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'MT 15s- UMC '314 c,. \'s- , .9,111. C . RFCFa FEB 1 201 CITY OF TIGARD BUILDING DIVISION Sage Built Homes NW Structural Calculations Ash Creek, Plan 2179 Tigard, OR Structural analysis and design for a new three story single-family residence. REVIEWED BY: Dennis Heier, PE D PROS` /' C31NI % ,�. i � 86tZT8i_ '`,' OREGON Sit MIC ► - /29/2018 EXPIRES:8/30/2019 January 23,2018 Project No: 1810 General Information and Design Criteria Site Information: Location= Tigard,OR Site Latitude= 45.431229 Site Longitude= -122.771486 Ss= 0.972 g S1= 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 %"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 %"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 Ya"Plywood Sheathing 2 psf Max Length,L= 40 ft 2x6 Studs @ 16"oc 3 psf Max Width,W= 24 ft 5''A"Insulation 2.75 psf %"Gypsum Finishes 2.5 psf ARoof= 1,085 ft2 Miscellaneous 0.75 psf Aupper Floor= 953 ft2 Exterior Wall Dead Load= 13 psf AMainnoor= 890 ft2 Partition Walls: Perimeter of the Roof= 128 ft %"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: WRoof= 16,275 lb W3rd Floor= 17,154 lb W2nd Floor= 16,020 lb W3rdWalls= 19,570 lb W2nd Walls= 17,549 lb Wtstwaus= 15,715 lb 1/43 it • 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 P,30 Ps XK„1P,30 P,30 Ps=AKnIPs30 Location:Tigard,OR (psf) (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 2o= 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 2/43 } 1/8/2018 Design Maps Summary Report tisGs Design Maps Summary Report 166 User—Specified Input Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard 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 *Hillsboro , it,h# , s.� orti an d k1-1 Gres fir'' IA If Ti r aui r 1LWa Oswego` s - � tinf k r F;v • #d e n City USGS-Provided Output Ss = 0.972 g SMS = 1.080 g Sp, = 0.720 g S, = 0.423 g SM1 = 0.667 g Spl = 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. 'AC=;, esztose Spectrum Des, Respcose Spectrum aar ,.t eas , 31 an au; 5 rar '.ar ,_3J t_er Lao 3-./17 COO Pere)e.T(set)) Penrd.T(see) For PGAM, TL, CRS, and CRl 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. 3/43 https://earthquake.usgs.gov/cn2/designmaps/us/summary.php?template=minimal&latitude=45.431229&longitude=-122.771486&siteclass=3&riskcateg... 1/1 • 1/8/2018 Design Maps Detailed Report :Pt LEGS 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 S5) and 1.3 (to obtain S1). 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 22-1 Ell Ss = 0.972 g From Figure 22-2E21 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 N,, 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 < 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 11b/ft2 = 0.0479 kN/m2 4/43 https://earthquake.usgs.gov/cn2/designmaps/us/report.php?template=minimal&latitude=45.431229&longitude=-122.771486&siteclass=3&riskcategory... 1/6 r 1/8/2018 Design Maps Detailed Report Section 11.4.3 - Site Coefficients and Risk-Targeted Maximum Considered Earthquake (MCE.a) Spectral Response Acceleration Parameters Table 11.4-1: Site Coefficient Fa Site Class Mapped MCE R Spectral Response Acceleration Parameter at Short Period S5 <_ 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 S, = 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 Si = 0.423 g, F„ = 1.577 5/43 https://earthquake.usgs.gov/cn2/designmaps/us/report.php?template=minimal&latitude=45.431229&longitude=-122.771486&siteclass=3&riskcategory... 2/6 1/8/2018 Design Maps Detailed Report Equation (11.4-1): SMS = FaS5 = 1.111 x 0.972 = 1.080 g Equation (11.4-2): SM1 = F„S1 = 1.577 x 0.423 = 0.667 g Section 11.4.4 — Design Spectral Acceleration Parameters Equation (11.4-3): SDS = 2/3 SMs = 2/ x 1.080 = 0.720 g Equation (11.4-4): SD1 = 2/3 5M1 = 2/3 x 0.667 = 0.445 g Section 11.4.5 — Design Response Spectrum From Figure 22-12[31 T, = 16 seconds Figure 11.4-1: Design Response Spectrum T<T3:S#=S06(0.4+0.6T/TD) ToSTST9:Sa=Sa3 Ts<TTL:Sa`SD,/T T3TL.:S =SoiT�/T3 � 1 } I I v.124 0.515 1:IO PnfrC:ti,T(c) 6/43 https://earthquake.usgs.gov/cn2/desig nmaps/us/report.php?template=mini mal&latitude=45.431229&longitude=-122.771486&siteclass=3&ri skcategory... 3/6 1/8/2018 Design Maps Detailed Report 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. 0 0 I •Ce 13. �.t2 0.818 1DCC Period,T{se= 7/43 https://earthquake.usgs.gov/cn2/designmaps/us/report.php?template=minimal&latitude=45.431229&longitude=-122.771486&siteclass=3&riskcategory... 