Loading...
Specifications (89) cx\si-ao\ -0,_DL) t4 o 5 ( tom C� Sage Built Homes NW RECEIVED JAN 18 2018 CITY OF . :GARD 3UILD NG DIVMS ON Structural Calculations Ash Creek, Plan 2483 Tigard, OR Structural analysis and design for a new three story single-family residence. REVIEWED BY: Dennis Heier, PE �PRo_,F amis> i*V- OREGON 94‘1414(3,01 " /102018 EXPIRES:8(WO/2012 January 9, 2018 Project No: 1797 General Information and Design Criteria Site Information: Location= Tigard,OR Site Latitude= 45.431229 Site Longitude= -122.771486 Ss= 0.972 g 51= 0.423 g Response Modification Factor,R= 6.5 System Overstrength Factor,W= 2.0 Deflection Amplification Factor,Cd= 4.0 Structure Geometry: Dead Loads: Structure Heights: Roof: Overall Structure Height= 32.00 ft Asphalt Shingles 3 psf Mean Roof Height,h= 33.50 ft X"Plywood Sheathing 2 psf Wood Roof Framing 5 psf 3rd Floor Wall Heights= 8.00 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= 28.50 ft (Eave Height) %"Gypsum Finishes 2.5 psf Top of 2nd Floor Walls= 19.00 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= 2 :12 Exterior Walls: Plan Lengths and Areas: Horizontal Lap Siding 2 psf X"Plywood Sheathing 2 psf Max Length,L= 41 ft 2x6 Studs @ 16"oc 3 psf Max Width,W= 26 ft 5A"Insulation 2.75 psf X"Gypsum Finishes 2.5 psf ARoof= 1,189 ft2 Miscellaneous 0.75 psf Aupper Floor= 1,040 ft2 Exterior Wall Dead Load= 13 psf Anna;nFioo,= 945 ft2 Partition Walls: Perimeter of the Roof= 134 ft X"Gypsum Finishes 2.5 psf Perimeter of the Floor= 134 ft 2x4 Studs @ 16"oc 2 psf Perimeter of the Floor= 131 ft 3W'Insulation 1.75 psf X"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= 17,835 lb Ward Floor= 18,720 lb Wend Floor= 17,010 lb Ward Walls= 17,146 lb W2nd Walls= 18,486 lb Wtst walls= 16,176 lb 1/41 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„IPso P,33 P,XK,,IP,30 Location:Tigard,OR (psf) (psi) (psi) (psi) Wind Velocity,V= 120 mph A 14.32 14.29 12.80 12.77 Exposure= B Cladding B -6.08 0.00 -6.70 0.00 Bldg Classification= 11 24.1 C 9.48 9.46 8.50 8.48 Roof Type= Gable D -3.55 0.00 -4.00 0.00 Roof Height,h,= 32.00 feet E -15.40 -15.37 -15.40 -15.37 Eave Height,he= 28.50 feet F -9.34 -9.32 -8.80 -8.78 Building Width,W= 26 feet G -10.70 -10.68 -10.70 -10.68 Building Length,L= 41 feet H -7.16 -7.14 -6.80 -6.79 Roof Rise,y= 2 Roof Run,x= 12 Roof Angle,0= 9.5 ° Mean Roof Ht,h= 28.50 feet a=0.4*h 11.4 Adjustment Factor,I= 1.00 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 Parapet Wa= 14.29 psf 4 + 14.29 psf 3.5 107 plf Wb= 9.46 psf 4 + 9.46 psf 3.5 71 plf 3rd to 2nd Floor Wa= 14.29 psf 8.5 121 plf Wb= 9.46 psf 8.5 80 plf 2nd to 1st Floor Wa= 14.29 psf 8.5 121 plf Wb= 9.46 psf 8.5 80 plf 2/41 s ' 1/8/2018 Design Maps Summary Report V.-UM arg 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 sboro • Portland : Gres Beaverton, rt, 10 44$0 Tigart 0./ Lake Oswego • 99 pal a tin '44 Sherviriorl • Oregon CI ty USGS-Provided Output Ss = 0.972 g SMS = 1.080 g S„ = 0.720 g Si = 0.423 g SMS = 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. SAC&Response Spectrum Des t,-ri Resprzise Spectrum JW a ass at, aa aw T(sal P (ac) For PGAM, T„ C„, and C„ 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. 3/41 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 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 Ill Ss = 0.972 g From Figure 22-2123 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 IVCh 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 > 4O%, 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 4/41 https://earthquake.usgs.gov/cn2/designmaps/us/report.php?template=minimal&latitude=45.431229&longitude=-122.771486&siteclass=3&riskcategory... 1/6 1/8/2018 Design Maps Detailed Report Section 11.4.3 - Site Coefficients and Risk-Targeted Maximum Considered Earthquake (MCE ) Spectral Response Acceleration Parameters Table 11.4-1: Site Coefficient F, 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 S, = 0.20 S1 = 0.30 S1 = 0.40 S, > 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 S, For Site Class = D and Sl = 0.423 g, F. = 1.577 5/41 https://ea rthq uake.usgs.gov/cn2/design maps/us/report.php?te mplate=mi n i ma I&latitude=45.431229&long itude=-122.771486&siteclass=3&ris kcategory... 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 = 2/3 x 1.080 = 0.720 g Equation (11.4-4): SD1 = 2/3 SM1 = 2A x 0.667 = 0.445 g Section 11.4.5 — Design Response Spectrum From Figure 22-12[33 TL = 16 seconds Figure 11.4-1: Design Response Spectrum T<T3:S,=Sas{0.4+0.6T/To) To5TST :S =SD, ;-,0,72: Ts<TSTL:Sa-Sa,/T T>TL:S =SolTL/T2 I i 3 i I G7 1 i I i I i I D.615. 1 COD ttl,t i.r 6/41 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. 1 Cx " 1 m i ce 3 ' ;.v0.615 1.000 S'eCc .I(see) 7/41 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[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 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[5] CRS = 0.897 From Figure 22-18(61 CR1 = 0.871 8/41 https://earthg ua ke.usgs.gov/cn2/des ig nmaps/us/report.php?template=mini mal&I atitude=45.431229&long itude=-122.771486&siteclass=3&ri skcategory... 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 <_ SDS < 0.33g B B C 0.33g <_ SDS < 0.50g C C D 0.50g <_ SDS D D D For Risk Category = I and Sos = 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 SD1 I or II III IV SDl < 0.067g A A A 0.067g <_ SD1 < 0.133g B B C 0.1339 <_ SDI. < 0.20g C C D 0.20g <_ Sol 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 9/41 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,A,= 3 in Importance Factor,IE= 1.00 Site Class= 0 Spectral Response Acceleration: Site Coefficients: Ss= 97.2 %g Fa= 1.11 51= 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(SD1)= D SDs=%SMS= 72.0 %g SDC(51)= A Sol=%SMi= 44.5 %g Controlling Case-4 D 0.2 5D5/1.4= 10.3 %g Vertical Distribution Factor: (hx)K Wx Level k ha (hx)k Wx (ha)kW, Com= 1(h Roof 1 28.50 28.50 26,408 752,632 0.433 3rd Floor 1 19.00 19.00 36,536 694,187 0.399 2nd Floor 1 8.50 8.50 34,341 291,896 0.168 E(hx)k Wx= 1,738,716 Directionally Dependent: Design Factors: Response Modification Factor,R= 6.5 System Overstrength Factor,S2= 2.0 Deflection Amplification Factor,Cd= 4.0 Seismic Response Coefficient: C5=SD5/1.4(R/I)= 7.91 % <—Controls Cs<5D1/1.4[Tx(R/I)]= % Cs>0.044SDsl/1.4= 2.26 % SDC=E or F-05>(0.5 51)/1.4(R/I) = 2.32 % Base Shear: Vertical Distribution: V=Cs W@ Roof Diaphragm= 2,089 lb VRoof=CvRoot VBase= 3,332 lb V=Cs W@ 3rdDiaphragm= 2,890 lb VRoof=Cv2ndVBase= 3,073 lb V=C5 W©2nd Diaphragm= 2,717 lb Vend=Cv205 VBase= 1,292 lb C '"�' fi 7 10/41 Jakt-14A ,ti3i I t 'IP(\ t ' I, 91 t 1?)1\ , f \ rpm. wi4,14431 % 4(\ -....moirormieworanim---- __„.... ir ..,.., --———--. ____, i 1., ..... r.„- _ _ _ I-- ....._......_____ .4,,,„.7________ I ic....A 7-1 1. --------,-- 1 f 1 -- ...-- -------- i i t ,r'-'''';: , 40. ' '. --4, 1, _-—-----..,---—-—-+ I , ----- ---..„! , .....,........---.--.........4.1..........-......--.----+ 1.---..r..."- :----."*""""-:----....-."'""*"."-: ...... , ....-...--....... " t ,.., __ _.________,_ 11--4-4 , , __ . > [ = I 11 I I c' r: k, -- -P. —.-_____, ,_____,._ _ - -—-—---- __ _ ............... _,....411•11,116111.4111................ .se...Immo 4.11P imnimle .00..1111•0111. LAA . of .1 4 ........, ,it\ 1, ' '` ‘ . ',.1.4") , •%:ilt) 0.10161 .:*"/N i — — Z... i * la,' ..7 ...) < . .... 1j - 1/44 r .. 4r ......i 1 1 7,2A,ZA --..a1(\i Ii,' ii I-M1 1 1 rri (4--- , ,.......,.......,..,.......4.4.4 _,_ r 0111THHHHIIIII 2 3..