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Specifications (50) --a mS--CaQ1�- 000 1ECE1VED °i s w ; r�. CITY'F ( !GARD RUILDI rki iNVISION Sage Built Homes NW Structural Calculations Ash Creek, Plan 1975 Tigard, OR Structural analysis and design for a new three story single-family residence. REVIEWED BY: Dennis Heier, PE :QED r'roaLGINE44PROF� �i9jO 86273 OREGON 144: 31,9P\x" 91:00;% 2/7/2018 EXPIRES:8 019 January 31, 2018 Project No: 1822 } 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= 35.50 ft Asphalt Shingles 3 psf Mean Roof Height,h= 32.17 ft %"Plywood Sheathing 2 psf Wood Roof Framing 5 psf 3rd Floor Wall Heights= 8.00 ft a/a"Gypsum Finishes 2.5 psf 3rd Floor Depth= 14.00 in Miscellaneous 2.5 psf 2nd Floor Wall Heights= 9.00 ft Roof Dead Load= 15 psf 2nd Floor Depth= 14.00 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= 28.83 ft (Eave Height) %"Gypsum Finishes 2.5 psf Top of 2nd Floor Walls= 19.33 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 :"Plywood Sheathing 2 psf Max Length,L= 46.5 ft 2x6 Studs @ 16"oc 3 psf Max Width,W= 22 ft 5'/="Insulation 2.75 psf s/a"Gypsum Finishes 2.5 psf AR""f= 1,160 ft2 Miscellaneous 0.75 psf Aupper Floor= 1,030 ft2 Exterior Wall Dead Load= 13 psf AMainFlaor= 948 ft2 Partition Walls: Perimeter of the Roof= 137 ft %"Gypsum Finishes 2.5 psf Perimeter of the Floor= 134 ft 2x4 Studs @ 16"oc 2 psf Perimeter of the Floor= 134 ft 3Y"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= 17,400 lb W3rd Floor= 18,540 lb W2nd Floor= 17,064 lb Ward walls= 17,380 lb W2nd walls= 18,459 lb Wistwaft= 16,496 lb 1/35 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 P,AK„IPs30 P,30 P,XK,cl P,30 Location:Tigard,OR (psi) (psf) (psi) (psi) Wind Velocity,V= 120 mph A 17.27 18.01 12.80 13.35 Exposure= B Cladding 8 -4.92 0.00 -6.70 0.00 Bldg Classification= 11 24.1 C 11.52 12.02 8.50 8.87 Roof Type= Gable D -2.73 0.00 -4.00 0.00 Roof Height,h,= 35.50 feet E -15.40 -16.06 -15.40 -16.06 Eave Height,he= 28.83 feet F -10.51 -10.96 -8.80 -9.18 Building Width,W= 22 feet G -10.70 -11.16 -10.70 -11.16 Building Length,L= 46.5 feet H -7.97 -8.32 -6.80 -7.09 Roof Rise,y= 4 Roof Run,x= 12 Roof Angle,0= 18.4 ° Mean Roof Ht,h= 32.17 feet a=0.4*h 12.87 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= 8 ft 2nd Floor Wall Heights= 9 ft 1st Floor Wall Heights= 8 ft Roof to 3rd Foor Trib Wa= 18.01 psf 4 + 18.01 psf 6.67 192 plf Wb= 12.02 psf 4 + 12.02 psf 6.67 128 plf 3rd to 2nd Floor Wa= 18.01 psf 8.5 153 plf Wb= 12.02 psf 8.5 102 plf 2nd to 1st Floor Wa= 18.01 psf 8.5 153 plf Wb= 12.02 psf 8.5 102 plf 2/35 1/8/2018 Design Maps Summary Report EMS Design Maps Summary Report 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 44-4 II sborc( ' -• ortland 4',.."*!44;,..: Gres Beaverton...f#,-- 44;4' - - e, • % Ti gar '61 •7' ; 4!) „, '440 ego .,v( *1 L.:41 • ;‘•.P.":";,:k: 7.".!, • Tualatin7 4#41,,""7 , Srle rW ,* -0OOa -, Oregon Cite,. 7//: 1144 • USGS-Provided Output Ss = 0.972 g SMS = 1.080 g SOS = 0.720 g Si = 0.423 g S„ = 0.667 g S„ = 0.445 g For information on how the SS and Si 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. MCER.Response Spect.,.1,11 Desgi REV-"It."..,r1Se Spectrum ZI9 a,* +:189 act ,157, ata a_st 4,11 a_12 a_s3 (12L 0.22 a I G.06 ace ace •=x, OX OW OW OW W50 d.01 1W 1W LM LW OW (sec) Perlod,I Calm.) For PGAM,T[, C„, and C,1 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. 3/35 https://earthguake.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 rt INGS 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 22-1 t1I Ss = 0.972 g From Figure 22-2[23 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„ 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 llb/ft2 = 0.0479 kN/m2 4/35 https://earthquake.usgs.gov/cn2/designmaps/us/report.php?template=minimal&latitude=45.431229&longitude=-122.771486&siteclass=3&riskcategory... 1/6 P 1/8/2018 Design Maps Detailed Report Section 11.4.3 - Site Coefficients and Risk-Targeted Maximum Considered Earthquake (MCEA) Spectral Response Acceleration Parameters Table 11.4-1: Site Coefficient F, Site Class Mapped MCE R Spectral Response Acceleration Parameter at Short Period SS 5 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 S, = 0.20 S, = 0.30 5, = 0.40 5, >- 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 5, For Site Class = D and S, = 0.423 g, F„ = 1.577 5/35 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 = FaSs = 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): S01 = 2/3 SM1 = 2/3 x 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<T3:S,=Sw(0.4+0.6T/To) To5TS15:Sa=S0s u,-u.?a Ts<TSTL:Sa=Sa,/T T>Tl:S.