live loads. Roof Uniform Live Load: wL-roof= 325 plf Controlling Shear: 2941 lb Roof Uniform Dead Load: wD-roof= 206 plf At support. Floor Uniform Live Load: wL-floor= 80 plf Created by combining all dead and live loads. Floor Uniform Dead Load: wD-floor= 36 plf Beam Self Weight: BSW= 14 plf Comparisons with required sections: Req'd Provided Combined Uniform Live Load: wL= 405 plf Section Modulus: 69.78 in3 121.23 in3 Combined Uniform Dead Load: wD= 255 plf Area(Shear): 22.56 in2 63.25 in2 Combined Uniform Total Load: wT= 660 plf Moment of Inertia(deflection): 87.64 in4 697.07 in4 Moment: 5851 ft-lb 10166 ft-lb POINT LOADS-CENTER SPAN Shear: 2941 lb 8244 lb Load Number One -- Live Load 1200 lb Dead Load 720 lb Location 3 ft 25/48 I Project:Gravity Calcs f StruCalc 9.0 page Location:HDM-3 Uniformly Loaded Floor Beam of [2015 International Building Code(2015 NDS)] 3.5 IN x 7.25 IN x 10.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.5 1/23/2018 6:21:13 PM Section Adequate By:96.8% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.10 IN L/1186 Dead Load 0.05 in Total Load 0.15 IN L/781 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 400 lb 400 lb Dead Load 208 lb 208 lb Total Load 608 lb 608 lb Bearing Length 0.28 in 0.28 in BEAM DATA Center Span Length 10 ft Unbraced Length-Top 0 ft loft Floor Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES FLOOR LOADING #2-Douglas-Fir-Larch Side 1 Side 2 Base Values Adjusted Floor Live Load FLL= 40 psf 0 psf Bending Stress: Fb= 900 psi Fb'= 1170 psi Floor Dead Load FDL= 18 psf 0 psf Cd=1.00 CF=1.30 Floor Tributary Width FTW= 2 ft 0 ft Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Wall Load WALL= 0 plf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi BEAM LOADING Comp.1 to Grain: Fc- = 625 psi Fc-1'= 625 psi Beam Total Live Load: wL= 80 plf Beam Total Dead Load: wD= 36 plf Controlling Moment: 1519 ft-lb Beam Self Weight: BSW= 6 plf 5.0 ft from left support Total Maximum Load: wT= 122 plf Created by combining all dead and live loads. Controlling Shear: -608 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Req'd Provided Section Modulus: 15.58 in3 30.66 in3 Area(Shear): 5.06 in2 25.38 in2 Moment of Inertia(deflection): 34.17 in4 111.15 in4 Moment: 1519 ft-lb 2989 ft-lb Shear: -608 lb 3045 lb 26/48 • Project:Gravity Calcs StruCalc 9.0 page 046, Location:HDM-4 / Uniformly Loaded Floor Beam "g444* of [2015 International Building Code(2015 NDS)] :;::_ 3.5 IN x 7.25 IN x 3.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.5 1/23/2018 6:21:13 PM Section Adequate By:215.5% Controlling Factor:Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.00 IN L/7985 Dead Load 0.00 in Total Load 0.01 IN L/5460 Live Load Deflection Criteria:1/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 660 lb 660 lb Dead Load 305 lb 305 lb Total Load 965 lb 965 lb Bearing Length 0.44 in 0.44 in BEAM DATA Cen er .s w ugh ,, .,.y,. Span Length 3 ft Unbraced Length-Top 0 ft aft Floor Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES FLOOR LOADING #2-Douglas-Fir-Larch Side 1 Side 2 Base Values Adjusted Floor Live Load FLL= 40 psf 0 psf Bending Stress: Fb= 900 psi Fb'= 1170 psi Floor Dead Load FDL= 18 psf 0 psf Cd=1.00 CF=1.30 Floor Tributary Width FTW= 11 ft 0 ft Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Wall Load WALL= 0 plf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi BEAM LOADING Comp.l to Grain: Fc- L= 625 psi Fc--- = 625 psi Beam Total Live Load: wL= 440 plf Controlling Moment: 724 ft-lb Beam Total Dead Load: wD= 198 plf Controlling Beam Self Weight: BSW= 6 plf 1.5 ft from left m support Total Maximum Load: wT= 644 plf Created by combining all dead and live loads. Controlling Shear: 965 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Req'd Provided Section Modulus: 7.43 in3 30.66 in3 Area(Shear): 8.04 in2 25.38 in2 Moment of Inertia(deflection): 5.01 in4 111.15 in4 Moment: 724 ft-lb 2989 ft-lb Shear: 965 lb 3045 lb 27/48 project:Gravity Calcs StruCalc 9.0 page Location:BM-1 --'�,� Uniformly Loaded Floor Beam of [2015 International Building Code(2015 NDS)] '. ;. 