-q r """ ---"----4--------Th , ,;11411 II ) 1111111111 .1_11 I Cl) (1) . i ,-.. ..,,,,H111111111111 4 1 1 I [ N3 m111 ' 111111 I 1 N, 1 8 4 I I 4 11 I, 11111111HW 1 ., ,,1 I I 1 4 I I 1 I jisi 4 rlf\ leA II 1 t, mIIIIII4111 Q I II 1 1 171___ I 1 I A „. .----, 1111111 Ilii \-1- i . . . , ,iv,,,-, i 11 . . . . , iiill 1,: 11111h-i 111 I I I - I I 1 i I I I i I i .443 I' ll 1 1 , il iii ' t H li ii ii i 1 i I I) (I) () ) (I) I • i 1 1 1 1 1 1 1 1 1 1 1 1 4 c4 I I illi [ i 1111 1111111 I I I ' ilf 1.1.1.1-1.1 I I - 1 ., ..., L....._, w GALL..eit , 1- N..) ...., -F. • Shearwall Load Distribution ISageBuilt-Ash Creek,Plan 2483 Seismic Farces Seismic Base Shear,V.,,' 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,,,,,,= 280 psf Trib Weights,fea,a= 2.95 psf Trib Weights,f,,,a= 1.37 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) H L SU Ho (Ib) (Ib) (ft) (lb) (Ib) (ft) (ft) (ft) (ft) 'Roof to Upper Floor Line A 1139 533 1093 AR-1 01.0 100 1139 1493 8 41 360 6.67 0.00 0 0 0 0.00 0 0 0 0.00 0 0 0 Total 41.0 1.00 1139 1493 Line 3 1139 533 1493 BR-1 18.5 100 1139 1493 8 18.5 16.5 0.00 0 0 0 0.00 0 0 ❑ 0.00 0 0 0 Total 18.5 1.00 1139 1493 Line 1 1672 533 I 1493 18-1 13.5 1.00 1672 1493 8 13.5 8.5 6.67 0.00 0 0 0 0.00 0 0 0 0.00 0 0 0 Total 13.5 1.00 1672 1493 Line 3 1672 533 1493 30-1 7.5 1.00 1672 1493 8 7.5 7.5 000 0 0 0 0.00 D 0 D 0.00 0 0 0 Total 7.5 1.00 1672 1493 Upper to Main Floor INPUT INTO PERF SPREADSHEET SHEAR Sesimic SHEAR WALL WALL RATIO OF SHEAR ALONG SHEAR ALONG Height of Total Length Sum of Full Max Opening ALONG LINE )Trib) (Seismc) IDEN. LENGTH TOTAL WALL WALL Wall of Wall Height Sheath. Height SHEAR (Wind) (Seismic) H L SU Ho ' (Ib) (Ib) (ft) (lb) (Ib) (ft) (ft) (ft) (ft) Line A 1293 533 1575 AM-1 41 1.00 2432 3068 9 41 41 Shear Above 1,139 1493 0.00 0 0 0 Total Shear 2932 3868 0.00 0 0 0 0.00 0 0 0 Total 41 1.00 2432 3068 Line 8 1293 533 1575 BM-I 4 1.00 2432 3068 9 4 4 Shear Above 1,139 1493 0.00 0 0 0 Total Shear 2932 3068 0.00 0 0 0 000 0 0 0 Total 4 100 2432 3068 Line 1 1901 533 1575 1M-1 13.5 0.68 2012 2071 9 13.5 8.5 6.67 Shear Above 1,672 1493 1M-2 6.5 033 1161 997 9 6.5 6.5 Total Shear 3573 3068 0.00 0 0 0 000 0 0 0 Total 20 100 3573 3068 'Line 3 1901 533 1575 3M-1 7.5 100 3573 3068 14 7.5 75 Shear Above 1,672 1493 0.00 0 0 _ 0 Total Shear 3573 3068 8.00 0 0 0 000 0 0 0 Total 7.5 100 3573 3068 Main Floor to Lower INPUT INTO PERF SPREADSHEET SHEAR Sesimic SHEAR WALL WALL RATIO OF SHEAR ALONG SHEAR ALONG Height of Total Length Sum of Full Max Opening ALONG LINE (Trib) (Seismc) IDEN. LENGTH TOTAL WALL WALL Wall of Wall Height Sheath. Height SHEAR (Wind) (Seismic) H L SU Ho (Ib) (Ib) (ft) (Ib) (Ib) (ft) (ft) (ft) (ft) Line A 1293 533 1575 AL.1 39 100 3725 4643 8 39 39 Shear Above 2,032 3068 0.00 0 0 0 Total Shear 3725 0603 0110 0 0 0 0.00 0 0 0 Total 39 1.00 3725 4643 Line 8 1293 533 1575 BL-1 21 100 3725 4643 8 21 15 6.67 Shear Above 2,132 3068 000 0 0 0 Total Shear 3725 4643 0.00 0 0 0 0.00 0 0 0 Total 21 1.00 3725 0643 Line 1 909 267 789 1L-1 13.5 1.00 4542 3857 8 13.5 13.5 Shear Above 3,573 3068 000 0 0 0 • Total Shear 4542 3857 000 0 0 0 000 0 0 0 Total 13.5 1.00 4542 3857 Line 2 1520 533 1575 2L-1 18 100 1520 1575 8 18 18 Shear Above 0.00 0 0 0 Total Shear 1520 1575 _ 0.00 0 0 0 000 0 0 0 Total 18 1.00 1520 1575 One 3 1050 267 789 31-1 7.5 1.00 4623 3857 4 75 75 Shear Above 3,573 3068 0.00 0 0 0 Total Shear 4623 3857 0.00 0 0 0 0.00 0 0 0 Total 7.5 1.00 4623 3857 13/41 16C Sheanvall Design-8586014150 SH66W611 15age Built-Ash Creek,Pn 2483 I 3. Table 3305.3.7.3 Sheer ee+tlenu.Wlu+tmnt 5aMr I6) %Full Ht 33% M n euuxeioxr•66, MO 0.69 2056 0.71 6716 63. Sheath), l Hc3016 0.74 4016 0.77 N) 5016 Ao6O57 0.5 i //iuxH . aux 10016L 1 ] t watt tex4rx. or Mimic 0) MWind aximum mearwall Aspect wntraro w. A.pe<t anti Wallht of ml v=07/CoELi) mm. ao I 45G SIIIH Seo I G I 6Go Width of SheerWNl LSmem Wind(WIa 5•knk IS)Controls) I... Manvall Aspect eab T=(VHCELZ� Maximum 3s all ml Min.Width ofShe•xeal15,mem 3.39 I SIIH$57 i216 1114 13423 Shear Shear Sum of FullMax . Ratio Se av Querns Uplift® < uplh w/ uplift from o own • To of Wall Height Sheath. a Height n5 n Aspect faem� - Wall End Seismic Increase Fervor Wall Mow r Uplift Type Wall (Wind) Mealslnk) 511 01m`4214 W. Seismic . Height g Co. v(MO vgSWalp NSN3mic Mee24W) u%mcnea 0.6TL H41bwn identification Intl 00 Ix) 111 (ft) (It) 00 % % (PHI (PP) Type Intl 1181 Ilbl 1181 ROOM Upper Ma Ae-1 1,139 1,493 41 36 6.67 16.5 OK... OK... foo 1493 1.5 16350 0.13 0.71 45 56 S 56 K) No Increase 467 m 14 N0 - Increase62 61 s sa 646 No Wrap seat Repd oK... nG... 0.0.1380.63 063 0.56 3663 x42 Increase 2653 Strep 614 36.1 22042 A-1 1,672 1.493 ).5 7.5 Sea 53-60Ao WallAnlyeis SH 531 W 53 1463 Wry 612 Upper 2632 3.06. 41 41 1 59 75 5 56 , 674 No Inc eeeee Gm a 0 59160 C520 Increase 7767 0 7343 strep 151.1 2,412 2,071 13.5 e.6 .,. 3916 3335 5760 50.5 C11651)14 154-2 1,161 997 65 179 153 W 56 U. sump ma l73 3,068 1 7.5 7.5 Sea FTAO Wall APNW4 OK.. loo i.m 0.00 1 1314 1145 W y2 1614 No 1n<reaIncrease1351 ,..e' 7317 52243 065712 MW Sbatelewer 6L-1 3.726 6643OK... nG... 1.53 0.71 0.03 0.65 3931 3533 7563 i003u 110:14-5053 5 K7 5 waIlAMiw13 ass 7374 Amhw 107116.5052.6 Increase Anthe 351 4,623 3,85) 7.5 7.5 0.00 7.5 OK... OK.. LCO 1.m 0.00 1 615 Sl4 W 82 1465 Noante 5057 nil ..3, 9546 Anchor X00130535 Per/nmN.She4r )Maximum Allowable Shear Mall not exceed r ahaw )See Atm..shearwall Schedule 'See attached Rol..scheduie 49074101 and 688517W) ))Perforated Shuman shall not exceed Wm height. Ap024.m .i °Whm Co 41.0 Spreadsheet Is used Mr Hon-Perforated Shear., I... A A I--3 Force Transfer Around Opening (FTAO) Diekmann Method @ Upper Floor Line 3-3R-1 L1 = 2.3ft Lo= 3.O ft L2= 2.3 ft V= 1.67 k vA= -25 plf vo= 594 plf of= -25 plf hu= 1.0 ft 4- F� = 0.89k F2= 0.89k vB= 372 plf v0= 372 plf ho= 5.O ft F1 = 0.89 k F2= 0.89 k -3 -3 h L= 2.0 ft v0= -25 plf vE= 594 plf vH= -25 plf y 1' H = 1.78k H= 1.78k H= ( 1.67 k *8.0ft) /7.5 ft= 1.78 k vh= 1.67 k/ 4.5 ft= 372 plf vv= 1.78 k/ 3.0 ft= 594 plf Use:Type S-2 Shearwall F= 594 plf* 3.00 ft= 1.78 k F� = ( 1.78 k* 2.3 ft)/ 4.5 ft= 0.89 k Use:Cont.Simpson CS14 STRAP F2= ( 1.78 k* 2.3 ft)/ 4.5 ft= 0.89 k T+C Couple after Dead Load is applied for holdown requirements MR= [( 15psf* 2 ft+ 13psf* 8.0 ft)* (7.5 ft)^2 *0.6/2] +(0.0ft *5001b)= 2.26 kft T= 1.78 kft- (2.26 kft /7.5 ft) =1.48 k +0.00k= 1.48 k Use:Type CS18 Strap N Force Transfer Around Opening (FTAO) Diekmann Method @ Main Floor Line 3-3M-1 L1 = 2.3 ft L0= 3.0 ft L2= 2.3 ft V= 3.57 k vA= -95 plf vo= 1334 plf vF= -95 plf h„= 5.0 ft F1= 2.00k F2= 2.00k vB= 794 plf vG= 794 plf h0= 9.0 ft T T H= 6.67k H= 6.67k H= (3.57k * 14.0ft) /7.5 ft= 6.67 k vh= 3.57 k/ 4.5 ft= 794 plf v„= 6.67 k/ 5.0 ft= 1334 plf Use:Type S2-2 Shearwall F= 1334 plf* 3.00 ft= 4.00 k F1= (4.00 k* 2.3 ft)/ 4.5 ft= 2.00 k Use:Cont.Simpson CMSTCI6 STRAP F2= (4.00k* 2.3 ft)/ 4.5 ft= 2.00 k T+C Couple after Dead Load is applied for holdown requirements MR= [(18psf* 11 ft+ 13psf* 14.0ft)* N (7.5 ft)^2 *0.6/2] +(0.0 ft *5001b)= 6.26 kft T= 6.67 kft- (6.26 kft /7.5 ft) =5.83 k +1.48k= 7.32 k Use:Type CMST12 Strap Force Transfer Around Opening (FTAO) Diekmann Method @ Lower Floor Line 1 -1 L-1 L�= 3.Oft Lo= 5.Oft L2= 5.5 ft V= 4.54 k vA= 139 plf vo= 673 plf vF= 139 plf hu= 1.0 ft F� = 1.19k F2= 2.18k vs=534plf vo= 534plf ho= 4.0ft F� = 1.19k F2= 2.18k = 3.0 ft vc= 139 plf vE= 673 plf vH= 139 plf y T H = 2.69k H= 2.69k H= (4.54k *8.0ft) /13.5 ft= 2.69 k vh= 4.54 k/ 8.5 ft= 534 plf v„= 2.69 k/ 4.0 ft= 673 plf Use:Type S-2 Shearwall F= 673 plf* 5.00 ft= 3.36 k F� = (3.36 k* 3.0 ft)/ 8.5 ft= 1.19 k Use: Cont.Simpson CMSTCI6 STRAP F2= (3.36k* 5.5 ft)/ 8.5 ft= 2.18 k T+C Couple after Dead Load is applied for holdown requirements MR= [( 18psf* 9 ft+ 13psf* 8.0 ft)* (13.5 ft)^2 *0.6/2] +(0.0ft *5001b)= 14.54 kft T= 2.69 kft- ( 14.54 kft /13.5 ft) =1.61 k +5.76k= 7.37 k Use:Type Simpson HDU8 Anchor Tr co r-� 5J---I---I--- t -F - -� � -11 1. iTHDI-11111 __ 1 I 1 1 1 ` 1 1 I ( i -_�_ , 1 1 1 I I I II 1 hrf-t I HDL-71 1 I I � I I I I [rip! � I Iit I I 1 1 1 ;�� I J� ;Ii ��� .