=S01T1IT2 -0.44 - ( 1 i 1 a+ � TO-O,124 99D.618 1.CQD Period,r Ash j 6/35 https://earthquake.usgs.gov/cn2/designmaps/us/report.php?template=minimal&latitude=45.431229&longitude=-122.771486&siteclass=3&riskcategory... 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. s-1.080 -- i dT � a � I � I 4i f i M I -3.124 T;..0.618 1. /w P rod,T(see) 7/35 https://earthquake.usgs.g ov/cn2/desig nmaps/us/report.ph p?te mplate=mini mal&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[41 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[53 CRS = 0.897 From Figure 22-18(63 CR1 = 0.871 8/35 https://earthquake.usgs.gov/cn2/desig nmaps/us/report.php?template=mini mal&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 SDs I or II III IV SDs < 0.167g A A A 0.167g <_ Sps < 0.33g B B C 0.33g <_ Sin < 0.50g C C D 0.50g <_ Sps 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 SDl I or II III IV Spl < 0.067g A A A 0.067g <_ SD, < 0.133g B B C 0.133g <_ SD, < 0.20g C C D 0.20g <_ SD, 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/hazards/designmaps/downloads/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 9/35 https://ea rthguake.usgs.gov/cn2/des ig nmaps/us/report.php?te mplate=minimal&latitude=45.431229&longitude=-122.771486&siteclass=3&ri skcategory... 6/6 • Seismic Lateral Design Analysis Directionally Independent: Design Parameters: Allowable Story Drift: Structural Use Group= I 2nd Floor Allowable Drift,4a= 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=Si Fv= 66.7 %g SDC(SDs)= D SDC(SDi)= D SDS=%SMS= 72.0 %g SDC(Si)= A SD1=%SMf= 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)k Wx Cvx= Roof 1 28.83 28.83 26,090 752,262 0.430 3rd Floor 1 19.33 19.33 36,460 704,884 0.403 2nd Floor 1 8.50 8.50 34,541 293,601 0.168 E(hx)k Wx= 1,750,746 Directionally Dependent: Design Factors: Response Modification Factor,R= 6.5 System Overstrength Factor,f2= 2.0 Deflection Amplification Factor,C= 4.0 Seismic Response Coefficient: Cs=SDs/1.4(R/I)= 7.91 % Controls Cs>0.044SDsI/1.4= 2.26 % SDC=E or F-Cs>(0.5 Si)/1.4(R/I) = 2.32 % Base Shear: Vertical Distribution: V=CS Wg Roof Diaphragm= 2,064 lb VRoof=CvRoof VBase= 3,300 lb V=Cs W3rdDiaphragm= 2,884 lb VRoof=Cv2ndVBase= 3,093 lb V=Cs W©2nd Diaphragm= 2,733 lb V2nd=Cv2nd VBase= 1,288 lb VBase=Os Wroeai= 7,681 10/35 i C-- ) r'qq qt. 10 ,....1, qi 'Z •,,.I -.? ....) ..-3 ,r f;;NT \\*\ 1(90 la < .. \AA\:., P..,/..›,),1\ ‘044: 116o4 , r I I- , i, -I I- I I--1 ,I L .......4 7..):,7- 7,17,17:).........R........t. r, ,.: A , ___,.__________________ I 0 . .5* I I I I 1 1 I •t 1 1 , .,,.‘,....,..,_,......„ _,•I ..., ___,......_ ...........„, HI 41 ":7"------".--7...-7.- ",..---,•.--7.7.:- ,.,,,,,:: : , 1 1 I ., .. -.. 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Vet1 6c- ,;) i 1 , I , , -1, III IA971 all . i Vfor 1 k42.%11 V4- Ilia* \)f,v,rill 4., cri , , /Liit- ll r 1\1i Lo f1 E S1 i 3 i 2c2,1\ :li = J ; r••••...r.. ..— __yi rrZ 'a1 'Y�'T ' 1 —�_...___s.ktie I r• 4_ '"Ii ,_":„:„. :`, , ,.sir. . ;_____—__..__S.--_ _,t 1 ----- - F---i I 44 _ ��_ __ I i , ,..... i k—_ - �. ter! ..{� , _ _ _ �2—_ 1 ' is _ _ _ t.... f .I ,T_______ ._ ,( 4 1 I I 1 it • eti .,� ( I: Ib _ _ _�_,, • k 1 .t. 1 !t—- _ _ _.'STI i . x-7,1 ':'1(\ 8/1 .11 1 c— _ a 4C Shearwall Load Distribution ISageBuilt-Ash Creek,Plan 1975 Seismic Forces Seismic Base Shear,Vas= 7.7 kips Roof Shear,Fi- 3.3 kips 3rd Floor Shear,Fi= 3.1 kips 2nd Floor Shear,Fi= 1.3 kips Trib Weights,F,,,,,- 285 psf Trib Weights,F,,,,= 3.00 psf Trib Weights,for,= 1.36 psf SHEAR Sesimic SHEAR WALL WALL RATIO OF SHEAR ALONG SHEAR ALONG Height of Total Length Sum of Full Max Opening (Wind) (Trib) (Seismc) IDEN. LENGTH TOTAL WALL WALL Wall of Wall Height Sheath. Height SHEAR (Wind) (Seismic) R L 5U Ho (Ib) (Ib) IN (Ib) (lb) (ft) (ft) (ft) (ft) (Roof to Upper Floor I Line A 1792 515 1465 AR-1 25.5 100 1792 1465 8 25.5 190 6.67 000 0 0 0 0.00 0 0 0 ODD 0 0 0 Total 255 1.00 1792 1465 Line 8 1792 515 1465 BR-1 38 1.00 1792 1465 8 38 2700 6.67 0.00 0 0 0 0.00 00 0 0.00 0 0 0 Total 38 1.00 1792 1465 Use 1 3360 515 1466 16-1 22 1.00 3360 1465 8 22 16 6.67 OW 0 0 0 0.00 0 0 0 0.00 0 0 0 Total 22 100 3360 1465 Line 3 3360 515 1465 38-1 7 100 3360 1465 8 7 7 000 0 0 0 OW 0 0 0 000 0 0 0 Total7 1.00 3360 1465 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) R