4/6 1/8/2018 Design Maps Detailed Report Section 11.8.3 - Additional Geotechnical Investigation Report Requirements for Seismic Design Categories D through F From Figure 22-7[47 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 5 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(51 CRS = 0.897 From Figure 22-18[61 CR1 = 0.871 8/43 https://earthquake.usgs.gov/cn2/designmaps/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 SOS I or II III IV Sps < 0.167g A A A 0.167g <_ Sos < 0.33g B B C 0.33g <_ Sos < 0.50g C C D 0.50g <_ Sos D D D For Risk Category = I and Sps = 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 Sol I or II III IV S01 < 0.067g A A A 0.067g <_ Sol < 0.133g B B C 0.133g 5 Sol < 0.20g C C D 0.20g <_ So1 D D D For Risk Category = I and SDI = 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/hazards/designmapsldownloads/pdfs/2010_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 9/43 https://earthguake.usgs.gov/cn2/designmaps/us/report.php?template=minimal&latitude=45.431229&longitude=-122.771486&siteclass=3&riskcategory... 6/6 Seismic Lateral Design Analysis Directionally Independent: Design Parameters: Allowable Story Drift: Structural Use Group= I 2nd Floor Allowable Drift,Aa= 3 in Importance Factor,1E= 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: SMI=S1 Fv= 66.7 %g SDC(SDs)= D SDC(SDI)= D SDs=%SMS= 72.0 %g SDC(S1)= A SD1=Ya SMI= 44.5 %g Controlling Case 4 D 0.2 SDs/1.4= 10.3 %g Vertical Distribution Factor: (hx)x Wx Level k hx (hx)k Wx (hx)kW,, Cvx= 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 /(hx)k Wx= 1,822,344 Directionally Dependent: Design Factors: Response Modification Factor,R= 6.5 System Overstrength Factor,c = 2.0 Deflection Amplification Factor,Cd= 4.0 Seismic Response Coefficient: Cs=SDs/1.4(R/I)= 7.91 % F—Controls Cs<5D1/1.4[Tx(R/I)]_ Cs>0.044SDs 1/1.4= 2.26 % SDC=E or FSCs>(0.5 Si)/1.4(R/I) = 2.32 % Base Shear: Vertical Distribution: V=Cs W@ Roof Diaphragm= 2,062 lb VRoof=CVRoor VBase= 3,258 lb V=Cs W(fp 3rdDiaphragm= 2,825 lb VR00(=Cv2ndVBase= 3,074 lb V=Cs W©2nd Diaphragm= 2,583 lb Vend=Cv2nd VBase= 1,138 lb 7,470 10/43 AiaMMMMM=NMMM I 1 II 1 (--- lz, I.. 1 I CO 41. 50; ....) 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It:rz 2 t kit 2 1 4 ....) • 11 f I 12/43 r • Shearwall Load Distribution ISageBuilt-Ash Creek,Plan 2179I Seismic Forces Seismic Base Shear,Gas= 7.5 kips Roof Shear,Fi= 33 kips 3rd Floor Shear,Fi= 3.1 kips 2nd Floor Shear,Fi= 1.1 kips Trib Weights,f,,,,, 3.00 psi Trib Weights,fp,,,= 3.23 psf Trib Weights,f,2,,u 1.28 psi SHEAR Sesimic SHEAR WALL WALL RATIO OF SHEAR ALONG SHEAR ALONG Height of Total Length Sum of Full Max Opening (Wind) (Trib) (Seismc) IDES. LENGTH TOTAL WALL WALL Wall of Wall Height Sheath. Height SHEAR (Wind) (Seismic) H L SU Ho (Ib) (lb) (ft) (lb) (Ib) (ft) (ft) (ft) (ft) 'Roof to Upper Floor I UnaA 1350 480 1441 AR-1 36.0 1.00 1350 1441 10 36 28.0 6.67 0.00 0 0 0 0.00 0 0 0 000 0 0 0 Total 36.0 100 1350 1441 Line B 1350 480 1441 00.1 21.5 100 1350 1441 8 21.5 19.5 6.67 0.00 0 0 0 o.00 o a o 0.00 0 0 0 Total 21.5 1.00 1350 1441 Une 1 2070 480 1441 10-1 14.5 100 2070 1441 8 14.5 8.5 667 000 0 0 0 0.00 0 0 0 0.00 0 0 0 Total 14.5 1.00 2070 1441 Line 4 2070 480 1441 40-1 16.75 1.00 2070 1441 10 16.75 6.75 6.67 000 0 0 0 0000 0 0 0.00o 0 0 Total 1675 1.00 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) IGEN. LENGTH TOTAL WALL WALL Wall of Wall Height Sheath. Height SHEAR (Wind) (Seismic) H ISU Ho (Ib) (Ib) (ft) (Ib) (Ib) (ft) (ft) (ft) (ft) Una A 1710 480 1548 AM-1 30 100 3060 2990 9 30 26 6.67 Shear Above 1,350 1441 0.000 0 0 Total Shear 3060 2990 000 0 0 0 0.00 0 0 0 Total 30 1.00 3060 2990 Line B 1710 480 1548 BM-1 21.5 1.00 3060 2990 9 21.5 13.5 6.67 Shear Above 1,350 1441 0.000 0 0 Total Shear 3060 2990 0.000 0 0 0.00 0 0 0 Total 21.5 1.00 3060 2990 U ne 1 2622 480 1548 1M-1 14.5 1.00 4092 29909 14.5 14.5 S hear Above 2,070 1441 0.000 0 0 Total Shear 4692 2990 0.000 0 0 • 0.00 0 0 0 Total 14.5 1.00 4692 2990 Une 4 2622 480 1548 4M-1 16.75 1.00 4692 2990 9 16.75 16.75 Shear Above 2,070 1441 0000 0 0 Total Shear 4692 2990 000 0 0 0 0.00 0 0 0 Total 1675 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) !DEN. LENGTH TOTAL WALL WALL Wall of Wall Height Sheath. Height SHEAR (Wind) (Seismic) H L SU Ho (lb) (Ib) (ft) (lb) (Ib) (ft) (ft) (ft) (ft) Line 1530 480 1548 AL-1- 91 1.00 4590 4538 8 31 31 Shear Above 3,060 2990 000 0 0 0 Total Shear 4590 4538 000 0 0 0 0.00 0 0 0 Total 31 100 4590 4538 Line B 1530 