�� �� �� t I I I I I I I 1 I I ( II .--1 I & M III ^ c 4 }TFJ4 II IIII oo l 1, I 1 I I 1 I I LL I I1 - 1 1_11=L111111 � I I I I I I li, 12 I 1 1 1 1 L�---� r J s_• '-7---1.7.1 (49.. � �-� �� -1_ MBM 5 -Ii _ #I �I'�-fit17rrltfi11 1 iii, II11 'ti I I , VI 1I1 . I I I I I ;ffflll, i ,1 , ` , ` I I I I I I I I 1 III I I I� i', ` � 1 MBM-2 M 2 --�_ - ; m I I I _+_1 I -.i 4 LL I I I 1 1 1 I I I i 1,1 II--+--1 I. 1 I II i� -1 r 1 .Y.ii 7 Iii. .-.........ii ,., � ��� I I I 1 I I I I I Iji I MBI { t I I III 1 I 1 1 1 j - jLWiii L�s � I"y�II DJ 1 r-� r-� _i-I I I-I I L I I l� pBM 2 1 ■ I I ■ 1 ■ rt■ rrTi- 1-- I 1, 111 ____I I I I 1 1111 J 1 TTT- 1 1111 1 Tb/6T T-21C1H 1-,7-1----1---7,k--477,-; r44 �lA--74-1F-F----1----ii---k-t---i-----17-4----k1 111111111111 1.1ddd1 T-M 4 H 11 11 1 1 1 11 _I_ III I I III .I ILL1JJ�LL �J I I 11--1-- III I JJI I I ul 0 1 I I 1 I I I 1 I 1 l 1 I I LI! I I I I II : 1 I I I . IIr_i_ �11ll 1__p _ I 1 I I I I I I I lif I I I I I I I I I II 1 cc t:rtflr ;�l== r flt I I III 1'. CI II I 1 1 1 111 I 1 111 I I 1 I I II I I I I 1 hl I I I I ° Ill° 11 11 II I = cLII I I I I I pf--4==I Il I 1 I I I II I I I I 11 OG oli I I I 111 Ilii, I I l I 111 1 1 1 1 11 l I� I I I 1 11 I I I T-uGH 1 �I I I I 1 I I 1 1 }L �{1 1} -{L J{ 1{- -IL-1}- I _ MINN -- r T-WaH T-WGH Z I Ii�l'iiAi� ii .T WQH` Z WQH-- �,1 II ur-I1 E-1A19 ISI I 1 I ILJLLUII1 i 11 1 I`-i: I 1 1. -11--� j"'ll_J1LL11, co l ri i rrr� e-I -�✓—-- -ITTTI l T�- 0 11_0- m m IL----1. m- 4N 1 1 1 1 1 1 2 1 d Im � --I - --- --m-torr--- r 1. �� L`L J. ��,..1_1tL- 1 1 -- L 5 w8 U -- 1 I I 1 I h I I I 1 11I' r,7- I I I I I I I I I I 1 1 1 1 1 1 1 I I I I I I ( l ! 1'7' I I I I l l I 1 -1 c-{ ` 1 1 I 1 1 I I I 1 I I I I I I I I I I I I I I c 1 _gi' III I Li 0 � I k-II I 1 1 LLULLJJILiJiJr±ULLkU1i II11I11111I111II11II11i-+-F�j1 Project:Gravity Calcs ;) StruCalc 9.0 page Location:HDR-1 Roof Beam of [2015 International Building Code(2015 NDS)] .;:°s , 3.5 IN x 7.25 IN x 5.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.5 1/9/2018 11:45:44 AM Section Adequate By:92.3% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.03 IN L/2168 Dead Load 0.02 in Total Load 0.05 IN L/1327 Live Load Deflection Criteria:L/240 Total Load Deflection Criteria:L/180 REACTIONS A Live Load 875 lb 875 lb Dead Load 555 lb 555 lb Total Load 1430 lb 1430 lb Bearing Length 0.65 in 0.65 in BEAM DATA Span Length 5 ft Unbraced Length-Top 0 ft s h Unbraced Length-Bottom 0 ft Roof Pitch 3 :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= 14 ft Cd=1.15 CF=1.30 Side Two: Shear Stress: Fv= 180 psi Fv'= 207 psi Roof Live Load: LL= 0 psf Cd=1.15 Roof Dead Load: DL= 0 psf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Tributary Width: TW= 0 ft Comp.L to Grain: Fc-L= 625 psi Fc- '= 625 psi Wall Load: WALL= 0 plf Controlling Moment: 1787 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= 6 plf Controlling Shear: 1430 lb Beam Uniform Live Load: wL= 350 plf At support. Beam Uniform Dead Load: wD_adj= 222 plf Created by combining all dead and live loads. Total Uniform Load: wT= 572 plf Comparisons with required sections: Req'd Provided Section Modulus: 15.94 in3 30.66 in3 Area(Shear): 10.36 in2 25.38 in2 Moment of Inertia(deflection): 15.08 in4 111.15 in4 Moment: 1787 ft-lb 3438 ft-lb Shear: 1430 lb 3502 lb 20/41 Project:Gravity Calcs y -10,,,,,,> StruCalc 9.0 page A Location:HDM-1 Combination Roof And Floor Beam of [2015 International Building Code(2015 NDS)] ,... 3.5 IN x 7.25 IN x 5.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.5 1/9/2018 11:45:45 AM Section Adequate By:59.9% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.03 IN L/1765 Dead Load 0.02 in Total Load 0.05 IN L/1103 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:U240 REACTIONS A B Live Load 1075 lb 1075 lb Dead Load 645 lb 645 lb Total Load 1720 lb 1720 lb Bearing Length 0.79 in 0.79 in BEAM DATA Center Span Length 5 ft Unbraced Length-Top 0 ft 5 f Roof Pitch 3 :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= 14 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: 2150 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= 350 plf Controlling Shear: -1720 lb Roof Uniform Dead Load: wD-roof= 216 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= 430 plf Section Modulus: 19.17 in3 30.66 in3 Combined Uniform Dead Load: wD= 258 plf Area(Shear): 12.46 in2 25.38 in2 Combined Uniform Total Load: wT= 688 plf Moment of Inertia(deflection): 24.18 in4 111.15 in4 Moment: 2150 ft-lb 3438 ft-lb Shear: -1720 lb 3502 lb 21/41 Project:Gravity Calcs ;;;2-. StruCalc 9.0 page Location:BM-1 Combination Roof And Floor Beam of [2015 International Building Code(2015 NDS)1 �, _ 3.5 IN x 11.875 IN x 12.5 FT 1.8 Rigidlam LVL-Roseburg Forest Products StruCalc Version 10.0.1.5 1/9/2018 11:45:45 AM Section Adequate By:382.6% Controlling Factor:Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.08 IN L/1847 Dead Load 0.05 in Total Load 0.13 IN L/1158 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 813 lb 813 lb Dead Load 483 lb 483 lb Total Load 1296 lb 1296 lb Bearing Length 0.53 in 0.53 in BEAM DATA Center Span Length 12.5 ft Unbraced Length-Top 0 ft 12.5 ft Roof Pitch 3 :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 1.8 Rigidlam LVL-Roseburg Forest Products Roof Dead Load RDL= 15 psf 0 psf Base Values Adjusted Roof Tributary Width RTW= 2 ft 0 ft Bending Stress: Fb= 2600 psi Fb'= 2994 psi Cd=1.15 CF=1.00 FLOOR LOADING Shear Stress: Fv= 285 psi Fv'= 328 psi Side 1 Side 2 Cd=1.15 Floor Live Load FLL= 40 psf 0 psf Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Floor Dead Load FDL= 18 psf 0 psf Comp.L to Grain: Fc-1= 700 psi Fc-1'= 700 psi Floor Tributary Width FTW= 2 ft 0 ft Controlling Moment: 4049 ft-lb Wall Load WALL= 0 plf 6.25 ft from left support BEAM LOADING Created by combining all dead and live loads. Roof Uniform Live Load: wL-roof= 50 plf Controlling Shear: 1296 lb Roof Uniform Dead Load: wD-roof= 31 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= 10 plf Comparisons with required sections: Req'd Provided Combined Uniform Live Load: wL= 130 plf Section Modulus: 16.23 in3 82.26 in3 Combined Uniform Dead Load: wD= 77 plf Area(Shear). 