L SU No (Ib) (lb) (ft) (Ib) (Ib) (ft) (ft) (ft) (ft) Line 1428 474 1423 AM-1 30 1.00 3220 2888 9 30 20.5 6.67 Shear Above 1,792 1465 0.00 0 0 0 Total Shear 3220 2888 0.00 0 0 0 000 0 0 0 Total 30 1.00 3220 2888 Line B 1428 474 1423 BM-1 38 100 3220 2888 9 38 31.5 6.67 Shear Above 1,792 1465 0.00 0 0 0 Total Shear 3220 2888 000 0 0 0 0000 0 0 Total 38 1.00 3220 2888 Line 1 2601 474 1423 1M-1 22 100 5961 2888 9 22 14 6.67 Shear Above 3,360 1465 0.00 0 0 0 Total Shear 5961 2888 0.00 0 0 0 0.00 0 0 0 Total 22 1.00 5961 2888 Line 3 2601 474 1423 3M-1 8 _ 1.00 5961 2888 15 8 Shear Above 3,360 1465 0000 0 0 Total Shear 5961 2888 0.00 0 _ 0 0 0.00 0 0 0 Total8 1.00 5961 2888 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) I (ft) (Ib) (Ib) (ft) (ft) (ft) (ft) Line 1428 474 1423 AL-1 30 1.00 4648 4312 8 30 26 6.67 Shear Above 3,220 2888 0.00 0 0 0 Total Shear 4648 4312 000 0 0 0 • 0.00 0 0 0 Total 30 1.00 4648 4312 Une 8 1428 474 1423 BL-1 42 1.00 4648 4312 8 42 42 Shear Above 3,220 2888 0.000 0 0 Total Shear 4648 4312 0.00 0 0 0 0.00 0 0 0 Total 42 100 4648 4312 Line 1 1275 209 628 11-1 17.5 1.00 7236 3516 8 17.5 17.5 Shear Above 5,961 2888 000 0 0 0 Total Shear 7236 3516 0.00 0 0 0 0.000 0 0 Total 17.5 100 7236 3516 Line 2 2295 474 1423 21-1 7.5 1.00 2295 1423 8 7.5 75 Shear Above 0.000 0 0 Total Shear 2295 1423 0.000 0 0 0.00 0 0 0 Total 7.5 1.00 2295 1423 Line 3 1632 265 796 3L-1 7.5 1.00 7593 3684 4 7.5 7.5 Shear Above 5,961 2888 0.00 0 0 0 Total Shear 7593 3684 0.00 0 0 0 0.000 0 0 Total 7.5 100 7593 3684 13/35 M V 1ml .v9 1,010a elO,O. 11.n..00114 1..0rysnex . 11 p w10)0.99 .w, 1. v..-we 40..4,.1 v.. wane.,..vsra, 0.444.-,awsrnnaw LsarN0194 ESS(L 01E � ..1414 [MI 196x1 KIM 69191 ..,m1 411 era 1.1414 stat W't i911.11MIN MU 09 OUSE 56i'i 1-17 s 11641.3, a. ae't 9[5'E .1414 0041 ON 000 W E D 5't 5'EL E L'E l li 1911 10,14 0 00.1.3, NOL 99 Al 0EL LSC 1E0 EV 0000 00S WS 91 OE E '. 0114.41.1.11 1.419 0604:: I, Ngo[ 1101 � nag �B®���EM Ln 5 II E99 aa.I�■■ � ®O Oafewm 0, mr, 99 IA 611 .1 LEO MO 001 00TN 0 9 .010 0 MT newwl x NLL 99 9 L12 607 9911 .E0 v90 690 90 . L9'9 507 OE PM 077 1 1119- 1.41 N.w.1a.eM 96.9+.3, .6 4,410.11 I ©© � w 0®' �0 000�®� OM MI �s6,0 se. .90,01011 m mt 90 (E 1111 1 119 6.11.3, L.A. 9 t 1 Eu ne.., 4 nn 99 m 011 MT E.11 E90 SE0 00t 93, 90 1 i99 61 S 9 B 190E L94 Li VS B S9e1 5E« 561.1 1-114 41.I4..Y604N.Y MO (9'1 1911 (911 ,MM 4i.l 414 % (4) (Si) (Nil (41 (11) 190 (911 nox x E 11.4.49 = (>5091. (9.9N. 1(914 r. ,un (9159.91 (rylml 0 1 Mk nln ,11S.en 1u911.4 • u,1990 41400 mary .a0 P•113 00.9.0 411,11 las .06.4.93, n 1141 0,.1,01 .m mo,map 994 n %/•ml.n41 ,319.11 0111101 44..9 nun nun ..w3, IPA 4 11104 4.4.9 10011,40019.93.001 11 4139+, lu 9aew 0110 5 w9ua,In 1 40.0. ,009 ,ea,,, I 9017 zt I ttE 4110AP1 1.x01f 6 l 1 e 44..9.90 ws1119.41 ry 7 °3HA)=J m 74734"."1"0'•W1.70l'A;nm LL I OrS I ,o`s I E I 00. 4444,85 0w:f 91441 wry /(7713/A=n 14111.41 14 41.x11.1 I '„1:04":93"197,17•199"."14.71"14M." t ... 5 EYw41.]Is111.1.9 4x1P1m 5501 v El- ES 0 IL 0 EV 0 WM iiP11Ii4; 1.1 AMMAS0314Y01YL,.0011.111•019.19 MI Force Transfer Around Opening (FTAO) Diekmann Method @ Main Floor Line 3-3M-1 = 2.3 ft L0= 3.0 ft L2= 2.3 ft V= 5.96 k v„= 189 plf vo= 1703 plf vF= 189 plf hu= 7.0 ft F1= 2.55k F2= 2.55k vB= 1325 plf ve= 1325 plf h0= 8.0 ft T T H= 11.92k H= 11.92k H= (5.96k *15.0ft) /7.5 ft= 11.92 k vh= 5.96 k/ 4.5 ft= 1325 plf v„= 11.92 k/ 7.0 ft= 1703 plf Use:Type S2-2 Shearwall F= 1703 plf* 3.00 ft= 5.11 k F1= (5.11 k* 2.3 ft)/ 4.5 ft= 2.55 k Use:Cont.Simpson CMST14 STRAP F2= (5.11k* 2.3ft)/ 4.5 ft= 2.55k T+C Couple after Dead Load is applied for holdown requirements MR= [(15psf* 24 ft+ 13psf* 23.0 ft)* (7.5 ft)^2 *0.6/2] +(0.0ft *5001b)= 11.12 kft T= 11.92 kft- (11.12 kft /7.5 ft) =10.44 k +0.00k= 10.44 k Use:Type(2)-CMST14 Straps 5£!96 T-210H I-211H-L-2IaH T_irI v ,r v — it II 11 I i II I 11 I I 1 III - I I _I c-1 II II II 1 I 0 1 II I ii 1 I cI 1 I I I _ II 1 - - 1�----ii---n-ill-111-A4,, ,�1 1I ❑ II I ,1 I 1 I I I 1 I _ _ _��_-JLC_-t ..�-4 { 1.d. . ' i 11 Ir 11111I (1 1111111 IW' r 11111fiL r{p '1 ii, .,:,.. f ,', s .i k 1. . i T - �'' 1: r-1 i • 1 ■1 ` - - - -- L_J r HDL-1 HDL-1 1 I 1 1 1=1 f I, 1 i 1 1 1 1�7----.7f _ -'�7 1-1-t 11 1-1, iT1 t I�1.1111111W 1 1 1 1 1 1 4ttttt+®{i I i rrrTT1111111II , f ILI I I I I I I I I I I 11 I 1 1 1 1i' _. 1 1 i %i i I I" i L,ii11 '7. = =t=rHDL 1 i i M"F' tF' 1�i1' tr-I-3 + - t rt 1 1 1 I I I I I I I I I I I 1 1 1 1 1 1 1 1 1 1 1 ,1 II1111111111111I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 11 .