1.75 IN x 11.875 IN x 8.0 FT 1.55E Timberstrand LSL-iLevel Trus Joist StruCalc Version 10.0.1.5 1/23/2018 6:21:13 PM Section Adequate By:181.3% Controlling Factor:Moment DEFLECTIONS Center LOADING j2jAr2RAM Live Load 0.06 IN L/1643 Dead Load 0.03 in Total Load 0.09 IN L/1112 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 960 lb 960 lb Dead Load 458 lb 458 lb Total Load 1418 lb 1418 lb Bearing Length 0.90 in 0.90 in BEAM DATA Center seetveSpan Length 8 ft Unbraced Length-Top 0 ft 8ft• Floor Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES FLOOR LOADING 1.55E Timberstrand LSL-iLevel Trus Joist Side 1 Side 2 Base Values Adjusted Floor Live Load FLL= 40 psf 0 psf Bending Stress: Fb= 2325 psi Fb'= 2327 psi Floor Dead Load FDL= 18 psf 0 psf Cd=1.00 CF=1 00 Floor Tributary Width FTW= 6 ft 0 ft Shear Stress: Fv= 310 psi Fv'= 310 psi Cd=1.00 Wall Load WALL= 0 plf Modulus of Elasticity: E= 1550 ksi E'= 1550 ksi BEAM LOADING Comp.L to Grain: Fc-L= 900 psi Fc-l'= 900 psi Beam Total Live Load: wL= 240 plf Beam Total Dead Load: wD= 108 plf Controlling Moment: 2836 ft-lb Beam Self Weight: BSW= 6 plf 4.0 ft from left support Total Maximum Load: wT= 354 plf Created by combining all dead and live loads. Controlling Shear: 1418 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Req'd Provided Section Modulus: 14.62 in3 41.13 in3 Area(Shear): 6.86 in2 20.78 in2 Moment of Inertia(deflection): 53.5 in4 244.21 in4 Moment: 2836 ft-lb 7977 ft-lb Shear: 1418 lb 4295 lb 28/48 Project:Gravity Calcs StruCalc 9.0 page Location:BM-2 Uniformly Loaded Floor Beam of [2015 International Building Code(2015 NDS)] . 1.75 IN x 11.875 IN x 8.0 FT 1.55E Timberstrand LSL-iLevel Trus Joist StruCalc Version 10.0.1.5 1/23/2018 6:21:14 PM Section Adequate By:714.0% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.02 IN L/4929 Dead Load 0.01 in Total Load 0.03 IN U3219 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 320 lb 320 lb Dead Load 170 lb 170 lb Total Load 490 lb 490 lb Bearing Length 0.31 in 0.31 in BEAM DATA Center Span Length 8 ft w r ' Unbraced Length-Top 0 ft 8 ft Floor Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES FLOOR LOADING 1.55E Timberstrand LSL-iLevel Trus Joist Side 1 Side 2 Base Values Adjusted Floor Live Load FLL= 40 psf 0 psf Bending Stress: Fb= 2325 psi Fb'= 2327 psi Floor Dead Load FDL= 18 psf 0 psf Cd=1.00 CF=1.00 Floor Tributary Width FTW= 2 ft 0 ft Shear Stress: Fv= 310 psi Fv'= 310 psi Cd=1.00 Wall Load WALL= 0 plf Modulus of Elasticity: E= 1550 ksi E'= 1550 ksi BEAM LOADING Comp.L to Grain: Fc-L= 900 psi Fc-L'= 900 psi Beam Total Live Load: wL= 80 plf Controlling Moment: 980 ft-lb Beam Total Dead Load: wD= 36 plf Beam Self Weight: BSW= 6 plf 4.0 ft from left support Total Maximum Load: wT= 122 plf Created by combining all dead and live loads. Controlling Shear: 490 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Req'd Provided Section Modulus: 5.05 in3 41.13 in3 Area(Shear): 2.37 in2 20.78 in2 Moment of Inertia(deflection): 18.21 in4 244.21 in4 Moment: 980 ft-lb 7977 ft-lb Shear: 490 lb 4295 lb 29/48 Project:Gravity Calcs it StruCalc 9.0 page Location:BM-3 Uniformly Loaded Floor Beam of [2015 International Building Code(2015 NDS)] ;:`; 1.75 IN x 11.875 IN x 5.5 FT 1.55E Timberstrand LSL-iLevel Trus Joist StruCalc Version 10.0.1.5 1/23/2018 6:21:14 PM Section Adequate By:554.8% Controlling Factor:Shear PEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN L/7585 Dead Load 0.00 in Total Load 0.01 IN L/5089 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 440 lb 440 lb Dead Load 216 lb 216 lb Total Load 656 lb 656 lb Bearing Length 0.42 in 0.42 in BEAM DATA Center Span Length 5.5 ft Unbraced Length-Top 0 ft 5.5ft Floor Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES FLOOR LOADING 1.55E Timberstrand LSL-iLevel Trus Joist Side 1 Side 2 Base Values Adjusted Floor Live Load FLL= 40 psf 0 psf Bending Stress: Fb= 2325 psi Fb'= 2327 psi Floor Dead Load FDL= 18 psf 0 psf Cd=1.00 CF=1.00 Floor Tributary Width FTW= 4 ft 0 ft Shear Stress: Fv= 310 psi Fv'= 310 psi Cd=1.00 Wall Load WALL= 0 plf Modulus of Elasticity: E= 1550 ksi E'= 1550 ksi BEAM LOADING Comp.J-to Grain: Fc- = 900 psi Fc-1'= 900 psi Beam Total Live Load: wL= 160 plf