5.93 in2 41.56 in2 Combined Uniform Total Load: wT= 207 plf Moment of Inertia(deflection): 101.21 in4 488.41 in4 •--•— Moment: 4049 ft-lb 20523 ft-lb Shear: 1296 lb 9081 lb 22/41 Project:Gravity Calcs -;; StruCalc 9.0 Paae. Location:BM-2 Combination Roof And Floor Beam of [2015 International Building Code(2015 NDS)] 1.75 IN x 11.875 IN x 4.0 FT 1.8 Rigidlam LVL-Roseburg Forest Products StruCalc Version 10.0.1.5 1/9/2018 11:45:45 AM Section Adequate By:139.3% Controlling Factor:Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN L/6006 Dead Load 0.00 in Total Load 0.01 IN L13862 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:U240 REACTIONS A Live Load 1220 lb 1220 lb Dead Load 677 lb 677 lb Total Load 1897 lb 1897 lb Bearing Length 1.55 in 1.55 in BEAM DATA Center Span Length 4 ft Unbraced Length-Top 0 ft aK Roof Pitch 3 :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 1.8 Rigidlam LVL-Roseburg Forest Products Roof Dead Load RDL= 15 psf 0 psf Base Values Adjusted Roof Tributary Width RTW= 14 ft 0 ft Bending Stress: Fb= 2600 psi Fb'= 2994 psi Cd=1.15 CF=1.00 FLOOR LOADING Shear Stress: Fv= 285 psi Fv'= 328 psi Side 1 Side 2 Cd=1.15 Floor Live Load FLL= 40 psf 0 psf Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Floor Dead Load FDL= 18 psf 0 psf Comp.1 to Grain: Fc- = 700 psi Fc- = 700 psi Floor Tributary Width FTW= 6.5 ft 0 ft Controlling Moment: 1897 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= 350 plf Controlling Shear: 1897 lb Roof Uniform Dead Load: wD-roof= 216 plf At support. Floor Uniform Live Load: wL-floor= 260 plf Created by combining all dead and live loads. Floor Uniform Dead Load: wD-floor= 117 plf Beam Self Weight: BSW= 5 plf Comparisons with required sections: Rea'd Provided Combined Uniform Live Load: wL= 610 plf Section Modulus: 7.6 in3 41.13 in3 Combined Uniform Dead Load: wD= 339 plf Area(Shear): 8.68 in2 20.78 int Combined Uniform Total Load: wT= 949 plf Moment of Inertia(deflection): 15.18 in4 244.21 in4 Moment: 1897 ft-lb 10262 ft-lb Shear: 1897 lb 4541 lb 23/41 Project:Gravity Calcs ) StruCalc 9.0 page Location:BM-3 Uniformly Loaded Floor Beam of [2015 International Building Code(2015 NDS)] 1.75 IN x 11.875 IN x 10.5 FT 1.8 Rigidlam LVL-Roseburg Forest Products StruCalc Version 10.0.1.5 1/9/2018 11:45:46 AM Section Adequate By:434.2% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.05 IN L/2532 Dead Load 0.03 in Total Load 0.08 IN L/1671 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 420 lb 420 lb Dead Load 216 lb 216 lb Total Load 636 lb 636 lb Bearing Length 0.52 in 0.52 in BEAM DATA Center Span Length 10.5 ft Unbraced Length-Top 0 ft4- 10.5ft Floor Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES FLOOR LOADING 1.8 Rigidlam LVL-Roseburg Forest Products Side 1 Side 2 Base Values Adjusted Floor Live Load FLL= 40 psf 0 psf Bending Stress: Fb= 2600 psi Fb'= 2603 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= 285 psi Fv'= 285 psi Cd=1.00 Wall Load WALL= 0 plf Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi BEAM LOADING Comp. to Grain: Fc-1-= 700 psi Fc- = 700 psi Beam Total Live Load: wL= 80 plf Controlling Moment: 1670 ft-lb Beam Total Dead Load: wD= 36 plf 5.25 ft from left support Beam Self Weight: BSW= 5 plf Created by combining all dead and live loads. Total Maximum Load: wT= 121 plf Controlling Shear: 636 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Req'd Provided Section Modulus: 7.7 in3 41.13 in3 Area(Shear): 3.35 in2 20.78 in2 Moment of Inertia(deflection): 35.07 in4 244.21 in4 Moment: 1670 ft-lb 8923 ft-lb Shear: 636 lb 3948 lb 24/41 Project:Gravity Calcs StruCalc 9.0 page Location:BM-4 / Uniformly Loaded Floor Beam of [2015 International Building Code(2015 NDS)] 1.75 IN x 11.875 IN x 7.5 FT 1.8 Rigidlam LVL-Roseburg Forest Products StruCalc Version 10.0.1.5 1/9/2018 11:45:46 AM Section Adequate By:137.3% Controlling Factor:Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.05 IN U1689 Dead Load 0.03 in Total Load 0.08 IN U1139 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 1096 lb 1124 lb Dead Load 525 lb 540 lb Total Load 1621 lb 1664 lb 1 Bearing Length 1.32 in 1.36 in BEAM DATA Center Span Length 7.5 ft Unbraced Length-Top 0 ft 7.5ft Floor Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES FLOOR LOADING 1.8 Rigidlam LVL-Roseburg Forest Products Side 1 Side 2 Base Values Adjusted Floor Live Load FLL= 40 psf 0 psf Bending Stress: Fb= 2600 psi Fb'= 2603 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= 285 psi Fv'= 285 psi Cd=1.00 Wall Load WALL= 0 plf Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi BEAM LOADING Comp.l to Grain: Fc- = 700 psi Fc-1'= 700 psi Beam Total Live Load: wL= 240 plf Controlling Moment: 3654 ft-lb Beam Total Dead Load: wD= 108 plf 3.75 ft from left support Beam Self Weight: BSW= 5 plf Total Maximum Load: wT= 353 plf Created by combining all dead and live loads. Controlling Shear: -1664 lb POINT LOADS-CENTER SPAN At support. Load Number One Created by combining all dead and live loads. Live Load 420 lb Dead Load 216 lb Comparisons with required sections: Req'd Provided Location 4 ft Section Modulus: 16.84 in3 41.13 in3 *Load obtained from Load Tracker.See Summary Report for details. Area(Shear): 8.76 in2 20.78 in2 Moment of Inertia(deflection): 52.04 in4 244.21 in4 Moment: 3654 ft-lb 8923 ft-lb Shear: -1664 lb 3948 lb 25/41 Project:Gravity CalcsStruCalc 9.0 page Location:FJ-1 v� Floor Joist of [2015 International Building Code(2015 NDS)] 2.�°: RFPI-400/11.875-Roseburg Forest Products x 17.67 FT @ 16 O.C. Section Adequate By:5.0% StruCalc Version 10.0.1.5 1/9/2018 11:45:47 AM Controlling Factor:Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.39 IN L/548 Dead Load 0.17 in Total Load 0.56 IN U378 Live Load Deflection Criteria:L/480 Total Load Deflection Criteria:L/360 REACTIONS A Live Load 471 lb 471 lb Dead Load 212 lb 212 lb Total Load 683 lb 683 lb Bearing Length 5.50 in 3.50 in Web Stiffeners No No SUPPORT LOADS A B �` Live Load 353 plf 353 plf 17.67 ft Dead Load 159 plf 159 plf Total Load 512 plf 512 plf I-JOIST PROPERTIES JOIST DATA Center RFPI-400/11.875-Roseburg Forest Products Span Length 17.67 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 JOIST LOADING Reaction A: Rcap= 1380 lb Rcap'= 1380 lb Reaction B: Rcap= 1380 lb Rcap'= 1380 lb Uniform Floor Loading Center E.I.: El= 330 lb-int El'= 330 lb-int Live Load LL= 40 psf Dead Load DL= 18 psf Controlling Moment: 3018 ft-lb Total Load TL= 58 psf 8.84 Ft from left support of span 3(Right Span) TL Adj.For Joist Spacing wT= 77.3 plf Created by combining all dead and live loads. Controlling Shear: 683 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.: 314 int-lb E6 330 int-lb xE6 Moment: 3018 ft-lb 4315 ft-lb Shear: 683 lb 1420 lb 26/41 Project:Gravity Calcs f StruCalc 9.0 page Location:BM-5 Multi-Loaded Multi-Span Beam of [2015 International Building Code(2015 NDS)] 3.5 INx11.875INx33.0FT(11 + 11 + 11) 1.8 Rigidlam LVL-Roseburg Forest Products StruCalc Version 10.0.1.5 1/9/2018 11:45:47 AM Section Adequate By:52.3% Controlling Factor:Moment DEFLECTIONS Lett Center Right LOADING DIAGRAM Live Load 0.12 IN L/1115 0.11 IN L/1198 0.16 IN L/845 Dead Load 0.03 in 0.01 in 0.05 in Total Load 0.15 IN L/869 0.12 IN L/1079 0.21 IN L/636 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B C D Live Load 2006 lb 5847 lb 6707 lb 2472 lb 1 1 Dead Load 813 lb 2500 lb 2987 lb 1033 lb Total Load 2819 lb 8347 lb 9694 lb 3505 lb Bearing Length 1.15 in 3.41 in 3.96 in 1.43 in BEAM DATA Left Center Right Span Length 11 ft 11 ft 11 ft Unbraced Length-Top O ft O ft O ft ft 11 n11 It Unbraced Length-Bottom 11 ft 11 ft 11 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Left Center Right MATERIAL PROPERTIES Uniform Live Load 400 plf 400 plf 400 plf 1.8 Rigidlam LVL-Roseburg Forest Products Uniform Dead Load 180 plf 180 plf 180 plf Base Values Adiusted Beam Self Weight 10 plf 10 plf 10 plf Bending Stress: Fb= 2600 psi Fb'= 2456 psi Total Uniform Load 590 plf 590 plf 590 plf Cd=1.00 CI=0.94 CF=1.00 POINT LOADS-CENTER SPAN Shear Stress: Fv= 285 psi Fv'= 285 psi Load Number One Cd=1.00 Live Load 1096 lb Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Dead Load 525 lb Comp.l to Grain: Fc- = 700 psi Fc-1'= 700 psi Location 6 ft RIGHT SPAN Controlling Moment: -11058 ft-lb Load Number One Over right support of span 2(Center Span) Live Load 1096 lb Created by combining all dead loads and live loads on span(s)2,3 Dead Load 525 lb Controlling Shear: 4989 lb Location 6 ft At left support of span 3(Right Span) *Load obtained from Load Tracker.See Summary Report for details. Created by combining all dead loads and live loads on span(s)2,3 Comparisons with required sections: Req'd Provided Section Modulus: 54.02 in3 82.26 in3 Area(Shear): 26.26 in2 41.56 in2 Moment of Inertia(deflection): 208.09 in4 488.41 in4 Moment: -11058 ft-lb 16839 ft-lb Shear: 4989 lb 7897 lb 27/41 Project:Gravity Calcs StruCalc 9.0 page Location:HDM-2 Uniformly Loaded Floor Beam r of [2015 International Building Code(2015 NDS)] �. 