480 1548 BL-1 14.5 100 4590 4538 8 14.5 14.5 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 Une 1 1020 168 542 1L-1 3.5 0.27 1538 951 8 3.5 3.5 Shear Above 4,692 2990 11-2 9.5 0.73 4174 2581 8 9.5 9.5 Total Shear 5712 3532 000 0 0 0 000 0 0 0 Total 13 1.00 5712 3532 Une 2 1785 420 1355 2L-1 10.75 1.00 1785 1355 8 10.75 10.75 Shear Above 0.00 0 0 0 Total Shear 1785 1355 0.00 0 0 0 0.00 0 0 0 Total 10.75 1.00 1765 1355 Linea 1782 372 1200 31-1 125 0.50 891 600 4 1.25 125 Shear Above 3L-2 1.29 0.50 891 600 4 1.25 1.25 Total Shear 3782 1200 0.00 0 0 0 0.000 0 0 Total 25 1.00 1782 1200 13/43 M .11.41N 110101.000.1.111P01•1101120192001120019.009-9 1 ww9•w••Ow,.0=1391 ,.,.9.9.....nw w.Y.. 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Vs ,., I 1,,f 1 7,,t I 5 1 6i, i 19e.As. y . w 1111• 7a,9111)=1 m,01yT.x nAf 1 M , n.3nl l'M E ASIm19•m 1 , 5 9 .1.99 . 90.005 W 0 PIP!.u1w ('730:�/ t) 1x1 nen,.00,,IIA, V 2 011.0 I 0.1103,11•011120113 0 . ,s 1.w 191•3910915101 wl0 nm 911 50 .6 9ro 900 Eap '-1 t fi t t t--' 1404 "°9 l 4 WM Ls, Es 0 5409 411 9° 59° ° w° j - =90 9,05 .Me ; �� 9Eo 16,9 Exg _ 91001 .x11,16 0141.11,13.1./$4011141Ini w!O.we.fw uo I9tl ewe......EY990Ez.w1,0 6519 u9M ,-9' ••°yel212219...1 1,00 m9tl9xs0w 9Y0199A 011 ys 09 1 1 ee Ir Force Transfer Around Opening (FTAO) Diekmann Method @ Mainr Floor Line 1 -1M-1 L1 = 2.0 ft La= 8.0 ft L2= 4.5 ft V= 4.69 k vA= -302 plf vp= 832 plf vF= -302 plf hu= 1.0 ft F1 = 2.05k F2= 4.61k vB= 722 plf vG= 722 plf ho= 5.5 ft F� = 2.05k F2= 4.61k -* -* h = 2.5 ft vo_ -302 plf vE= 832 plf vH= -302 plf 1' 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* 2 ft+ 13psf* 9.0 ft) * (14.5 ft)^2 *0.6/2] +(0.0 ft *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 Force Transfer Around Opening (FTAO) Diekmann Method @ Main Floor Line 4-4M-1 L1 = 3.3ft La= 10.3ft L2= 3.3 ft V= 4.69 k vA= -603 plf vo= 840 plf vF= -603 plf hu= 1.0 ft F1= 4.31 k F2= 4.31k vB= 722 plf vG= 722 plf 110= 6.O ft F1= 4.31 k F2= 4.31 k h�= 2.O ft vo= -603 plf vE= 840 plf VH= -603 plf y 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 v„= 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= (8.61k* 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] +(0.0ft *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 Force Transfer Around Opening (FTAO) Diekmann Method @ Lower Floor Line B-BL-1 L1 = 8.0ft Lo= 2.O ft L2= 4.O ft V= 4.59 k yA= 295 plf vp= 525 plf vp= 295 plf hu= 1.0 ft F1 = 0.70 k F2= 0.35 k v8= 383 plf vG= 383 plf ho= 3.0 ft F� = 0.70k F2= 0.35k -> -* h�= 4.0 ft vc= 295 plf vE= 525 plf YE'= 295 plf J _ 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= (1.05k* 4.0ft)/ 12.0 ft= 0.35 k T+C Couple after Dead Load is applied for holdown requirements MR= [( 18psf* 4 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 A. 1 HDM-1 HDM-1 BM-3 BM-3 r' 11' lf 1111i 1 rr W-11 , 1 „ „ „ OhIlIIIIIIIIIIIIIIIIFi o , , i i i i-i , • . r i : HDM-1- I I I I 1 1 I I I I I I I I I I I 1 I I 1 (_I=,=1.1.1.1_1 I _I __I' _;_4i'I I I I _1 I r r 'rrr-r'rr-r �1 = . ., 1 1 firII L —iJ ___iLLL 111J .1L- _ -- . -- BM-3 HDM-1 HDM-2 HDR-1 lip I- -phi - 1.,___ _ 2 HDR-1 i 1 1 iii 1 HIIIIIII W ' T --r-�lT- J=40___4 S ,u Q = r HDR-1 I1jIirJi -r ,Tl I1jI I I, I I , _ '—' — i 1 HDR-2 1 ii ii 1 n f i 0' II NM i IIIIMEMINIII HDR-1 MB= INNINNEWI 18/43 EV/6I t-l4H 1-11H ———Ir N 1 1 1 1er1 1 1 1 1 1 1 1 1 11_m ❑ c 1 1 1 1 1,,1 1 1 1 1 1 1 1 • T---- J�_n-- JJ .kr% W 11 1 1 1 T-----10 -- --m' 11111�'-{I ill 1 1 1 1 Lr.r—= = 1 1 1 1 1 1 1 -- -WW� ,-Z-I�H—� 11111 �I I b-W8W , ------ J I I-10H-- -r-- -----m --m _174 -2 _H....H. : co -- -—--s--- -- 71 b-W8W r—mz r-1 ---&4-C----- Illiiij. ; __ __—,r—__ -11i1ii0- I1A1 _ - - 1 1 •1i ril -�ejW 1I� i; , I 1 1 L_ �� I Y:' --- r r r: 1 1LL II 1 t 1 1 1 .: 7 .:11 c€ 1 ■ I L__1 I I f Project:Gravity Calcs 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 L/554 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 B Live Load 330 plf 330 plf 16.5 ft Dead Load 149 plf 149 plf Total Load 479 plf 479 plf HOIST 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 EI'= 330 Ib-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-lb E6 330 in2-lb xE6 Moment: 3158 ft-lb 4315 ft-lb Shear: -766 lb 1420 lb 20/43 Project:Gravity Calcs , StruCalc 9.0 page Location:HDR-1 Roof Beam of [2015 International Building Code(2015 NDS)] 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:L/180 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 Unbraced Length-Top 0 ft 6ft 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.