�� 11111111111111 NI II I IIIIII 111 i = 1 1 I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 LIUUJ_a_t-W -�_LILLLIJJLL] 17/35 • Project:Gravity Calcs » ,, 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 7/18/2017 12:02:11 AM Section Adequate By: 133.0% Controlling Factor:Moment DEFLECTIONS 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: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 O ft A 8 n 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-_'= 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 18/35 ' page Project:Gravity Calcs • 1$"F / Location:HDR-1 Roof Beam of [2015 International Building Code(2015 NDS)] n.-we.,.. "- 3.5 IN x 7.25 IN x 4.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.5 7/18/2017 12:02:12 AM Section Adequate By:78.2% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.02 IN U2523 Dead Load 0.01 in Total Load 0.03 IN 01537 Live Load Deflection Criteria:L/240 Total Load Deflection Criteria:L/180 REACTIONS A Live Load 1175 lb 1175 lb Dead Load 754 lb 754 lb Total Load 1929 lb 1929 lb Bearing Length 0.88 in 0.88 in BEAM DATA Span Length 4 ft ., ..:r .,.v _ Unbraced Length-Top 0 ft Oft 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= 23.5 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. to Grain: Fc- = 625 psi Fc-1'= 625 psi Wall Load: WALL= 0 plf Controlling Moment: 1929 ft-lb SLOPE/PITCH ADJUSTED LENGTHS AND LOADS 2.0 ft from left support Adjusted Beam Length: Ladj= 4 ft Created by combining all dead and live loads. Beam Self Weight: BSW= 6 plf Controlling Shear: -1929 lb Beam Uniform Live Load: wL= 588 plf At support. Beam Uniform Dead Load: wD_adj= 377 plf Created by combining all dead and live loads. Total Uniform Load: wT= 965 plf Comparisons with required sections: Req'd Provided Section Modulus: 17.21 in3 30.66 in3 Area(Shear): 13.98 in2 25.38 in2 Moment of Inertia(deflection): 13.02 in4 111.15 in4 Moment: 1929 ft-lb 3438 ft-lb Shear: -1929 lb 3502 lb 19/35 Project:Gravity Calcs -,o1/::::._ Page Location:HDM-1 „ 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 7/18/2017 12:02:13 AM Section Adequate By:59.1% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.02 IN L/2221 Dead Load 0.01 in Total Load 0.03 IN L/1372 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 1335 lb 1335 lb Dead Load 826 lb 826 lb Total Load 2161 lb 2161 lb Bearing Length 0.99 in 0.99 in BEAM DATA Center Span Length 4 ft „” y r J, ''J -i,it Unbraced Length-Top 0 ft an 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= 23.5 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.1 to Grain: Fc-1= 625 psi Fc-1'= 625 psi Floor Tributary Width FTW= 2 ft 0 ft Controlling Moment: 2161 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= 588 plf Controlling Shear: -2161 lb Roof Uniform Dead Load: wD-roof= 372 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= 6 plf Comparisons with required sections: Req'd Provided Combined Uniform Live Load: wL= 668 plf Section Modulus: 19.27 in3 30.66 in3 Combined Uniform Dead Load: wD= 413 plf Area(Shear): 15.66 in2 25.38 in2 Combined Uniform Total Load: wT= 1081 plf Moment of Inertia(deflection): 19.45 in4 111.15 in4 Moment: 2161 ft-lb 3438 ft-lb Shear: -2161 lb 3502 lb 20/35 4 "� page Project:Gravity Calcs �^_ Location:FJ-1 r+� ,v Floor Joist11-sio of [2015 International Building Code(2015 NDS)] = -, RFPI-40/14-Roseburg Forest Products x 21.0 FT @ 16 O.C. Section Adequate By:2.5% StruCalc Version 10.0.1.5 7/18/2017 12:02:13 AM Controlling Factor:Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.47 IN U535 Dead Load 0.21 in Total Load 0.68 IN L/369 Live Load Deflection Criteria:L/480 Total Load Deflection Criteria:L/360 REACTIONS A Live Load 560 lb 560 lb Dead Load 252 lb 252 lb Total Load 812 lb 812 lb Bearing Length 5.50 in 5.50 in Web Stiffeners No No SUPPORT LOADS A Live Load 420 plf 420 plf 21 ft Dead Load 189 plf 189 plf Total Load 609 plf 609 plf I-JOIST PROPERTIES JOIST DATA Center RFPI-40/14-Roseburg Forest Products Span Length 21 ft Base Values Adjusted Unbraced Length-Top 0 ft Moment Cap: Mcap= 5785 ft-lb Mcap'= 5785 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= 1710 lb Vcap'= 1710 lb Floor Duration Factor 1.00 Cd=1.00 JOIST LOADING Reaction A: Rcap= 1470 lb Rcap'= 1470 lb Uniform Floor Loading Center Reaction B: Rcap= 1470 lb Rcap'= 1470 lb Live Load LL= 40 psf E.l.: El= 540 lb-int El'= 540 lb-int Dead Load DL= 18 