3.5 IN x 7.25 IN x 4.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.5 1/9/2018 11:45:47 AM Section Adequate By:6.0% Controlling Factor:Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.02 IN L/1926 Dead Load 0.01 in Total Load 0.04 IN L/1348 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 778 lb 2014 lb Dead Load 341 lb 858 lb Total Load 1119 lb 2872 lb Bearing Length 0.51 in 1.31 in BEAM DATA Center Span Length 4 ft Unbraced Length-Top 0 ft °e Floor Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES FLOOR LOADING #2-Douglas-Fir-Larch Side 1 Side 2 Base Values Adjusted Floor Live Load FLL= 40 psf 0 psf Bending Stress: Fb= 900 psi Fb'= 1170 psi Floor Dead Load FDL= 18 psf 0 psf Cd=1.00 CF=1.30 Floor Tributary Width FTW= 2 ft 0 ft Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Wall Load WALL= 0 plf Modulus of Elasticity: E= 1600 ksi E= 1600 ksi BEAM LOADING Comp.1 to Grain: Fc-1= 625 psi Fc- = 625 psi Beam Total Live Load: wL= 80 plf Controlling Moment: 2811 ft-lb Beam Total Dead Load: wD= 36 plf Beam Self Weight: BSW= 6 plf 2.0 ft from left support Total Maximum Load: wT= 122 plf Created by combining all dead and live loads. Controlling Shear: -2872 lb PAINT LOADS-CENTER SPAN At support. Load Number One * Created by combining all dead and live loads. Live Load 2472 lb Dead Load 1033 lb Comparisons with required sections: Req'd Provided Location 3 ft Section Modulus: 28.83 in3 30.66 in3 *Load obtained from Load Tracker.See Summary Report for details. Area(Shear): 23.93 in2 25.38 in2 Moment of Inertia(deflection): 20.78 in4 111.15 in4 Moment: 2811 ft-lb 2989 ft-lb Shear: -2872 lb 3045 lb 28/41 Project:Gravity Calcs %),,, f StruCalc 9.0 page Location:MBM-1 Uniformly Loaded Floor Beam of [2015 International Building Code(2015 NDS)] 5.25 IN x 11.875 IN x 13.5 FT 1.8 Rigidlam LVL-Roseburg Forest Products StruCalc Version 10.0.1.5 1/9/2018 11:45:48 AM Section Adequate By:33.3% Controlling Factor:Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.23 IN L/710 Dead Load 0.11 in Total Load 0.34 IN L/478 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 6072 lb 1353 lb Dead Load 2811 lb 709 lb Total Load 8883 lb 2062 lb Bearing Length 2.42 in 0.56 in BEAM DATA Center Span Length 13.5 ft Unbraced Length-Top 0 ft 13.5 ft Floor Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES FLOOR LOADING 1.8 Rigidlam LVL-Roseburg Forest Products Side 1 Side 2 Base Values Adjusted Floor Live Load FLL= 40 psf 0 psf Bending Stress: Fb= 2600 psi Fb'= 2603 psi Floor Dead Load FDL= 18 psf 0 psf Cd=1.00 CF=1.00 Floor Tributary Width FTW= 1.3 ft 0 ft Shear Stress: Fv= 285 psi Fv'= 285 psi Cd=1.00 Wall Load WALL= 0 plf Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi BEAM LOADING Comp.1 to Grain: Fc-L= 700 psi Fc- = 700 psi Beam Total Live Load: wL= 53 plf Controlling Moment: 17557 ft-lb Beam Total Dead Load: wD= 24 plf 6.75 ft from left support Beam Self Weight: BSW= 16 plf Total Maximum Load: wT= 93 plf Created by combining all dead and live loads. Controlling Shear: 8884 lb POINT LOADS-CENTER SPAN At support. Load Number One * Created by combining all dead and live loads. Live Load 6707 lb Dead Load 2987 lb Comparisons with required sections: Req'd Provided Location 2 ft Section Modulus: 80.93 in3 123.39 in3 *Load obtained from Load Tracker.See Summary Report for details. Area(Shear): 46.76 in2 62.34 in2 Moment of Inertia(deflection): 371.62 in4 732.62 in4 Moment: 17557 ft-lb 26769 ft-lb Shear: 8884 lb 11845 lb 29/41 Project:Gravity CalcsStruCalc 9.0 page Location: MBM-3 ywi Uniformly Loaded Floor Beam of [2015 International Building Code(2015 NDS)] 3.5 IN x 9.25 IN x 7.5 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.5 1/9/2018 11:45:48 AM Section Adequate By:80.0% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.05 IN U1946 Dead Load 0.02 in Total Load 0.07 IN U1315 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:U240 REACTIONS A Live Load 900 lb 900 lb Dead Load 431 lb 431 lb Total Load 1331 lb 1331 lb Bearing Length 0.61 in 0.61 in BEAM DATA Center Span Length 7.5 ft Unbraced Length-Top 0 ft 7.5 ft 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'= 1080 psi Floor Dead Load FDL= 18 psf 0 psf Cd=1.00 CF=1.20 Floor Tributary Width FTW= 6 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-2-= 625 psi Fc-L'= 625 psi Beam Total Live Load: wL= 240 plf Beam Total Dead Load: wD= 108 plf Controlling Moment: 2496 ft-lb Beam Self Weight: BSW= 7 plf 3.75 ft from left support Total Maximum Load: wT= 355 plf Created by combining all dead and live loads. Controlling Shear: 1331 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Req'd Provided Section Modulus: 27.74 in3 49.91 in3 Area(Shear): 11.09 in2 32.38 int Moment of Inertia(deflection): 42.71 in4 230.84 in4 Moment: 2496 ft-lb 4492 ft-lb Shear: 1331 lb 3885 lb 30/41 Project:Gravity Calcs ) StruCalc 9.0 page Location: MBM-4 / Uniformly Loaded Floor Beam of [2015 International Building Code(2015 NDS)] 1.75 IN x 11.875 IN x 10.0 FT 1.8 Rigidlam LVL-Roseburg Forest Products StruCalc Version 10.0.1.5 1/9/2018 11:45:49 AM Section Adequate By:95.3% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.11 IN L/1063 Dead Load 0.06 in Total Load 0.17 IN L/715 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 1360 lb 720 lb Dead Load 659 lb 357 lb Total Load 2019 lb 1077 lb 1 2 Bearing Length 1.65 in 0.88 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 1.8 Rigidlam LVL-Roseburg Forest Products Side 1 Side 2 Base Values Adjusted Floor Live Load FLL= 40 psf 0 psf Bending Stress: Fb= 2600 psi Fb'= 2603 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= 285 psi Fv'= 285 psi Cd=1.00 Wall Load WALL= 0 plf Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi BEAM LOADING Comp.L to Grain: Fc- t = 700 psi Fc- = 700 psi Beam Total Live Load: wL= 80 plf Beam Total Dead Load: wD= 36 plf Controlling Moment: 4570 ft-lb Beam Self Weight: BSW= 5 plf 5.0 ft from left support Total Maximum Load: wT= 121 plf Created by combining all dead and live loads. Controlling Shear: 2019 lb POINT LOADS-CENTER SPAN At support. Load Number One * Two Created by combining all dead and live loads. Live Load 640 lb 640 lb Dead Load 302 lb 302 lb Comparisons with required sections: Req'd Provided Location 2 ft 3 ft Section Modulus: 21.06 in3 41.13 in3 *Load obtained from Load Tracker.See Summary Report for details. Area(Shear): 10.63 in2 20.78 in2 Moment of Inertia(deflection): 82.71 in4 244.21 in4 Moment: 4570 ft-lb 8923 ft-lb Shear: 2019 lb 3948 lb 31/41 Project:Gravity Calcs 3; , StruCalc 9.0 page Location:MBM-2 I / Uniformly Loaded Floor Beam of [2015 International Building Code(2015 NDS)] `w; 1.75 IN x 11.875 IN x 4.0 FT 1.8 Rigidlam LVL-Roseburg Forest Products StruCalc Version 10.0.1.5 1/9/2018 11:45:49 AM Section Adequate By:320.8% Controlling