Controlling Moment: 902 ft-lb Beam Total Dead Load: wD= 72 plf 2.75 ft from left support Beam Self Weight: BSW= 6 plf Total Maximum Load: wT= 238 plf Created by combining all dead and live loads. Controlling Shear: -656 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 4.65 in3 41.13 in3 Area(Shear): 3.17 in2 20.78 in2 Moment of Inertia(deflection): 11.59 in4 244.21 in4 Moment: 902 ft-lb 7977 ft-lb Shear: -656 lb 4295 lb 30/48 Project:Gravity Calcs StruCalc 9.0 page Location: BM-4 Oa Multi-Span Floor Beam ti �~' of [2015 International Building Code(2015 NDS)] 3.5 IN x 11.875 IN x 28.0 FT(11 +5.5+11.5) 2.0 Rigidlam LVL-Roseburg Forest Products StruCalc Version 10.0.1.5 1/23/2018 6:21:15 PM Section Adequate By:79.5% Controlling Factor:Shear DEFLECTIONS Lefs Center Right LOADING DIAGRAM Live Load 0.11 IN L/1231 -0.03 IN L/2544 0.10 IN L/1421 Dead Load 0.05 in -0.01 in 0.04 in Total Load 0.16 IN L/846 -0.04 IN L/1835 0.14 IN L/978 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240 REACTIONS A B C D Live Load 1970 lb 5123 lb 4328 lb 1782 lb Dead Load 926 lb 2001 lb 1520 lb 838 lb Total Load 2896 lb 7124 lb 5848 lb 2620 lb 1 Uplift(1.5 F.S) 0 lb 0 lb -140 lb 0 lb Bearing Length 1.10 in 2.71 in 2.23 in 1.00 in Center Right BEAM DATA Lel �__. Span Length 11 ft 5.5 ft 11.5 ft11n _ 5.5 ft 11.5ft Y Unbraced Length-Top O ft O ft O ft Unbraced Length-Bottom 11 ft 5.5 ft 11.5 ft Floor Duration Factor 1.00 FLOOR LOADING Left Center Right Notch Depth 0.00 Floor Live Load FLL= 40 psf 40 psf 40 psf MATERIAL PROPERTIES Floor Dead Load FDL= 18 psf 18 psf 18 psf 2.0 Rigidlam LVL-Roseburg Forest Products Floor Tributary Width Side One TW1 = 9 ft 9 ft 9 ft Base Values Adjusted Floor Tributary Width Side Two TW2= 0 ft 0 ft 0 ft Bending Stress: Fb= 3100 psi Fb'= 2919 psi Wall Load WALL= 0 plf 0 plf 0 plf Cd=1.00 C1=0.94 CF=1.00 POINT LOADS-LEFT SPAN Shear Stress: Fv= 290 psi Fv'= 290 psi Load Number One Cd=1.00 Live Load 960 lb Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Dead Load 458 lb Comp.-L to Grain: Fc-1= 750 psi Fc-1'= 750 psi Location 6.5 ft *Load obtained from Load Tracker.See Summary Report for details. Controlling Moment: -7820 ft-lb Over right support of span 1 (Left Span) BEAM LOADING Left Center Right Created by combining all dead loads and live loads on span(s)1,2 Reduced Floor Live Load 40 psf 40 psf 40 psf Controlling Shear: -4477 lb Total Live Load 360 plf 360 plf 360 plf At right support of span 1 (Left Span) Total Dead Load 162 plf 162 plf 162 plf Created by combining all dead loads and live loads on span(s)1,2 Beam Self Weight 10 plf 10 plf 10 plf Total Load 532 plf 532 plf 532 plf Comparisons with required sections: Req'd Provided Section Modulus: 32.15 in3 82.26 in3 Area(Shear): 23.16 in2 41.56 in2 Moment of Inertia(deflection): 142.89 in4 488.41 in4 Moment: -7820 ft-lb 20008 ft-lb Shear: -4477 lb 8035 lb 31/48 Project:Gravity Calcs ), StruCalc 9.0 page Location:HDL-1 Combination Roof And Floor Beam or [2015 International Building Code(2015 NDS)] "' 3.5 IN x 9.25 IN x 4.5 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.5 1/23/2018 6:21:15 PM Section Adequate By: 158.0% Controlling Factor:Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN L/4458 Dead Load 0.01 in Total Load 0.02 IN L/2809 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 1091 lb 1091 lb Dead Load 640 lb 640 lb Total Load 1731 lb 1731 lb Bearing Length 0.79 in 0.79 in BEAM DATA Center Span Length 4.5 ft %°, r,l „. f., -777%;3777-777777777777.777-77777 Unbraced Length-Top 0 ft 4.5 ft • Roof Pitch 4 :12 Floor Duration Factor 1.00 Roof Duration Factor 1.15 Notch Depth 0.00 ROOF LOADING Side 1 Side 2 MATERIAL PROPERTIES Roof Live Load RLL= 25 psf 0 psf #2-Douglas-Fir-Larch Roof Dead Load RDL= 15 psf 0 psf Base Values Adjusted Roof Tributary Width RTW= 13 ft 0 ft Bending Stress: Fb= 900 psi Fb'= 1242 psi Cd=1.15 CF=1.20 FLOOR LOADING Shear Stress: Fv= 180 psi Fv'= 207 psi Side 1 Side 2 Cd=1.15 Floor Live Load FLL= 40 psf 0 psf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Floor Dead Load FDL= 18 psf 0 psf Comp.