psf Total Load TL= 58 psf Controlling Moment: 4263 ft-lb TL Adj.For Joist Spacing wT= 77.3 plf 10.5 Ft from left support of span 3(Right Span) Created by combining all dead and live loads. Controlling Shear: 812 lb At left support of span 2(Center Span) Created by combining all dead and live loads. Comparisons with required sections: Req'd Provided E.I.: 527 int-lb E6 540 int-lb xE6 Moment: 4263 ft-lb 5785 ft-lb Shear: 812 lb 1710 lb 21/35 Project:Gravity Calcs i "' 'r page Location:BM-1 Uniformly Loaded Floor Beam 401,0or [2015 International Building Code(2015 NDS)] 1.75 IN x 14.0 IN x 4.0 FT 1.55E Timberstrand LSL-iLevel Trus Joist StruCalc Version 10.0.1.5 7/18/2017 12:02:14 AM Section Adequate By:611.8% Controlling Factor:Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.00 IN UMAX Dead Load 0.00 in Total Load 0.00 IN L/MAX Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 480 lb 480 lb Dead Load 231 lb 231 lb Total Load 711 lb 711 lb Bearing Length 0.45 in 0.45 in BEAM DATA Centerx �r ,, Span Length 4 ft Unbraced Length-Top 0 ft att 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'= 2292 psi Floor Dead Load FDL= 18 psf 0 psf Cd=1 00 CF=0.99 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.±to Grain: Fc-±= 900 psi Fc-±'= 900 psi Beam Total Live Load: wL= 240 plf Beam Total Dead Load: wD= 108 plf Controlling Moment: 711 ft-lb 2.0 ft from left support Beam Self Weight: BSW= 8 plf Total Maximum Load: wT= 356 plf Created by combining all dead and live loads. Controlling Shear: -711 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Req'd Provided Section Modulus: 3.72 in3 57.17 in3 Area(Shear): 3.44 in2 24.5 in2 Moment of Inertia(deflection): 6.69 in4 400.17 in4 Moment: 711 ft-lb 10920 ft-lb Shear: -711 lb 5063 lb 22/35 Project:Gravity Calcs , page Location:BM-2 Uniformly Loaded Floor Beam of [2015 International Building Code(2015 NDS)] 1.75 IN x 14.0 IN x 7.0 FT 1.55E Timberstrand LSL-iLevel Trus Joist StruCalc Version 10.0.1.5 7/18/2017 12:02:15 AM Section Adequate By:302.6% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.02 IN L/3576 Dead Load 0.01 in Total Load 0.04 IN L/2398 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 800 lb 800 lb Dead Load 394 lb 394 lb Total Load 1194 lb 1194 lb 1 Bearing Length 0.76 in 0.76 in BEAM DATA Center Span Length 7 ft Unbraced Length-Top 0 ft 7f 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'= 2292 psi Floor Dead Load FDL= 18 psf 0 psf Cd=1.00 CF=0.99 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.±to Grain: Fc- = 900 psi Fc-±'= 900 psi Beam Total Live Load: wL= 160 plf Controlling Moment: 2712 ft-lb Beam Total Dead Load: wD= 72 plf Beam Self Weight: BSW= 8 plf 3.5 ft from left support Total Maximum Load: wT= 240 plf Created by combining all dead and live loads. Controlling Shear: 1194 lb POINT LOADS-CENTER SPAN At support. Load Number One Created by combining all dead and live loads. Live Load 480 lb Dead Load 231 lb Comparisons with required sections: Req'd Provided Location 3.5 ft Section Modulus: 14.2 in3 57.17 in3 *Load obtained from Load Tracker.See Summary Report for details. Area(Shear): 5.78 in2 24.5 in2 Moment of Inertia(deflection): 40.28 in4 400.17 in4 Moment: 2712 ft-lb 10920 ft-lb Shear: 1194 lb 5063 lb 23/35 Project:Gravity Calcs '( 'r page Location:BM-3 ;p Uniformly Loaded Floor Beam Airor [2015 International Building Code(2015 NDS)] 5.25 IN x 14.0 IN x 16.5 FT 2.0 Rigidlam LVL-Roseburg Forest Products StruCalc Version 10.0.1.5 7/18/2017 12:02:15 AM Section Adequate By:47.1% Controlling Factor:Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.37 IN L/529 Dead Load 0.18 in Total Load 0.56 IN U355 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 4071 lb 4469 lb Dead Load 2000 lb 2196 lb Total Load 6071 lb 6665 lb 2 Bearing Length 1.54 in 1.69 in BEAM DATA Center Span Length 16.5 ft Unbraced Length-Top 0 ft 16.5 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'= 3041 psi Floor Dead Load FDL= 18 psf 0 psf Cd=1.00 CF=0.98 Floor Tributary Width FTW= 11 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.