Factor:Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.00 IN L/MAX Dead Load 0.00 in Total Load 0.01 IN L/7808 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 640 lb 640 lb Dead Load 298 lb 298 lb Total Load 938 lb 938 lb Bearing Length 0.77 in 0.77 in BEAM DATA Center Span Length 4 ft Unbraced Length-Top 0 ft a e Floor Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES FLOOR LOADING 1.8 Rigidlam LVL-Roseburg Forest Products Side 1 Side 2 Base Values Adjusted Floor Live Load FLL= 40 psf 0 psf Bending Stress: Fb= 2600 psi Fb'= 2603 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= 285 psi Fv'= 285 psi Cd=1.00 Wall Load WALL= 0 plf Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi BEAM LOADING Comp.L to Grain: Fc- = 700 psi Fc-1'= 700 psi Beam Total Live Load: wL= 320 plf Controlling Moment: 938 ft-lb Beam Total Dead Load: wD= 144 plf 2.0 ft from left support Beam Self Weight: BSW= 5 plf Created by combining all dead and live loads. Total Maximum Load: wT= 469 plf Controlling Shear: -938 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Req'd Provided Section Modulus: 4.33 in3 41.13 in3 Area(Shear): 4.94 in2 20.78 in2 Moment of Inertia(deflection): 7.68 in4 244.21 in4 Moment: 938 ft-lb 8923 ft-lb Shear: -938 lb 3948 lb 32/41 Project:Gravity Calcs . : StruCalc 9.0 page Location:MBM-5 ` / Uniformly Loaded Floor Beam . of [2015 International Building Code(2015 NDS)] 3.5 IN x 9.25 IN x 4.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.5 1/9/2018 11:45:49 AM Section Adequate By:85.2% Controlling Factor:Shear pEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN L/4818 Dead Load 0.00 in Total Load 0.01 IN U3266 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 1060 lb 1420 lb Dead Load 499 lb 678 lb Total Load 1559 lb 2098 lb 1 Bearing Length 0.71 in 0.96 in BEAM DATA Center Span Length 4 ft Unbraced Length-Top 0 ft an 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'= 1080 psi Floor Dead Load FDL= 18 psf 0 psf Cd=1.00 CF=1.20 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 Controlling Moment: 1885 ft-lb Beam Total Dead Load: wD= 198 plf 2.0 ft from left support Beam Self Weight: BSW= 7 plf Created by combining all dead and live loads. Total Maximum Load: wT= 645 plf Controlling Shear: -2098 lb POINT LOADS-CENTER SPAN At support. Load Number One * Created by combining all dead and live loads. Live Load 720 lb Dead Load 357 lb Comparisons with required sections: Req'd Provided Location 3 ft Section Modulus: 20.94 in3 49.91 in3 *Load obtained from Load Tracker.See Summary Report for details. Area(Shear): 17.48 in2 32.38 in2 Moment of Inertia(deflection): 17.25 in4 230.84 in4 Moment: 1885 ft-lb 4492 ft-lb Shear: -2098 lb 3885 lb 33/41 Project:Gravity Calcs ,,,,q r StruCalc 9.0 page Location:HDL-1f Combination Roof And Floor Beam or [2015 International Building Code(2015 NDS)] .;;'z I - '' 3.5 IN x 9.25 IN x 5.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.5 1/9/2018 11:45:50 AM Section Adequate By:122.9% Controlling Factor:Moment PEFLECTIONS Center LOADING DIAGRAM Live Load 0.02 IN L13582 Dead Load 0.01 in Total Load 0.02 IN L/2444 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 1100 lb 1100 lb Dead Load 513 lb 513 lb Total Load 1613 lb 1613 lb Bearing Length 0.74 in 0.74 in ' BEAM DATA Center Span Length 5 ft Unbraced Length-Top 0 ft 5 n Roof Pitch 3 :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.1 to Grain: Fc-L= 625 psi Fc-1'= 625 psi Floor Tributary Width FTW= 11 ft 0 ft Controlling Moment: 2016 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= 50 plf Controlling Shear: 1613 lb Roof Uniform Dead Load: wD-roof= 31 plf At support. Floor Uniform Live Load: wL-floor= 440 plf Created by combining all dead and live loads. Floor Uniform Dead Load: wD-floor= 198 plf Beam Self Weight: BSW= 7 plf Comparisons with required sections: Req'd Provided Combined Uniform Live Load: wL= 490 plf Section Modulus: 22.4 in3 49.91 in3 Combined Uniform Dead Load: wD= 236 plf Area(Shear): 13.44 in2 32.38 in2 Combined Uniform Total Load: wT= 726 plf Moment of Inertia(deflection): 23.2 in4 230.84 in4 Moment: 2016 ft-lb 4492 ft-lb Shear: 1613 lb 3885 lb 34/41 Project:Gravity Calcs • StruCalc 9.0 page Location:HDL-2 ,� 9� Uniformly Loaded Floor Beam or [2015 International Building Code(2015 NDS)] 3.5 IN x 10.5 IN x 6.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.5 1/9/2018 11:45:50 AM Section Adequate By:19.7% Controlling Factor:Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.07 IN 01038 Dead Load 0.02 in Total Load 0.09 IN L/767 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:U240 REACTIONS A Live Load 3922 lb 2915 lb Dead Load 1500 lb 1087 lb Total Load 5422 lb 4002 lb 2 Bearing Length 2.38 in 1.76 in 3 BEAM DATA Center Span Length 6 ft Unbraced Length-Top 0 ft 6ft Floor Duration Factor 1.00 Camber Adj.Factor 1 Camber Required 0.02 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= 9 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= 360 plf Cd=1.00 Beam Total Dead Load: wD= 162 plf Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Beam Self Weight: BSW= 8 plf Comp.L to Grain: Fc-1= 650 psi Fc--I-'= '650 psi Total Maximum Load: wT= 530 plf Controlling Moment: 9619 ft-lb POINT LOADS-CENTER SPAN 3.0 ft from left support Load Number One * Two ' Three Created by combining all dead and live loads. Live Load 1353 lb 2014 lb 1310 lb Controlling Shear: 5422 lb Dead Load 709 lb 858 lb 0 lb At support. Location 1.25 ft 3 ft 2.5 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: 48.1 in3 64.31 in3 Area(Shear): 30.69 in2 36.75 in2 Moment of Inertia(deflection): 117.15 in4 337.64 in4 Moment: 9619 ft-lb 12863 ft-lb Shear: 5422 lb 6493 lb 35/41 Project:Gravity Calcs , , StruCalc 9.0 page Location:HDL-3 Combination Roof And Floor Beam "" of [2015 International Building Code(2015 NDS)] fv;;L"- , 5.5 IN x 9.5 IN x 6.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.5 1/9/2018 11:45:51 AM Section Adequate By:20.7% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.05 IN L/1565 Dead Load 0.03 in Total Load 0.07 IN L/1012 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 2025 lb 2399 lb Dead Load 1133 lb 1313 lb Total Load 3158 lb 3712 lb 1 Bearing Length 0.92 in 1.08 in BEAM DATA Center Span Length 6 ft Unbraced Length-Top 0 ft sft Roof Pitch 3 :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= 14 ft 0 ft Bending Stress: Fb= 875 psi Fb'= 1006 psi Cd=1.15 CF=1.00 FLOOR LOADING Shear Stress: Fv= 170 psi Fv'= 196 psi Side 1 Side 2 Cd=1.15 Floor Live Load FLL= 40 psf 0 psf Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Floor Dead Load FDL= 18 psf 0 psf Comp.L to Grain: Fc-L= 625 psi Fc-L'= 625 psi Floor Tributary Width FTW= 5 ft 0 ft Controlling Moment: 5746 ft-lb Wall Load WALL= 0 plf 3.0 ft from left support BEAM LOADING Created bycombining all dead and live loads. =Roof Uniform Live Load: wL-roof350 plf Controlling Shear: -3713 lb Roof Uniform Dead Load: wD-roof= 216 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= 11 plf Comparisons with required sections: Req'd Provided Combined Uniform Live Load: wL= 550 plf Section Modulus: 68.53 in3 82.73 in3 Combined Uniform Dead Load: wD= 318 plf Area(Shear): 28.49 in2 52.25 in2 Combined Uniform Total Load: wT= 868 plf Moment of Inertia(deflection): 93.21 in4 392.96 in4 Moment: 5746 ft-lb 6937 ft-lb POINT LOADS-CENTER SPAN Shear: -3713 lb 6810 lb Load Number One Live Load 1124 lb Dead Load 540 lb Location 4 ft Load obtained from Load Tracker.See Summary Report for details. 