-I-to Grain: Fc-1= 625 psi Fc-1'= 625 psi Wall Load: WALL= 0 plf Controlling Moment: 2412 ft-lb SLOPE/PITCH ADJUSTED LENGTHS AND LOADS 3.0 ft from left support Adjusted Beam Length: Ladj= 6 ft Created by combining all dead and live loads. Beam Self Weight: BSW= 6 plf Controlling Shear: -1608 lb Beam Uniform Live Load: wL= 325 plf At support. 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 int Moment of Inertia(deflection): 24.42 in4 111.15 in4 Moment: 2412 ft-lb 3438 ft-lb Shear: -1608 lb 3502 lb 21/43 Project:Gravity Calcs x) � StruCalc 9.0 page Location:HDR-3 Roof Beam of [2015 International Building Code(2015 NDS)] .'°, 5.5 IN 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 PEFLECTIONS Center LOADING DIAGRAM Live Load 0.09 IN L/1325 Dead Load 0.06 in Total Load 0.15 IN L/801 Live Load Deflection Criteria:L/240 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.±to Grain: Fc-±= 625 psi Fc-±'= 625 psi Wall Load: WALL= 0 plf Controlling Moment: 7373 ft-lb 5.0 ft from left support SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Created by combining all dead and live loads. Adjusted Beam Length: Ladj= 10 ft Controlling Shear: 2741 Ib Beam Self Weight: BSW= 14 plf At support. Beam Uniform Live Load: wL= 200 plf Created by combining all dead and live loads. Beam Uniform Dead Load: wD_adj= 140 plf 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 22/43 4 Project:Gravity Calcs StruCalc 9.0 page Location: HDR-2 , > Roof Beam _ of [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 L/3538 Dead Load 0.01 in Total Load 0.03 IN L/2181 Live Load Deflection Criteria:U240 Total Load Deflection Criteria:L/180 REACTIONS A Live Load 2013 lb 2013 lb Dead Load 1268 lb 1268 lb Total Load 3281 lb 3281 lb Bearing Length 0.95 in 0.95 in BEAM DATA Span Length 5 ft Unbraced Length-Top 0 ft 5f 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.- to Grain: Fc- = 625 psi Fc--L'= 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 23/43 Project:Gravity Calcs `k - StruCalc 9.0 page Location: HDM-1 ,i ;y Combination Roof And Floor Beam or [2015 International Building Code(2015 NDS)) 1w. 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:U360 Total Load Deflection Criteria:L/240 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 Span Length 4 ft Unbraced Length-Top 0 ft Oft 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.±to Grain: Fc-L= 625 psi Fc--L'= 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 24/43 Project:Gravity Calcs 11., StruCalc 9.0 page Location:HDM-2 Combination Roof And Floor Beam a [2015 International Building Code(2015 NDS)] * F- 5.5INx11.5INx6.0FT #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:U360 Total Load Deflection Criteria:U240 REACTIONS A Live Load 1815 lb 1815 lb Dead Load 1126 lb 1126 lb Total Load 2941 lb 2941 lb 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. to Grain: Fc-1= 625 psi Fc- = 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 Created by combining all dead and live loads. BEAM LOADING Controlling Shear: 2941 lb Roof Uniform Live Load: wL-roof= 325 plf At support. Roof Uniform Dead Load: wD-roof= 206 plf 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 25/43 Project:Gravity Calcs StruCalc 9.0 page Location: HDM-3 Uniformly Loaded Floor Beam 440# 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 U781 Live Load Deflection Criteria:U360 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.-t-to Grain: Fc-1= 625 psi Fc--- = 625 psi Beam Total Live Load: wL= 80 plf Controlling Moment: 1519 ft-lb Beam Total Dead Load: wD= 36 plf 5.0 ft from left support Beam Self Weight: BSW= 6 plf Created by combining all dead and live loads. Total Maximum Load: wT= 122 plf 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 26/43 Project:Gravity Calcs 9.4“4„,„ StruCalc 9.0 page Location:HDM-4 / Uniformly Loaded Floor Beam 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:L/360 Total Load Deflection Criteria:U240 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 Center 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- = 625 psi Fc-1'= 625 psi Beam Total Live Load: wL= 440 plf Beam Total Dead Load: wD= 198 plf Controlling Moment: 724 ft-lb Beam Self Weight: BSW= 6 plf 1.5 ft from left 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 27/43 Project:Gravity Calcs c 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 DIAGRAM Live Load 0.06 IN L/1643 Dead Load 0.03 in Total Load 