--to Grain: Fc- = 750 psi Fc- L'= 750 psi Beam Total Live Load: wL= 440 plf Controlling Moment: 27569 ft-lb Beam Total Dead Load: wD= 198 plf 8.25 ft from left support Beam Self Weight: BSW= 18 plf Total Maximum Load: wT= 656 plf Created by combining all dead and live loads. Controlling Shear: -6664 lb POINT LOADS-CENTER SPAN At support. Load Number One * Two * Created by combining all dead and live loads. Live Load 480 lb 800 lb Dead Load 231 lb 394 lb Comparisons with required sections: Req'd Provided Location 8 ft 12.5 ft Section Modulus: 108.8 in3 171.5 in3 *Load obtained from Load Tracker.See Summary Report for details. Area(Shear): 34.47 in2 73.5 in2 Moment of Inertia(deflection): 816.25 in4 1200.5 in4 Moment: 27569 ft-lb 43459 ft-lb Shear: -6664 lb 14210 lb 24/35 page Project:Gravity Calcs _m jF,' Location:BM-4 Uniformly Loaded Floor Beam or [2015 International Building Code(2015 NDS)] 5.5 IN x 14.0 IN x 21.5 FT 30F-E2M3-Rosboro Big Beam-Dry Use StruCalc Version 10.0.1.5 7/18/2017 12:02:16 AM Section Adequate By: 14.6% Controlling Factor:Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.61 IN L/424 Dead Load 0.33 in Total Load 0.94 IN L/275 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 3586 lb 2027 lb Dead Load 1940 lb 1174 lb Total Load 5526 lb 3201 lb 1 Bearing Length 1.55 in 0.90 in BEAM DATA Center Span Length 21.5 ft s:s,�:., p ,.".`GSr^r 1 :.n'ua : �; 'riug,t.;...: /..?)^:e" ''''''tea Unbraced Length-Top 0 ft 21.58 Floor Duration Factor 1.00 CamberAdj.Factor 1 Camber Required 0.33 FLOOR LOADING Notch Depth 0.00 Side 1 Side 2 MATERIAL PROPERTIES Floor Live Load FLL= 40 psf 0 psf 30F-E2M3-Rosboro Big Beam Floor Dead Load FDL= 18 psf 0 psf Base Values Adjusted Floor Tributary Width FTW= 1.3 ft 0 ft Bending Stress: Fb= 3000 psi Controlled by: Fb_cmpr= 3000 psi Fb'= 2926 psi Wall Load WALL= 0 plf Cd=1.00 Cv=0.98 BEAM LOADING Shear Stress: Fv= 300 psi Fv'= 300 psi Beam Total Live Load: wL= 53 plf Cd=1.00 Beam Total Dead Load: wD= 24 plf Modulus of Elasticity: E= 2100 ksi E'= 2100 ksi Beam Self Weight: BSW= 19 plf Comp.l to Grain: Fc-L= 650 psi Fc-L'= 650 psi Total Maximum Load: wT= 96 plf Controlling Moment: 36157 ft-lb POINT LOADS-CENTER SPAN 10.75 ft from left support Load Number One * Created by combining all dead and live loads. Live Load 4469 lb Controlling Shear: 5525 lb Dead Load 2196 lb At support. Location 7 ft Created by combining all dead and live loads. *Load obtained from Load Tracker.See Summary Report for details. Comparisons with required sections: Req'd Provided Section Modulus: 148.27 in3 179.67 in3 Area(Shear): 27.63 in2 77 in2 Moment of Inertia(deflection): 1097.34 in4 1257.67 in4 Moment: 36157 ft-lb 43815 ft-lb Shear: 5525 lb 15400 lb 25/35 • Project:Gravity Calcs qt) ,,", 4 page Location:BM-5 mow: Combination Roof And Floor Beam of [2015 International Building Code(2015 NDS)] 3.5 INx14.0INx4.5FT 2.0 Rigidlam LVL-Roseburg Forest Products StruCalc Version 10.0.1.5 7/18/2017 12:02:17 AM Section Adequate By:60.3% Controlling Factor:Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN L/6685 Dead Load 0.00 in Total Load 0.01 IN L/4222 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 4279 lb 1994 lb Dead Load 2515 lb 1144 lb Total Load 6794 lb 3138 lb Bearing Length 2.59 in 1.20 in BEAM DATA Center Span Length 4.5 ft 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 2.0 Rigidlam LVL-Roseburg Forest Products Roof Dead Load RDL= 15 psf 0 psf Base Values Adjusted Roof Tributary Width RTW= 8 ft 0 ft Bending Stress: Fb= 3100 psi Fb'= 3497 psi Cd=1.15 CF=0.98 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- = 750 psi Fc- = 750 psi Floor Tributary Width FTW= 7 ft 0 ft Controlling Moment: 6403 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= 200 plf Controlling Shear: 6794 lb Roof Uniform Dead Load: wD-roof= 126 plf At support. Floor Uniform Live Load: wL-floor= 280 plf Created by combining all dead and live loads. Floor Uniform Dead Load: wD-floor= 126 plf Beam Self Weight: BSW= 12 plf Comparisons with required sections: Req'd Provided Combined Uniform Live Load: wL= 480 plf Section Modulus: 21.97 in3 114.33 in3 Combined Uniform Dead Load: wD= 265 plf Area(Shear): 30.56 in2 49 in2 Combined Uniform Total Load: wT= 745 plf Moment of Inertia(deflection): 45.5 in4 800.33 in4 Moment: 6403 ft-lb 33318 ft-lb POINT LOADS-CENTER SPAN Shear: 6794 lb 10894 lb Load Number One Live Load 4113 lb Dead Load 2468 lb Location 1 ft 26/35 Project:Gravity Calcs ar ���� Location:HDL-1 w • :. Combination Roof And Floor Beam or [2015 International Building Code(2015 NDS)] ‘;•.1.--f--: — 3.5 IN x 9.25 IN x 4.