36/41 Project:Gravity Calcs f„ StruCalc 9.0 page Location:GBM-1 / Uniformly Loaded Floor Beam of [2015 International Building Code(2015 NDS)] 5.5 IN x 13.5 IN x 16.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.5 1/9/2018 11:45:51 AM Section Adequate By:1.3% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.51 IN L/378 Dead Load 0.24 in Total Load 0.75 IN U256 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 5600 lb 5600 lb Dead Load 2649 lb 2649 lb Total Load 8249 lb 8249 lb Bearing Length 2.31 in 2.31 in BEAM DATA Center Span Length 16 ft Unbraced Length-Top 0 ft 16 ft Floor Duration Factor 1.00 Camber Adj.Factor 1 Camber Required 0.24 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= 17.5 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= 700 plf Cd=1.00 Beam Total Dead Load: wD= 315 plf Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Beam Self Weight: BSW= 16 plf Comp.L to Grain: Fc-L= 650 psi Fc--- = 650 psi Total Maximum Load: wT= 1031 plf Controlling Moment: 32995 ft-lb 8.0 ft from left support Created by combining all dead and live loads. Controlling Shear: 8249 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Req'd Provided Section Modulus: 164.98 in3 167.06 in3 Area(Shear): 46.69 in2 74.25 in2 Moment of Inertia(deflection): 1075.03 in4 1127.67 in4 Moment: 32995 ft-lb 33413 ft-lb Shear: 8249 lb 13118 lb 37/41 �<. Project:Gravity Calcs ; StruCalc 9.0 page Location: PBM-1 Roof Beam of [2015 International Building Code(2015 NDS)] 5.5 IN x 9.5 IN x 7.5 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.5 1/9/2018 11:45:51 AM Section Adequate By:545.1% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN L/7382 Dead Load 0.01 in Total Load 0.02 IN L/4223 Live Load Deflection Criteria:U240 Total Load Deflection Criteria:U180 REACTIONS A Live Load 328 lb 328 lb Dead Load 245 lb 245 lb Total Load 573 lb 573 lb Bearing Length 0.17 in 0.17 in BEAM DATA Span Length 7.5 ft Unbraced Length-Top 0 ft 7.5 ft Unbraced Length-Bottom 0 ft Roof Pitch 3 :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= 3.5 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.LtoGrain: Fc-L= 625 psi Fc--- = 625 psi Wall Load: WALL= 0 plf Controlling Moment: 1075 ft-lb SLOPE/PITCH ADJUSTED LENGTHS AND LOADS 3.75 ft from left support Created by combining all dead and live loads. Adjusted Beam Length: Ladj= 7.5 ft Shear: 574 lb Beam Self Weight: BSW= 11 plf Controllingsupport. Beam Uniform Live Load: wL= 88 plf At Created by combining all dead and live loads. Beam Uniform Dead Load: wD_adj= 65 plf Total Uniform Load: wT= 153 plf Comparisons with required sections: Req'd Provided Section Modulus: 12.82 in3 82.73 in3 Area(Shear): 4.4 in2 52.25 in2 Moment of Inertia(deflection): 16.75 in4 392.96 in4 Moment: 1075 ft-lb 6937 ft-lb Shear: 574 lb 6810 lb 38/41 Project:Gravity CalcsStruCalc 9.0 Page Location:PBM-2 ,. Uniformly Loaded Floor Beam or [2015 International Building Code(2015 NDS)1 ` :. - 3.5 IN x 9.25 IN x 7.5 FT Pressure Treated #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.5 1/9/2018 11:45:52 AM Section Adequate By:113.8% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.03 IN L/2773 Dead Load 0.02 in Total Load 0.05 IN L/1856 Live Load Deflection Criteria:1/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 600 lb 600 lb Dead Load 296 lb 296 lb Total Load 896 lb 896 lb Bearing Length 0.41 in 0.41 in BEAM DATA Center Span Length 7.5 ft Unbraced Length-Top 0 ft 7.5n 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'= 864 psi Floor Dead Load FDL= 18 psf 0 psf Cd=1.00 CF=1.20 Ci=0.80 Floor Tributary Width FTW= 4 ft 0 ft Shear Stress: Fv= 180 psi Fv'= 144 psi Cd=1.00 Ci=0.80 Wall Load WALL= 0 plf Modulus of Elasticity: E= 1600 ksi E'= 1520 ksi BEAM LOADING Ci=0.95 Beam Total Live Load: wL= 160 plf Comp.L to Grain: Fc-L= 625 psi Fc-L'= 625 psi Beam Total Dead Load: wD= 72 plf Controlling Moment: 1681 ft-lb Beam Self Weight: BSW= 7 plf 3.75 ft from left support Total Maximum Load: wT= 239 plf Created by combining all dead and live loads. Controlling Shear: 896 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Req'd Provided Section Modulus: 23.34 in3 49.91 in3 Area(Shear): 9.34 in2 32.38 in2 Moment of Inertia(deflection): 29.97 in4 230.84 in4 Moment: 1681 ft-lb 3594 ft-lb Shear: 896 lb 3108 lb 39/41 • Project:Gravity Calcs j StruCalc 9.0 page Location: DJ-1 Floor Joist of [2015 International Building Code(2015 NDS)] - 1.5 IN x 7.25 IN x 5.0 FT @ 16 0.C. #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.5 1/9/2018 11:45:52 AM Section Adequate By:462.8% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN L/6098 Dead Load 0.00 in Total Load 0.01 IN U4206 Live Load Deflection Criteria:L/480 Total Load Deflection Criteria:L/360 REACTIONS A Live Load 133 lb 133 lb Dead Load 60 lb 60 lb Total Load 193 lb 193 lb Bearing Length 0.21 in 0.21 in SUPPORT LOAD$ A ... Live Load 100 plf 100 plf ` Dead Load 45 plf 45 plf 5 ft Total Load 145 plf 145 plf MATERIAL PROPERTIES #2-Douglas-Fir-Larch JOIST DATA Center Base Values Adjusted Span Length 5 ft Bending Stress: Fb= 900 psi Fb'= 1242 psi Unbraced Length-Top 0 ft Cd=1.00 CF=1.20 Cr-1.15 Unbraced Length-Bottom 0 ft Shear Stress: Fv= 180 psi Fv'= 180 psi Floor sheathing applied to top of joists-top of joists fully braced. Cd=1.00 Floor Duration Factor 1.00 Modulus of Elasticity: E= 1600 ksi E= 1600 ksi JOIST LOADING Comp.-I-to Grain: Fc-1= 625 psi Fc- = 625 psi Uniform Floor Loading Center Live Load LL= 40 psf Controlling Moment: 242 ft-lb DL= 18 psf 2.5 Ft from left support of span 2(Center Span) Dead Load T Created by combining all dead loads and live loads on span(s)2 Total Load TL= 58 psf Controlling Shear: 193 Ib TLAdj.For Joist Spacing wT= 77.3 plf At right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Reo'd Provided Section Modulus: 2.33 in3 13.14 in3 Area(Shear): 1.61 in2 10.88 in2 Moment of Inertia(deflection): 4.08 in4 47.63 in4 Moment: 242 ft-lb 1360 ft-lb Shear: -193 lb 1305 lb 40/41 Project:Gravity Calcs g StruCalc 9.0 page Location:MFB-1 Uniformly Loaded Floor Beam or [2015 International Building Code(2015 NDS)] 3.5 IN x 7.25 IN x 8.5 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.5 1/9/2018 11:45:52 AM Section Adequate By:106.4% Controlling Factor:Moment PEFLECTIONS Center LOADING DIAGRAM Live Load 0.07 IN L/1446 Dead Load 0.04 in Total Load 0.11 IN L/963 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:IJ240 REACTIONS A Live Load 454 lb 454 lb Dead Load 228 lb 228 lb Total Load 682 lb 682 lb Bearing Length 0.31 in 0.31 in BEAM DATA Center Span Length 8.5 ft Unbraced Length-Top 0 ft 8.5 ft 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.1 to Grain: Fc-1= 625 psi Fc- = 625 psi Beam Total Live Load: wL= 107 plf Beam Total Dead Load: wD= 48 plf Controlling Moment: 1448 ft-lb Beam Self Weight: BSW= 6 plf 4.25 ft from left support Total Maximum Load: wT= 160 plf Created by combining all dead and live loads. Controlling Shear: -682 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Req'd Provided Section Modulus: 14.85 in3 30.66 in3 Area(Shear): 5.68 in2 25.38 in2 Moment of Inertia(deflection): 27.69 in4 111.15 in4 Moment: 1448 ft-lb 2989 ft-lb Shear: -682 lb 3045 lb 41/41 r , N Roseburg 1-12-18 10:23am:23am A Forest Products Company 1 of 1 CS Beam 2016 11 3 1 lanBeamEnsinc 2016.9.0.3 MalerialsDatabase 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: L/480 live, U360 total Dead Load: 12 PSF Deck Connection: Glued & Nailed Filename: Beam1 f 17 9 8 17 9 S 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" 596# 2 17' 9.500" Wall DFL Plate(625psi) 3.500" 1.750" 596# Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 458#(344p10 138N(10301) 2 458#(344p1f) 138#{103p1f) Design spans 17' 2.250' Product: 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 2560.'