-1-to Grain: Fc-L= 625 psi Fc-1'= 625 psi Floor Tributary Width FTW= 4 ft 0 ft Controlling Moment: 1948 ft-lb Wall Load WALL= 0 plf 2.25 ft from left support BEAM LOADING Created by combining all dead and live loads. Roof Uniform Live Load: wL-roof= 325 plf Controlling Shear: -1732 lb Roof Uniform Dead Load: wD-roof= 206 plf At support. Floor Uniform Live Load: wL-floor= 160 plf Created by combining all dead and live loads. Floor Uniform Dead Load: wD-floor= 72 plf Comparisons with required sections: Req'd Provided Beam Self Weight: BSW= 7 plf Section Modulus: 18.82 in3 49.91 in3 Combined Uniform Live Load: wL= 485 plf Area(Shear): 12.55 in2 32.38 int Combined Uniform Dead Load: wD= 285 plf Moment of Inertia(deflection): 19.72 in4 230.84 in4 Combined Uniform Total Load: wT= 770 plf Moment: 1948 ft-lb 5166 ft-lb Shear: -1732 lb 4468 lb 32/48 StruCalc 9.0 page , Project:Gravity Calcs _. Location:HDL-2 4,. Uniformly Loaded Floor Beam of [2015 International Building Code(2015 NDS)] 5.5 IN x 11.5 IN x 3.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.5 1/23/2018 6:21:15 PM Section Adequate By:16.9% Controlling Factor:Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.00 IN UMAX Dead Load 0.00 in Total Load 0.00 IN U8970 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 4389 lb 974 lb Dead Load 1742 lb 408 lb Total Load 6131 lb 1382 lb f Bearing Length 1.78 in 0.40 in BEAM DATA Center Span Length 3 ft v,.. ... _ .. _.a :m...-m Unbraced Length-Top 0 ft • aft Floor Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES FLOOR LOADING #2-Douglas-Fir-Larch Side 1 Side 2 Base Values Adjusted Floor Live Load FLL= 40 psf 0 psf Bending Stress: Fb= 875 psi Fb'= 875 psi Floor Dead Load FDL= 18 psf 0 psf Cd=1.00 CF=1.00 Floor Tributary Width FTW= 2 ft 0 ft Shear Stress: Fv= 170 psi Fv'= 170 psi Cd=1.00 Wall Load WALL= 0 plf Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi BEAM LOADING Comp. L to Grain: Fc- L= 625 psi Fc-l'= 625 psi Beam Total Live Load: wL= 80 plf Beam Total Dead Load: wD= 36 plf Controlling Moment: 3039 ft-lb Beam Self Weight: BSW= 14 plf 1.5 ft from left support Total Maximum Load: wT= 130 plf Created by combining all dead and live loads. Controlling Shear: 6131 lb POINT LOADS-CENTER SPAN At support. Load Number One Created by combining all dead and live loads. Live Load 5123 lb Dead Load 2001 lb Comparisons with required sections: Req'd Provided Location 0.5 ft Section Modulus: 41.68 in3 121.23 in3 *Load obtained from Load Tracker.See Summary Report for details. Area(Shear): 54.1 in2 63.25 in2 Moment of Inertia(deflection): 19.94 in4 697.07 in4 Moment: 3039 ft-lb 8840 ft-lb Shear: 6131 lb 7168 lb 33/48 Project:Gravity Gales �� .P StruCalc 9.0 page Location:MBM-1 , : / Uniformly Loaded Floor Beam [2015 International Building Code(2015 NDS)] '' a 3.5 IN x 11.875 IN x 14.0 FT 2.0 Rigidlam LVL-Roseburg Forest Products StruCalc Version 10.0.1.5 1/23/2018 6:21:16 PM Section Adequate By:36.3% Controlling Factor:Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.26 IN L/656 Dead Load 0.11 in Total Load 0.36 IN L/464 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 4270 lb 1178 lb Dead Load 1628 lb 542 lb Total Load 5898 lb 1720 lb 1 Bearing Length 2.25 in 0.66 in BEAM DATA Center ..,`7' �l'-',,''/J'' '',,',7,'"_''-•.'"'S,i". 'r,:Y / ' f.":%4`�rt `' tl,,,j ,t;.^s'Y.:'s Span Length 14 ft Unbraced Length-Top 0 ft 14 ft Floor Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES FLOOR LOADING 2.0 Rigidlam LVL-Roseburg Forest Products Side 1 Side 2 Base Values Adjusted Floor Live Load FLL= 40 psf 0 psf Bending Stress: Fb= 3100 psi Fb'= 3104 psi Floor Dead Load FDL= 18 psf 0 psf Cd=1.00 CF=1.00 Floor Tributary Width FTW= 2 ft 0 ft Shear Stress: Fv= 290 psi Fv'= 290 psi Cd=1.00 Wall Load WALL= 0 plf Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Comp.1-to Grain: Fc--L= 750 psi Fc-1'= 750 psi BEAM LOADING Beam Total Live Load: wL= 80 plf Controlling Moment: 11521 ft-lb Beam Total Dead Load: wD= 36 plf 7.0 ft from left support Beam Self Weight: BSW= 10 plf Created by combining all dead and live loads. Total Maximum Load: wT= 126 plf Controlling Shear: 5897 lb POINT LOADS-CENTER SPAN At support. Load Number One Created by combining all dead and live loads. Live Load 