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.5 7/18/2017 12:02:18 AM Section Adequate By:121.5% Controlling Factor:Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN U5131 Dead Load 0.00 in Total Load 0.01 IN U3510 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 1200 lb 1200 lb Dead Load 554 lb 554 lb 1 Total Load 1754 lb 1754 lb Bearing Length 0.80 in 0.80 in SEAM DATA Center ,r'7,"'''' f X fsu(4L n r,r lr ysr5s, 17:4 ''' .sir}t r Span Length 4 ft Unbraced Length-Top 0 ft Ott 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= 2 ft 0 ft Bending Stress: Fb= 900 psi Fb'= 1080 psi Cd=1.00 CF=1.20 FLOOR LOADING Shear Stress: Fv= 180 psi Fv'= 180 psi Side 1 Side 2 Cd=1.00 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--t-= 625 psi Fc-1'= 625 psi Floor Tributary Width FTW= 15 ft 0 ft Controlling Moment: 1754 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= 50 plf Controlling Shear: 1754 lb Roof Uniform Dead Load: wD-roof= 32 plf At support. Floor Uniform Live Load: wL-floor= 600 plf Created by combining all dead and live loads. Floor Uniform Dead Load: wD-floor= 270 plf Beam Self Weight: BSW= 7 plf Comparisons with required sections: Req'd Provided Combined Uniform Live Load: wL= 650 plf Section Modulus: 19.49 in3 49.91 in3 Area(Shear): 14.62 in2 32.38 in2 Combined Uniform Dead Load: wD= 309 plf Moment of Inertia(deflection): 16.2 in4 230.84 in4 Combined Uniform Total Load: wT= 959 plf Moment: 1754 ft-lb 4492 ft-lb Shear: 1754 lb 3885 lb 27/35 • page, Project:Gravity Calcs 44,,E Location:HDL-2 ,406. Uniformly Loaded Floor Beam or [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 7/18/2017 12:02:18 AM 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: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 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.1 to Grain: Fc-1= 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: Read 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 28/35 Project:Gravity Calcs page Location:MBM-1 Uniformly Loaded Floor Beam of [2015 International Building Code(2015 NDS)] 1.75 IN x 11.875 IN x 7.0 FT 1.55E Timberstrand LSL-iLevel Trus Joist StruCalc Version 10.0.1.5 7/18/2017 12:02:19 AM Section Adequate By:48.5% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.08 IN L/1091 Dead Load 0.04 in Total Load 0.11 IN U740 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 1600 lb 1600 lb Dead Load 758 lb 758 lb Total Load 2358 lb 2358 lb Bearing Length 1.50 in 1.50 in BEAM DATA Center Span Length 7 ft Unbraced Length-Top 0 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= 8 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- = 900 psi Beam Total Live Load: wL= 320 plf Controlling Moment: 5370 ft-lb Beam Total Dead Load: wD= 144 plf Beam Self Weight: BSW= 6 plf 3.5 ft from left support Total Maximum Load: wT= 470 plf Created by combining all dead and live loads. Controlling Shear: 2358 lb POINT LOADS-CENTER SPAN At support. Load Number One * Created by combining all dead and live loads. Live Load 960 lb Dead Load 462 lb Comparisons with required sections: Req'd Provided Location 3.5 ft Section Modulus: 27.69 in3 41.13 in3 *Load obtained from Load Tracker.See Summary Report for details. Area(Shear): 11.41 in2 20.78 in2 Moment of Inertia(deflection): 80.56 in4 244.21 in4 Moment: 5370 ft-lb 7977 ft-lb Shear: 2358 lb 4295 lb 29/35 • 1 Project:Gravity Calcs1 page Location:MBM-2 Uniformly Loaded Floor Beam of [2015 International Building Code(2015 NDS)] ,. «< 1.75 IN x 11.875 IN x 7.0 FT 1.55E Timberstrand LSL-iLevel Trus Joist StruCalc Version 10.0.1.5 7/18/2017 12:02:20 AM Section Adequate By:160.8% Controlling Factor:Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.05 IN U1840 Dead Load 0.02 in Total Load 0.07 IN L/1251 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 1120 lb 1120 lb Dead Load 527 lb 527 lb Total Load 1647 lb 1647 lb Bearing Length 1.05 in 1.05 in BEAM DATA Center Span Length 7 ft Unbraced Length-Top 0 ft 7ft B♦ 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= 8 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-1= 900 psi Fc- L'= 900 psi Beam Total Live Load: wL= 320 plf Controlling Moment: 2882 ft-lb Beam Total Dead Load: wD= 144 plf 3.5 ft from left support Beam Self Weight: BSW= 6 plf Total Maximum Load: wT= 470 plf Created by combining all dead and live loads. Controlling Shear: 1647 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Req'd Provided Section Modulus: 14.86 in3 41.13 in3 Area(Shear): 7.97 in2 20.78 in2 Moment of Inertia(deflection): 47.79 in4 244.21 in4 Moment: 2882 ft-lb 7977 ft-lb Shear: 1647 lb 4295 lb 30/35 • • page Project:Gravity Calcs 4 / Location:GBM-1 .