0.09 IN U1112 Live Load Deflection Criteria:L/360 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 Span Length 8 ft Unbraced Length-Top 0 ft en 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 Controlling Moment: 2836 ft-lb Beam Total Dead Load: wD= 108 plf 4.0 ft from left support Beam Self Weight: BSW= 6 plf 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 28/43 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:U240 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 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= 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--- = 900 psi Beam Total Live Load: wL= 80 plf Controlling Moment: 980 ft-lb Beam Total Dead Load: wD= 36 plf 4.0 ft from left support Beam Self Weight: BSW= 6 plf Created by combining all dead and live loads. Total Maximum Load: wT= 122 plf 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 29/43 Project:Gravity Calcs fStruCalc 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 DEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN U7585 Dead Load 0.00 in Total Load 0.01 IN 05089 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 O ft 5.5 ft Floor Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES FLOOR LOADING 1.55E Timberstrand LSL-iLevel Trus Joist Side 1 Si e 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.1 to Grain: Fc- 1 = 900 psi Fc- = 900 psi Beam Total Live Load: wL= 160 plf Controlling Moment: 902 ft-lb Beam Total Dead Load: wD= 72 plf Beam Self Weight: BSW= 6 plf 2.75 ft from left support 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: Req'd 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 30/43 Project:Gravity Calcs ).� StruCalc 9.0 page Location:BM-4 / Multi-Span Floor Beam 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 Left 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:L/360 Total Load Deflection Criteria:L/240 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 BEAM DATA Left Center Right Span Length 11 ft 5.5 ft 11.5 ft 11 ft ilt5.5 ft 11.5 ft 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- = 750 psi Fc-1'= 750 psi Location 6.5 ft Controlling Moment: 7820 ft Ib *Load obtained from Load Tracker.See Summary Report for details. 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 31/43 Project:Gravity Calcs , StruCalc 9.0 page Location:HDL-1 Combination Roof And Floor Beam of [2015 International Building Code(2015 NDS)] 3.5 INx9.25INx4.5FT #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 Unbraced Length-Top 0 ft -i--- 4.5 ft 4 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'= 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.--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 Beam Self Weight: BSW= 7 plf Comparisons with required sections: Req'd Provided Combined Uniform Live Load: wL= 485 plf Section Modulus: 18.82 in3 49.91 in3 Combined Uniform Dead Load: wD= 285 plf Area(Shear): 12.55 in2 32.38 in2 Combined Uniform Total Load: wT= 770 plf Moment of Inertia(deflection): 19.72 in4 230.84 in4 Moment: 1948 ft-lb 5166 ft-lb Shear: -1732 lb 4468 lb 32/43 Project:Gravity Calcs irk 4.fir, StruCalc 9.0 page Location: HDL-2 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 L/8970 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 4389 lb 974 lb Dead Load 1742 lb 408 lb Total Load 6131 lb 1382 lb Bearing Length 1.78 in 0.40 in BEAM DATA Center 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= 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.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: 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 33/43 Project:GravityCalcs k. "" s�` StruCalc 9.0 page _ _._ Location: MBM-1 / Uniformly Loaded Floor Beam of [2015 International Building Code(2015 NDS)] Xf;;;;;; . — 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 REACTION$ A B Live Load 4270 lb 1178 lb Dead Load 1628 lb 542 lb Total Load 5898 lb 1720 lb Bearing Length 2.25 in 0.66 in BEAM DATA Center Span Length 14 ft Unbraced Length-Top 0 ft 14ft 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 BEAM LOADING Comp.L to Grain: Fc- = 750 psi Fc- = 750 psi 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 34/43 as ,, StruCalc 9.0 page Project:Gravity Calcs 111 4 Location:MBM-2 Uniformly Loaded Floor Beam of [2015 International Building Code(2015 NDS)] --- 1.75 IN x 11.875 IN x 8.0 F .w1.75INx11.875INx8.0FT 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 DEFLECTIONS 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 Span 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= 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-L= 900 psi Fc-L'= 900 psi Beam Total Live Load: wL= 280 plf Controlling Moment: 3300 ft-lb Beam Total Dead Load: wD= 126 plf 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 35/43 Project:Gravity Calcs StruCalc 9.0 page Location:HDL-3 .. / Uniformly Loaded Floor Beam of [2015 International Building Code(2015 NDS)] :7.7. 