4328 lb Dead Load 1520 lb Comparisons with required sections: Req'd Provided Location 2 ft Section Modulus: 44.54 in3 82.26 in3 *Load obtained from Load Tracker.See Summary Report for details. Area(Shear): 30.5 in2 41.56 in2 Moment of Inertia(deflection): 268.11 in4 488.41 in4 Moment: 11521 ft-lb 21278 ft-lb Shear: 5897 lb 8035 lb 34/48 r StruCalc 9.0 page Project:Gravity Calcs — . .mai. Location:MBM-2 fir, Uniformly Loaded Floor Beam ` y of [2015 International Building Code(2015 NDS)] 1.75 IN x 11.875 IN x 8.0 FT 1.55E Timberstrand LSL-iLevel Trus Joist StruCalc Version 10.0.1.5 1/23/2018 6:21:16 PM Section Adequate By:141.7% Controlling Factor:Moment PEFLECTIONS Center LOADING DIAGRAM Live Load 0.07 IN L/1408 Dead Load 0.03 in Total Load 0.10 IN L/956 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 1120 lb 1120 lb Dead Load 530 lb 530 lb Total Load 1650 lb 1650 lb Bearing Length 1.05 in 1.05 in BEAM DATA Center � ti� Span Length 8 ft 1,s` Unbraced Length-Top 0 ft 8ft Floor Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES FLOOR LOADING 1.55E Timberstrand LSL-iLevel Trus Joist Side 1 Side 2 Base Values Adjusted Floor Live Load FLL= 40 psf 0 psf Bending Stress: Fb= 2325 psi Fb'= 2327 psi Floor Dead Load FDL= 18 psf 0 psf Cd=1.00 CF=1.00 Floor Tributary Width FTW= 7 ft 0 ft Shear Stress: Fv= 310 psi Fv'= 310 psi Cd=1.00 Wall Load WALL= 0 plf Modulus of Elasticity: E= 1550 ksi E'= 1550 ksi BEAM LOADING Comp. L to Grain: Fc- = 900 psi Fc-1'= 900 psi Beam Total Live Load: wL= 280 plf Beam Total Dead Load: wD= 126 plf Controlling Moment: 3300 ft-lb Beam Self Weight: BSW= 6 plf 4.0 ft from left support Total Maximum Load: wT= 412 plf Created by combining all dead and live loads. Controlling Shear: 1650 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Req'd Provided Section Modulus: 17.02 in3 41.13 in3 Area(Shear): 7.98 in2 20.78 in2 Moment of Inertia(deflection): 62.42 in4 244.21 in4 Moment: 3300 ft-lb 7977 ft-lb Shear: 1650 lb 4295 lb 35/48 Project:Gravity Calcs f: StruCalc 9.0 page Location:HDL-3 --•-0 .qt. Uniformly Loaded Floor Beam 4" [2015 International Building Code(2015 NDS)] -- or 3.5 IN x 7.25 IN x 4.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.5 1/23/2018 6:21:16 PM Section Adequate By:132.3% Controlling Factor:Moment PEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN L/3369 Dead Load 0.01 in Total Load 0.02 IN L/2303 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 880 lb 880 lb Dead Load 407 lb 407 lb Total Load 1287 lb 1287 lb Bearing Length 0.59 in 0.59 in BEAM DATA Center Span Length 4 ft Unbraced Length-Top 0 ft 44n Floor Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES FLOOR LOADING #2-Douglas-Fir-Larch Side 1 Side 2 Base Values Adjusted Floor Live Load FLL= 40 psf 0 psf Bending Stress: Fb= 900 psi Fb'= 1170 psi Floor Dead Load FDL= 18 psf 0 psf Cd=1.00 CF=1.30 Floor Tributary Width FTW= 11 ft 0 ft Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Wall Load WALL= 0 plf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi BEAM LOADING Comp.L to Grain: Fc-L= 625 psi Fc--- = 625 psi Beam Total Live Load: wL= 440 plf Controlling Moment: 1287 ft-lb Beam Total Dead Load: wD= 198 plf Beam Self Weight: BSW= 6 plf 2.0 ft from left support Total Maximum Load: wT= 644 plf Created by combining all dead and live loads. Controlling Shear: -1287 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Req'd Provided Section Modulus: 13.2 in3 30.66 in3 Area(Shear): 10.73 in2 25.38 in2 Moment of Inertia(deflection): 11.88 in4 111.15 in4 Moment: 1287 ft-lb 2989 ft-lb Shear: -1287 lb 3045 lb 36/48 • 41 Project:Gravity Calcs /.® StruCalc 9.0 page Location:MBM-5 I ' Uniformly Loaded Floor Beam or [2015 International Building Code(2015 NDS)] *-« �. 