� Uniformly Loaded Floor Beam of [2015 International Building Code(2015 NDS)] 5.5 INx11.5INx13.0FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.5 7/18/2017 12:02:20 AM Section Adequate By:15.7% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.17 IN L/917 Dead Load 0.09 in Total Load 0.26 IN U608 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 1560 lb 1560 lb Dead Load 791 lb 791 lb Total Load 2351 lb 2351 lb Bearing Length 0.68 in 0.68 in BEAM DATA Center gss 1,*A Span Length 13 ft a x�;--A:> a �a.,,'s,i %"' �.r ;2�•• . Unbraced Length-Top 0 ft 13 ft Floor Duration Factor 1.00 Notch Depth 0.00 j1AATERIAL 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= 6 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-1= 625 psi Fc-1-'= 625 psi Beam Total Live Load: wL= 240 plf Controlling Moment: 7641 ft-lb Beam Total Dead Load: wD= 108 plf Beam Self Weight: BSW= 14 plf 6.5 ft from left support Total Maximum Load: wT= 362 plf Created by combining all dead and live loads. Controlling Shear: 2351 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 104.79 in3 121.23 in3 Area(Shear): 20.75 in2 63.25 in2 Moment of Inertia(deflection): 275.04 in4 697.07 in4 Moment: 7641 ft-lb 8840 ft-lb Shear: 2351 lb 7168 lb 31/35 i Project:Gravity Calcs -144 page .. .�� Location:DBM-1 , . Uniformly Loaded Floor Beam of [2015 International Building Code(2015 NDS)] d,,.� ` ��- 5.5 IN x 9.5 IN x 15.0 FT Pressure Treated #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.5 7/18/2017 12:02:21 AM Section Adequate By:9.8% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.23 IN U767 Dead Load 0.13 in Total Load 0.37 IN U491 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 750 lb 750 lb Dead Load 422 lb 422 lb Total Load 1172 lb 1172 lb Bearing Length 0.34 in 0.34 in BEAM DATA Center Span Length 15 ft • .3f�� " Unbraced Length-Top 0 ft 15R 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= 2.5 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= 100 plf Comp. to Grain: Fc- 625 psi Fc- = 625 psi Beam Total Dead Load: wD= 45 plf Controlling Moment: 4397 ft-lb Beam Self Weight: BSW= 11 plf Total Maximum Load: wT= 156 plf 7.5 ft from left support Created by combining all dead and live loads. Controlling Shear: 1172 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 75.37 in3 82.73 in3 Area(Shear): 12.93 in2 52.25 in2 Moment of Inertia(deflection): 192.21 in4 392.96 in4 Moment: 4397 ft-lb 4826 ft-lb Shear: 1172 lb 4737 lb 32/35 • , page Project:Gravity Calcs Location:MBM-3400 + ' Multi-Span Floor Beam of [2015 International Building Code(2015 NDS)] 5.51N x 9.0IN x 20.0 FT(10+10) 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.5 7/18/2017 12:05:12 AM Section Adequate By:40.3% Controlling Factor:Moment DEFLECTIONS Left Center LOADING DIAGRAM Live Load 0.12 IN L/1038 0.12 IN L/1038 Dead Load 0.03 in 0.03 in Total Load 0.15 IN U812 0.15 IN L/812 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 1925 lb 5500 lb 1925 lb Dead Load 783 lb 2609 lb 783 lb Total Load 2708 lb 8109 lb 2708 lb Bearing Length 0.76 in 2.27 in 0.76 in BEAM DATA Left Center 0,1 119,VT _CO ti , :,... ..ft Cott Span Length 10 ft 10 ft Unbraced Length-Top 0 ft 0 ft Unbraced Length-Bottom 10 ft 10 ft Floor Duration Factor 1.00 Notch Depth 0.00 FLOOR LOADING Left Center MATERIAL PROPERTIES Floor Live Load FLL= 40 psf 40 psf 24F-V4-Visually Graded Western Species Floor Dead Load FDL= 18 psf 18 psf Base Values Adjusted Floor Tributary Width Side One TW1 = 11 ft 11 ft Bending Stress: Fb= 2400 psi Controlled by: Floor Tributary Width Side Two TW2= 0 ft 0 ft Fbcmpr= 1850 psi Fb_cmpr= 1839 psi Wall Load WALL= 0 plf 0 plf Cd—=1.00 C1=0.99 BEAM LOADING Left Center Shear Stress: Fv= 265 psi Fv'= 265 psi Reduced Floor Live Load 40 psf 40 psf Cd=1.00 Total Live Load 440 plf 440 plf Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Total Dead Load 198 plf 198 plf Comp. to Grain: Fc-1= 650 psi Fc-1'= 650 psi Beam Self Weight 11 plf 11 plf Controlling Moment: -8109 ft-lb Total Load 649 plf 649 plf Over right support of span 1 (Left Span) Created by combining all dead loads and live loads on span(s)1,2 Controlling Shear: -4055 lb At right support of span 1 (Left Span) Created by combining all dead loads and live loads on span(s)1,2 Comparisons with required sections: Req'd Provided Section Modulus: 52.91 in3 74.25 in3 Area(Shear): 22.95 in2 49.5 in2 Moment of Inertia(deflection): 115.92 in4 334.13 in4 Moment: -8109 ft-lb 11379 ft-lb Shear: -4055 lb 8745 lb 33/35