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 DEFLECTIONS 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 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 art 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.1 to Grain: Fc- = 625 psi Fc--- = 625 psi Beam Total Live Load: wL= 440 plf Controlling Moment: 1287 ft-lb Beam Total Dead Load: wD= 198 plf 2.0 ft from left support Beam Self Weight: BSW= 6 plf 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 36/43 Project:Gravity Calcs FJy StruCalc 9.0 page Location:MBM-5 / Uniformly Loaded Floor Beam of [2015 International Building Code(2015 NDS)] -y 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 L/1947 Dead Load 0.02 in Total Load 0.05 IN L/1331 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 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 Eft 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.L to Grain: Fc-L= 900 psi Fc--- = 900 psi Beam Total Live Load: wL= 480 plf Controlling Moment: 3161 ft-lb Beam Total Dead Load: wD= 216 plf 3.0 ft from left support Beam Self Weight: BSW= 6 plf Created by combining all dead and live loads. Total Maximum Load: wT= 702 plf 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 37/43 Project:Gravity Calcs StruCalc 9.0 page Location:DBM-1 Uniformly Loaded Floor Beam or [2015 International Building Code(2015 NDS)] Q' 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 UMAX Dead Load 0.00 in Total Load 0.01 IN L/9413 Live Load Deflection Criteria:L/360 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 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 Adjusted 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 Ci=0.95 Beam Total Live Load: wL= 80 plf Comp.--to Grain: Fc-1= 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 38/43 Project:Gravity Calcs StruCalc 9.0 page Location:GBM-1 ° , 16 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 U480 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.L to Grain: Fc-L= 650 psi Fc-L'= 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: Rea'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 39/43 1 • Project:Gravity Calcs %jA f StruCalc 9.0 page Location:MBM-4 Combination Roof And Floor Beam or [2015 International Building Code(2015 NDS)1 ,:' " .. .._ 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 U3982 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:U240 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 ,".f �..; -�,r2s ,rx ,; ' Unbraced Length-Top 0 ft 5ft 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 2.0 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.1 to Grain: Fc- 1 = 750 psi Fc-1'= 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: Rea'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. 40/43 r, `" Project:Gravity Calcs 'r StruCalc 9.0 _ v. page0r 44.Location: MBM-3(2) (. Multi-Loaded Multi-Span Beam /+ [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 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 1 2 REACTIONS A B Live Load 3902 lb 3878 lb Dead Load 2352 lb 2334 lb Total Load 6254 lb 6212 lb 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.l to Grain: Fc-1= 750 psi Fc-1'= 750 psi Location 3.25 ft 13.5 ft *Load obtained from Load Tracker.See Summary Report for details. Controlling Moment: 20314 ft-lb 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 41/43 Project:Gravity Calcs sof,- StruCalc 9.0 page Location: MBM-3 = ` / Combination Roof And Floor Beam [2015 International Building Code(2015 NDS)1 "" 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 DEFLECTIONS Center LOADING DIAGRAM Live Load 0.43 IN L/464 Dead Load 0.25 in Total Load 0.67 IN L/294 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B 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 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.1 to Grain: Fc-1= 750 psi Fc-1'= 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 in2 62.34 in2 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 42/43 ' Cl Project:Gravity Calcsf StruCalc 9.0 page Location:MFB-1 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 PEFLECTIONS Center LOADING DIAGRAM Live Load 0.06 IN U1735 Dead Load 0.03 in Total Load 0.08 IN L/1155 Live Load Deflection Criteria:U360 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 Oft 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.l to Grain: Fc--L= 625 psi Fc-1'= 625 psi Beam Total Live Load: wL= 107 plf Moment: 1283 ft-lb Beam Total Dead Load: wD= 48 plf Controlling from left Moment: Beam Self Weight: BSW= 6 plf 4.n 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: Read 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 43/43 seburg .3-1. 