1.75 IN x 11.875 IN x 6.0 FT 1.55E Timberstrand LSL-iLevel Trus Joist StruCalc Version 10.0.1.5 1/23/2018 6:21:17 PM Section Adequate By:103.8% Controlling Factor:Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.04 IN 111947 Dead Load 0.02 in Total Load 0.05 IN L/1331 Live Load Deflection Criteria:11360 Total Load Deflection Criteria:U240 REACTIONS A Live Load 1440 lb 1440 lb Dead Load 667 lb 667 lb Total Load 2107 lb 2107 lb Bearing Length 1.34 in 1.34 in BEAM DATA Center Span Length 6 ft Unbraced Length-Top 0 ft 6ft Floor Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES FLOOR LOADING 1.55E Timberstrand LSL-iLevel Trus Joist Side 1 Side 2 Base Values Adjusted Floor Live Load FLL= 40 psf 0 psf Bending Stress: Fb= 2325 psi Fb'= 2327 psi Floor Dead Load FDL= 18 psf 0 psf Cd=1.00 CF=1.00 Floor Tributary Width FTW= 12 ft 0 ft Shear Stress: Fv= 310 psi Fv'= 310 psi Cd=1.00 Wall Load WALL= 0 plf Modulus of Elasticity: E= 1550 ksi E'= 1550 ksi BEAM LOADING Comp. 1 to Grain: Fc- L= 900 psi Fc-1'= 900 psi Beam Total Live Load: wL= 480 plf Beam Total Dead Load: wD= 216 plf Controlling Moment: 3161 ft-lb Beam Self Weight: BSW= 6 plf 3.0 ft from left support Total Maximum Load: wT= 702 plf Created by combining all dead and live loads. Controlling Shear: -2107 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Req'd Provided Section Modulus: 16.3 in3 41.13 in3 Area(Shear): 10.2 in2 20.78 in2 Moment of Inertia(deflection): 45.14 in4 244.21 in4 Moment: 3161 ft-lb 7977 ft-lb Shear: -2107 lb 4295 lb 37/48 •Project:Gravity Calcs StruCalc 9.0 page Location:DBM-1 / Uniformly Loaded Floor Beam �* of [2015 International Building Code(2015 NDS)] 5.5 IN x 9.5 IN x 6.0 FT Pressure Treated #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.5 1/23/2018 6:21:17 PM Section Adequate By:742.3% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.00 IN L/MAX Dead Load 0.00 in Total Load 0.01 IN 09413 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 240 lb 240 lb Dead Load 142 lb 142 lb Total Load 382 lb 382 lb Bearing Length 0.11 in 0.11 in BEAM DATA Center 2;5'.,=�'w x .�.✓.:F';.,. ,i 711:'xx,s .a (Li fir:, Span Length 6 ft Unbraced Length-Top 0 ft 6 f Floor Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES FLOOR LOADING #2-Douglas-Fir-Larch Side 1 Side 2 Base Values Adiusted Floor Live Load FLL= 40 psf 0 psf Bending Stress: Fb= 875 psi Fb'= 700 psi Floor Dead Load FDL= 18 psf 0 psf Cd=1.00 CF=1.00 Ci=0.80 Floor Tributary Width FTW= 2 ft 0 ft Shear Stress: Fv= 170 psi Fv'= 136 psi Cd=1.00 Ci=0.80 Wall Load WALL= 0 plf Modulus of Elasticity: E= 1300 ksi E'= 1235 ksi BEAM LOADING 1 Ci=0.95 1 Beam Total Live Load: wL= 80 plf Comp. to Grain: Fc- 625 psi Fc- = 625 psi Beam Total Dead Load: wD= 36 plf Beam Self Weight: BSW= 11 plf Controlling Moment: 573 ft-lb Total Maximum Load: wT= 127 plf 3.0 ft from left support Created by combining all dead and live loads. Controlling Shear: -382 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Req'd Provided Section Modulus: 9.82 in3 82.73 in3 Area(Shear): 4.21 in2 52.25 in2 Moment of Inertia(deflection): 10.02 in4 392.96 in4 Moment: 573 ft-lb 4826 ft-lb Shear: -382 lb 4737 lb 38/48 • StruCalc 9.0 page Project:Gravity Calcs Location:GBM-1 SINCie Uniformly Loaded Floor Beam �, of [2015 International Building Code(2015 NDS)] 5.5 IN x 12.0 IN x 14.5 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.5 1/23/2018 6:21:17 PM Section Adequate By:30.7% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.36 IN L/480 Dead Load 0.17 in Total Load 0.54 IN L/325 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 3770 lb 3770 lb Dead Load 1800 lb 1800 lb Total Load 5570 lb 5570 lb Bearing Length 1.56 in 1.56 in BEAM DATA Center Span Length 14.5 ft Unbraced Length-Top 0 ft 14.5n Floor Duration Factor 1.00 Camber Adj.Factor 1.5 Camber Required 0.26 FLOOR LOADING Notch Depth 0.00 Side 1 Side 2 MATERIAL PROPERTIES Floor Live Load FLL= 40 psf 0 psf 24F-V4-Visually Graded Western Species Floor Dead Load FDL= 18 psf 0 psf Base Values Adjusted Floor Tributary Width FTW= 13 ft 0 ft Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb'= 2400 psi Wall Load WALL= 0 plf Cd=1.00 BEAM LOADING Shear Stress. Fv= 265 psi Fv'= 265 psi Beam Total Live Load: wL= 520 plf Cd=1.00 Beam Total Dead Load: wD= 234 plf Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Beam Self Weight: BSW= 14 plf Comp.--to Grain: Fc---= 650 psi Fc--I-'= 650 psi Total Maximum Load: wT= 768 plf Controlling Moment: 20192 ft-lb 7.25 ft from left support Created by combining all dead and live loads. Controlling Shear: 5570 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Req'd Provided Section Modulus: 100.96 in3 132 in3 Area(Shear): 31.53 in2 66 in2 Moment of Inertia(deflection): 594.39 in4 792 in4 Moment: 20192 ft-lb —26400 ft-lb Shear: 5570 lb 11660 lb 39/48 • Y 4 • Project:Gravity Calcs . , StruCalc 9.0 Page Location:MBM-4 Combination Roof And Floor Beam `-411 of [2015 International Building Code(2015 NDS)] ;; •;` ... 3.5 IN x 11.875 IN x 5.0 FT 2.0 Rigidlam LVL-Roseburg Forest Products StruCalc Version 10.0.1.5 1/23/2018 6:21:18 PM Section Adequate By:231.7% Controlling Factor:Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN L/6101 Dead Load 0.01 in Total Load 0.02 IN L/3982 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 1819 lb 1627 lb Dead Load 968 lb 866 lb Total Load 2787 lb 2493 lb 1 Bearing Length 1.06 in 0.95 in BEAM DATA Center Span Length 5 ft r,rrffa a-,.m ,7,(,,;', r, / 'b' ,.2 q.,,, ,,,,,,;,,/-07 ,fvl,%,-,. Unbraced Length-Top 0 ft 5 f Roof Pitch 4 :12 Floor Duration Factor 1.00 Roof Duration Factor 1.15 ROOF LOADING Notch Depth 0.00 Side 1 Side 2 MATERIAL PROPERTIES Roof Live Load RLL= 25 psf 0 psf 2.0 Rigidlam LVL-Roseburg Forest Products Roof Dead Load RDL= 15 psf 0 psf Base Values Adjusted Roof Tributary Width RTW= 9 ft 0 ft Bending Stress: Fb= 3100 psi Fb'= 3570 psi Cd=1.15 CF=1.00 FLOOR LOADING Shear Stress: Fv= 290 psi Fv'= 334 psi Side 1 Side 2 Cd=1.15 Floor Live Load FLL= 40 psf 0 psf Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Floor Dead Load FDL= 18 psf 0 psf Comp.L to Grain: Fc-1= 750 psi Fc-L'= 750 psi Floor Tributary Width FTW= 10 ft 0 ft Controlling Moment: 3243 ft-lb Wall Load WALL= 0 plf 2.5 ft from left support BEAM LOADING Created by combining all dead and live loads. Roof Uniform Live Load: wL-roof= 225 plf Controlling Shear: 2786 lb Roof Uniform Dead Load: wD-roof= 142 plf At support. Floor Uniform Live Load: wL-floor= 400 plf Created by combining all dead and live loads. Floor Uniform Dead Load: wD-floor= 180 plf Beam Self Weight: BSW= 10 plf Comparisons with required sections: Req'd Provided Combined Uniform Live Load: wL= 625 plf Section Modulus. 10.9 in3 82.26 in3 Combined Uniform Dead Load: wD= 333 plf Area(Shear). 12.53 in2 41.56 in2 Combined Uniform Total Load: wT= 958 plf Moment of Inertia(deflection): 29.44 in4 488.41 in4 Moment: 3243 ft-lb 24470 ft-lb POINT LOADS-CENTER SPAN Shear: 2786 lb 9241 lb Load Number One Live Load 320 lb Dead Load 170 lb Location 1 ft *Load obtained from Load Tracker.See Summary Report for details. 40/48 Project:Gravity Calcs t StruCalc 9.0 page ' Location:MBM-3(2) Multi-Loaded Multi-Span Beam o/ [2015 International Building Code(2015 NDS)] 5.25 IN x 11.875 IN x 17.0 FT 2.0 Rigidlam LVL-Roseburg Forest Products StruCalc Version 10.0.1.5 1/23/2018 6:21:18 PM Section Adequate By:7.8% Controlling Factor:Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.49 IN L/416 Dead Load 0.30 in Total Load 0.79 IN L/259 1 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 2 REACTIONS A B Live Load 3902 lb 3878 lb Dead Load 2352 lb 2334 lb TR2 TR4 Total Load 6254 lb 6212 lb TR1 TR3 Bearing Length 1.59 in 1.58 in w BEAM DATA Center Span Length 17 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 17 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 120 plf 2.0 Rigidlam LVL-Roseburg Forest Products Uniform Dead Load 54 plf Base Values Adjusted Beam Self Weight 16 plf Bending Stress: Fb= 3100 psi Fb'= 3104 psi Total Uniform Load 190 plf Cd=1.00 CF=1.00 POINT LOADS-CENTER SPAN Shear Stress: Fv= 290 psi Fv'= 290 psi Load Number One * Two Cd=1.00 Live Load 2050 lb 2050 lb Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Dead Load 1299 lb 1299 lb Comp.1 to Grain: Fc-1= 750 psi Fc-1'= 750 psi Location 3.25 ft 13.5 ft Controlling Moment: 20314 ft-lb *Load obtained from Load Tracker.See Summary Report for details. 