12 ipm .1 f or st f xiezc:as('arnp zn} 1 of 1 CS Beam 2016.11.3.1 km Bea mFngine 2016.9.0.3 MatcriaLs Database 1558 Member Data Description:MAIN FLOOR Member Type: Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: 0480 live, L/360 total Dead Load: 12 PSF Deck Connection: Glued& Nailed Filename: Beam 1 x i 13 8 12 8 5 12 2228 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 5.500" 1.750" 388# -- 2 13' 8.750" Wall DFL Plate(625psi) 3.500" 3,500" 983# -- 3 22' 2.500" Wall DFL Plate(625psi) 1.750" 1.750" 237# -51# Maximum Load Case Reactions Used for applying point loads(or line toads)to carrying members Live Dead 1 301#(226p1f) 86N(65p)f) 2 757#(567p1f) 227#(170pif) 3 203#(152p1f) 35#(26p1f) Design spans 13' 4.125" 8' 4 875" Product: 11 7/8" RFPI-20 16.0" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1081.'# 3640.'# 29% 5.72' Odd Spans D+L Negative Moment 1183.'# 3640.'# 32% 13.73' Total Load D+L Shear 551.# 1420.# 38% 13.72' Total Load D+L End Reaction 388.# 1420.# 27% 0' Odd Spans D+L Int.Reaction 983.# 1935.# 50% 13.73' Total Load D+L TL Deflection 0.1015" 0.4448" U999+ 6.39' Odd Spans D+L LL Deflection 0.0806" 0.3336" U999+ 6.39' Odd Spans L Control: Max Int.React. DOLS: Live=100% Snow=115% Roof=125% Wind-160% SIMPSON All pnutccl namesare luademadcsof theirrcspeorive owners Eric Duncan PACIFIC LUMBER&TRUSS Copyright(C)2010 by Simpson Strong•re Company Inc ALL RIGHT RESERVED. BEAVERTON,OREGON 97005 "Passing Is defined aswhen the member,goorjoiC,beam or giver shown on this drawing meets applicable design cdteda for Loads,Loading Conditions,and Spans liber on this 5(]3-793-836B sheet.The design muni be reviewed by a qualified deggner or design profesbonal asregdred Por approval.This design assumes prodcct instatlatlon according to the manufacturer's specifications a ,iRosebur (�� 1-29-18 12:02pm Forest Products Cmnpans 1 of 1 CS Beam 2016.11 3.1 danBeam Engine 2016,9.0.3 Materials Database 1558 Member Data Description:MAIN FLOOR Member Type: Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: 0480 live, U360 total Dead Load: 12 PSF Deck Connection: Glued& Nailed Filename: BeamI ® 13 9 12 13 9 12 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 5.500" 1,750" 549# -- 2 13' 9.750" Wall DFL Plate(625psi) 3.500" 1.750" 549# __ Maximum Load Case Reactions Used for applying point loads(or line Ioedn(to carrying memners Live Dead 1 423#(284p1f) 12740(79p1f) 2 423#(264plf) 127#(79p(f) Design spans 13' 2.500" Product: 11 7/8" RFPs-20 19.2" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1814.'# 3640.'# 49% 6.99' Total Load D+L Shear 549.# 1420.# 38% 0' Total Load D+L End Reaction 549.# 1316.# 41% 13.81' Total Load D+L TL Deflection 0.1865" - 0,4403" L/850 _ 6.99' Total Load D+L LL Deflection 0.1434" 0.3302' _ U999+ - 6.99' Total Load L Control: Pos.Moment DOLs: Live=100% Snow=115% Roof=125% Wind=160% AI'..product names are trademarks of their re�octive owner: Eric Duncan filtrentlio r i Coppnghl(0)2076 by Simpson Strong-Tie Company Inc ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSSBEAVERTON,OREGON 97005 "Pawing is defined aswhen the member,doortolo,beam or g rdet shown on ibis drewing meets applicable deagn octets for Loads,Loading Conditions and Spans limed on this 503.793-8368 sheet.The design must be reviewed by a qualified desgner ordeagn ploteseonal as requ'.red'or approval Thlsdeagn assumes product ineallation according to the manufacturer s spacitcalions. 