8.84 Ft from left support of span 2(Center Span) TRAPEZOIDAL LOADS-CENTER SPAN Created by combining all dead loads and live loads on span(s)2 Load Number One Two Three Four Controlling Shear: 6254 lb Left Live Load 163 plf 80 plf 163 plf 80 plf At left support of span 2(Center Span) Left Dead Load 98 plf 36 plf 98 plf 36 plf Created by combining all dead loads and live loads on span(s)2 Right Live Load 163 plf 80 plf 163 plf 80 plf Right Dead Load 98 plf 36 plf 98 plf 36 plf Comparisons with required sections: Req'd Provided Load Start 0 ft 0 ft 13.5 ft 13.5 ft Section Modulus: 78.53 in3 123.39 in3 Load End 3.25 ft 3.25 ft 17 ft 17 ft Area(Shear): 32.35 in2 62.34 in2 Load Length 3.25 ft 3.25 ft 3.5 ft 3.5 ft Moment of Inertia(deflection): 679.47 in4 732.62 in4 Moment: 20314 ft-lb 31917 ft-lb Shear: 6254 lb 12053 lb 41/48 • c Project:Gravity Calcs /. , StruCalc 9.0 page Location:MBM-3 , , Combination Roof And Floor Beam of [2015 International Building Code(2015 NDS)] , 5.25 IN x 11.875 IN x 16.5 FT 2.0 Rigidlam LVL-Roseburg Forest Products StruCalc Version 10.0.1.5 1/23/2018 6:21:19 PM Section Adequate By:22.6% Controlling Factor:Deflection PEFLECTIONS Center LOADING DIAGRAM Live Load 0.43 IN L/464 Dead Load 0.25 in Total Load 0.67 IN U294 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 3094 lb 3094 lb Dead Load 1784 lb 1784 lb Total Load 4878 lb 4878 lb Bearing Length 1.24 in 1.24 in BEAM DATA Center Span Length 16.5 ft .��. •k _r,.,_. s. - - sr1 ,u „,,. , Unbraced Length-Top 0 ft 16.5 ft • Roof Pitch 4 :12 Floor Duration Factor 1.00 Roof Duration Factor 1.15 ROOF LOADING Notch Depth 0.00 Side 1 Side 2 MATERIAL PROPERTIES Roof Live Load RLL= 25 psf 0 psf 2.0 Rigidlam LVL-Roseburg Forest Products Roof Dead Load RDL= 15 psf 0 psf Base Values Adjusted Roof Tributary Width RTW= 7 ft 0 ft Bending Stress: Fb= 3100 psi Fb'= 3570 psi Cd=1.15 CF=1.00 FLOOR LOADING Shear Stress: Fv= 290 psi Fv'= 334 psi Side 1 Side 2 Cd=1.15 Floor Live Load FLL= 40 psf 0 psf Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Floor Dead Load FDL= 18 psf 0 psf Comp.L to Grain: Fc-L= 750 psi Fc--- = 750 psi Floor Tributary Width FTW= 5 ft 0 ft Controlling Moment: 20122 ft-lb Wall Load WALL= 0 plf 8.25 ft from left support BEAM LOADING Created by combining all dead and live loads. Roof Uniform Live Load: wL-roof= 175 plf Controlling Shear: 4878 lb Roof Uniform Dead Load: wD-roof= 111 plf At support. Floor Uniform Live Load: wL-floor= 200 plf Created by combining all dead and live loads. Floor Uniform Dead Load: wD-floor= 90 plf Beam Self Weight: BSW= 16 plf Comparisons with required sections: Req'd Provided Combined Uniform Live Load: wL= 375 plf Section Modulus: 67.64 in3 123.39 in3 Combined Uniform Dead Load: wD= 216 plf Area(Shear): 21.94 int 62.34 int Combined Uniform Total Load: wT= 591 plf Moment of Inertia(deflection): 597.51 in4 732.62 in4 Moment: 20122 ft-lb 36705 ft-lb Shear: 4878 lb 13861 lb 42/48 • Project:Gravity Calcs f. StruCalc 9.0 page Location:MFB-1 a Uniformly Loaded Floor Beam of [2015 International Building Code(2015 NDS)] 3.5 IN x 7.25 IN x 8.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.5 1/23/2018 6:21:19 PM Section Adequate By:133.0% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.06 IN L/1735 Dead Load 0.03 in Total Load 0.08 IN L/1155 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 427 lb 427 lb Dead Load 214 lb 214 lb Total Load 641 lb 641 lb Bearing Length 0.29 in 0.29 in BEAM DATA Center Span Length 8 ft Unbraced Length-Top 0 ft BR Floor Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES FLOOR LOADING #2-Douglas-Fir-Larch Side 1 Side 2 Base Values Adjusted Floor Live Load FLL= 40 psf 0 psf Bending Stress: Fb= 900 psi Fb'= 1170 psi Floor Dead Load FDL= 18 psf 0 psf Cd=1.00 CF=1.30 Floor Tributary Width FTW= 2.7 ft 0 ft Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Wall Load WALL= 0 plf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi BEAM LOADING Comp. to Grain: Fc-1= 625 psi Fc-1'= 625 psi Beam Total Live Load: wL= 107 plf Controlling Moment: 1283 ft-lb Beam Total Dead Load: wD= 48 plf Beam Self Weight: BSW= 6 plf 4.0 ft from left support Total Maximum Load: wT= 160 plf Created by combining all dead and live loads. Controlling Shear: -641 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Req'd Provided Section Modulus: 13.16 in3 30.66 in3 Area(Shear): 5.35 in2 25.38 in2 Moment of Inertia(deflection): 23.09 in4 111.15 in4 Moment: 1283 ft-lb 2989 ft-lb Shear: -641 lb 3045 lb 43/48