4 1-29-18 r Roseburg 12:00pm 4 'A Forest Products C'nmpat”, 1 of I CS Beam 2016 11 3.1 lanBeamEngine 2016.903 Materials Database 1556 Member Data Description:MAIN FLOOR Member Type: Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: U480 live, 11360 total Dead Load: 12 PSF Deck Connection: Glued & Nailed Filename: Beam1 .r ,g,, ,, r if Y / 2011 8 2011 8 ®/ Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 714# -- 2 20'11.500" Wall DFL Plate(625psi) 2.750" 1.750" 714# -- Maximum Load Case Reactions Used forapplying point loads(orline loads)to carrying members Live Dead 1 549#(412p1f) 165#(124p1f) 2 549#(412plf) 165#(124p1f) Design spans 20' 7.000" Product: DBL 11 7/8" RFPI-400 16.0" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 3672.'# 8630.'# 42% 10.51' Total Load D+L Shear 714.# 2960.# 24% 0' Total Load D+L End Reaction 714.# 2482,# 28% 20.96' Total Load D+L TL Deflection 0.4044" 0.6861' L/610 10.51' Total Load D+L LL Deflection 0.3111" 0.5146" U794 10.51' Total Load L Control: LL Deflection DOLs: Live=100% Snow=115% Roof=125% Wind160% All product names are trademadesotthe,rrespective owners Eric Duncan PACIFIC LUMBER&TRUSS 041411010 Copydgnt(C)2016 by Slmpscn Strong-Tie Company Inc.ALL RIGHTS RESERVED BEAVERTON,OREGON 97005 '•�aaang is daNnatl as cation tna member,rtdor joist.boom or yinfei shown on Mls drawing meetsepplicable deagn colada for Loads,loading Conditions,and Spenslisted on this BEAVERTON, 3-636 anecl.the deoW,mud be 6,v,cam d by a yuaiifiad oe:sgner ar deagn pmleasonal as requited for approval.Tnls design assumes Dtoducl ln�allaticn according to the manufactumr s spemficanona. •1 8 PJ seburg �� 11 1-29-1-29-1 r:'. \root Prodttetc Compos' l of I CS Resin 2016.11.3.1 lcmBeamcngrne 2016.9.0.3 Materials Database 1558 Member Data Description:UPPER FLOOR Member Type: Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/360 total Dead Load: 12 PSF Deck Connection: Glued& Nailed Filename: Beam1 r f 16 5 8 f (? 1658 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 5.500" 1 750" 666# -- 2 16' 5.500" Wall DFL Plate(625psi) 1,750" 1.750" 666# -- Maximum Load Case Reactions Used For applying point toads(or line loads)to carrying members Live Dead 1 5124(320p1f) 154#(96p1f) 2 512#(320p1f) 154#(96p1f) Design spans 16 0.000' Product: 11 7/8" RFPI-20 19.2" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 2662.'# 3640.'# 73% 8.39' Total Load D+L Shear 666.# 1420.# 46% 0' Total Load D+L End Reaction 666.# 950.# 70% 16.46' Total Load D+L TL Deflection -- 0.3821" 0.5333" 11502 8.39' Total Load D+L LL Deflection 0.2940" 0.4000" 1/653 8.39' Total Load L Control: LL Deflection DOLs: Live---100% Snow--115% Roof=125% Wind=160% SIMPSON' All product namesaetademar sof theirre�ective owners Eric Duncan PACIFIC LUMBER&TRUSS StruagTteCopyright(C)2016 by Simpson Strong-Tie Company Inc ALL RIGHTS RESERVED. BEAVE RTON,OREGON 97005 "Pasting is defined as when the member,doorioist,beam or ginte4 drown on this drawing meals applicable deagn criteria for Loads,Loading Conditions.and Spans luted on this 503793-8366 sheet.The design mud be reviewed by a qualified deagner or deagn professional as required for approval.This deagn assumes product inaattalion according to the manufaclwers speclficalions Roseburg �a 1.29.18 11 f :44am 1 Forest PnAtucts C:unmans 1 011 CS Beam 2016.11.3.1 kmBeamEnyne 2016 9 0.3 Materials Database 1558 Member Data Description:UPPER FLOOR Member Type: Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: 0480 live, U360 total Dead Load: 12 PSF Deck Connection: Glued & Nailed Filename: Beam1 ! i 171 4 17 1 4 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 5.500" 1.750" 577# 2 17' 1.250" Wall DFL Plate(625psi) 1.750" 1.750" 577# Maximum Load Case Reactions Used for applying point loads(or line bads)to canying members Live Dead 1 444#(333p1f) 133#(100p1f) 2 444#(333p1f) 133#(100p1f) Design spans 16' 7.750" Product: 11 7/8" RFPI-20 16.0" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 2401.'# 3640.'# 65% 8.71' Total Load D+L Shear 577.# 1420.# 40% 0' Total Load D+L End Reaction 577.# 950.# 60% 17.1' Total Load D+L TL Deflection 0.3785" 0.5549" 11527 8.71' Total Load D+L LL Deflection 0.2912" 0.4161" U686 8.71' Total Load L Control: LL Deflection DOLs: Live=l00% Snow=115% Roof=125% Wind=160% SIMPSON Alt product names are trademarks 0)thew respectiveowners Eric Duncan PACIFIC LUMBER&TRUSS Copyright(C)2016 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. BEAVERTON,OREGON 97005 "Passing is defined aswhen the member,floorjol&.beam or girder shown on thisdrawin9 mads appllcaWe deagr cdtena for Load&Loading Conditions,and Spans tided on this 503-793.8368 sheet The design must be reviewed by e r ualiAed designer ordedgn pmtesdonal as required torappmoal Thia dedgn as umes product indallation according to the manufacturer s specifications