# 4315'# 59% 8.98' Total Load D+L Shear 596.# 1480,# 40% 0' Total Load D+L End Reaction 596.# 1384.# 43% 17.79' Total Load D+L TL Deflection 0.3784" 0.5729" U545 8.98' Total Load D+L LL Deflection 0.2911" 0.4297" U708 8.98' Total Load L Control: LL Deflection DO Ls: Live=100% Sncw=115% Roof=125% Wind=160% SIlVMPSON All product names ere trademarks of their respective cwne's Eric Duncan PACIFIC LUMBER&TRUSS CopydgM(C)2016 by Simpson Slang-Te Company Ibc.ALL RIGHTS RESERVED BEAVERTON,OREGON 97005 "Pasting to defined as when the member,gooribis,beam or girder shown on this drawing meets applicable dedgn cdleda for Loads,Loading Conditions,and Spans listed on!his 5037938368 sheet The design must be reviewed by a qualified designer or design protesaonal as required for approval This design assumes product inaa'.latios according to the manufacturer's specific ationn, MR oseburg :)--1- :27p 1-12-18 3:27pm ':eft.. .1 Forest Products Company 1 Of 1 CS Beam 2016.113.1 1anBeamEngine 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: 11480 live, 11360 total Dead Load: 12 PSF Deck Connection: Glued & Nailed Filename: Beam 1 Other Loads Type Other Dead (Description) Side Begin End Start End Start End Category Point(PLF) Top 23' 2.50" 54 16 Live Point(PLF) Top 23' 2.50" 0 230 Live Point(PLF) Top 23' 2.50" 200 100 Snow Point(PLF) Top 23' 2.50" 260 0 Wind 2088 260 ® � 2328 / Bearings and Reactions Input Nhn Gravity Gravity Wind Wind Location Type Material Length Required Reaction Uplift Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 3.000" 1.750" 653# -- 516# 2 20' 8.500" Walt DFL Plate(625psi) 5.500" 3.500" 1526# -- 1817# Maximum Load Case Reactions Used for applying point loads(or I Ine loads;to carrying members Live Snow Wind Dead 1 548#(411p1f) -31#(-23p1f) -41#(-31plf) 106#(79p1f) 2 770#(577plf) 2994(224p1f) 389#(292p1f) 720(5430f) Design spans 20' 6.375" 2' 6.000"(tight cant) Product: DBL 11 718" 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 3075.'# 8630.'# 35% 9.42' Odd Spans D+L Negative Moment 1963.'# 9924.'# 19% 20.71' Total Load D+0.75(L+S) Shear 787.# 2960.# 26% 20.7' Total Load D+L Cant Shear,Rt 855.# 3404.# 25% 20.71' Total Load D+0.75(L+S) End Reaction 653.# 2578.# 25% 0' Odd Spans D+L Int. Reaction 1494.# 4700.# 31% 20.71' Total Load D+L TL Deflection 0.3213" 0.6844" U766 10.44' Odd Spans D+L LL Deflection 0.3080" 0.5133' L/799 10.44' Odd Spans L TL Defl., Rt. -0.0915" 2U655 23.21' Odd Spans D+L LL Defl.,Rt. -0.1115" 20538 23.21' Odd Spans L Control: LL Deflection DOLS Live=100% Snow=115% Roof=125% Wind=160% Right cantilever allowable shear is for joist only ly At pmducl narresare tmdemadtsoftheirrespective owners Eric Duncan PACIFIC LUMBER&TRUSS �, Copyright(C)2454 by Simpson Strong-Tie Company Inc ALL RIGHTS RESERVED BEAVERTON,OREGON 97005 "Pas®ng iadefned aswhen the member,ttoorloid,beam or girder shown on Ibis draw',ng meets apptica rie dewgn criteria for Loads,Loading Conditions.and Spans I'dad on this 503-793-8368 sheet The design mud be reviewed oy a qualified dedgner or decgn profeadonal as required for approval This design assumes product indallatlor according In tl',,manuraro.,mr s reeoitioatjsrra. J �+ C J'AvkCI C(AA 1-12-1810:01 am FF s A 4'orcu f'rYxirsMs Coat{xna: I of 1 Cs Beam 2016 11 3.1 lanBeatnEar);ioe 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: L1480 live, L/360 total Dead Load: 12 PSF Deck Connection: Glued & Nailed Filename: Beam1 18 2 8 18 2 8 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 4.500" 1,750" 618# 2 18' 2.500" Wall DFL Plate(625psi) 1.750" 1.750" 618# Maximum Load Case Reactions Used forapptying porn;loads(or I'.na loads)to carrying members Live Dead 1 476#(357p1f) 143#(107plf) 2 476#(357p1f) 143#(1070f) Design spans 17'10 000" Product: 11 7/8" RFP1-400 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 2756.'# 4315.'# 63% 9.22' Total Load D+L Shear 618.# 1480.# 41% 0' Total Load D+L End Reaction 618.# 1050.# 58% 18.21' Total Load D+L TL Deflection (50.4353"Y 0.5944" L/491 9.22' Total Load D+L LL Deflection 0.3349" 0.4458" L/639 9.22' Total Load L Control: LL Deflection DOLs: Live=100% Snovr-115% Roof=125% Wind=160% 'l ) N All productnamesare tradematsaoFlheirrejective owners Eric Duncan copyright(c)2016 by Simpson Strong-Tie Company Mc ALL RIGHTS RESERVED PACIFIC LUMBER&TRUSS BEAVERTON,OREGON 97005 '•Passing is deoned aswhen the member,IloorjoS beam orgimer shown on th.sdrawing meets applicable dedgn cdlena for Lcads,Loading Condillons,and Spans lilted on this 503-793-8368 street.The dedgn mud be reviewed by a qualified designer or design professional as required for approval TT.isdedgn assumes product installation according to the manufacturer s specifications. a r• l • • kP4RoseburgJa ,/ i-12-18 IO:IOam Mk A Forest Products Commpams 1 o1'1 CS Beam 2016 113.1 Ian BeamEagine 2016.9.0.3 Materials Database 1556 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, L1360 total Dead Load: 12 PSF Deck Connection: Glued& Nailed Filename: Beam1 Other Loads Type Other Dead (Description) Side Begin End Start End Start End Category Point(PLF) Top 18' 4.75" 640 0 Wind Point(PLF) Top 18' 4.75" 200 100 Snow Point(PLF) Top 18' 4.75" 0 125 Live 16 10 12 1 6 0 C 0 f P 18 4 12 Bearings and Reactions Input Min Gravity Gravity Wind Wind Location Type Material Length Required Reaction Uplift Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 1.750" 1.750" 555# .. 443# -11# 2 16'10.750" Wall DFL Plate(625psi) 5.500" 3.500" 1103# - 1800# -- Maximum Load Case Reactions Used fcr applying pcint loads(or line loads)to carrying members Live Snow Wind Dead 1 449#(336plf) -23#(-17plf) -75#(-56plf) 107#(80p1f) 2 532#(399p1f) 290#(21800 9291(69701f) 486#(36501) e Design spans 16' 9.875" 1' 6.000"(right cant) Product: 11 7/8" RFPI-400 16.0" O.C. PASSES DESIGN CHECKS NOTE:Web stiffeners are required at point loads> 1000#. 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 2219.'# 4315.'# 51% 8.48' Odd Spans D+L Negative Moment 1773.'# 6904.'# 25% 16.9' Total Load D+0.75(L+S+W) Shear 614.# 1480.# 41% 16.8g Total Load D+L Cant.Shear,Rt 1224.# 2368.# 51% 16.9' Total Load D+0.75(L+S+W) End Reaction 555.# 1050.# 52% 0' Odd Spans D+L int.Reaction 1800.# 3760.# 47% 16.9' Total Load D+0.75(L+S+W) IL Deflection 0.3090" 0.5608" L/653 8.48' Odd Spans D+L LL Deflection 0.2684" 0.4206" L/752 8.48' Odd Spans L TL Defl.,Rt. -0.0703" 2L1512 18,4' Odd Spans D+L LL Defl..Rt. -0.0682" 2U527 18.4' Odd Spans L Control: LL Deflection DOLs: Uve=100% Snow=115% Rocf=125% Wirtd=160% Right cantilever allowable shear is for joist only Manufacturers installation guide MUST be consulted to determine if web stiffeners are regtired at point loads SIMPSON All product names are tadernarksoftheir respectiveowners Eric Duncan Copyright(C)2016 by Simpson Strong-Tie Company Inc ALL RIGHTS RESERVED PACIFIC LUMBER&TRUSS BEAVERTON,OREGON 97005 "Passing is defined as when the member,floor joist,aeon or gimes shown an this drawing meets applicable desgn cdteda for Loads,Load'.ng Conditions,and Spans tided on this 503-793-$368 sheet.The design mud be reviewed by a qualified designer or design professional as requirec for approval This design assumes product insaltation according to the mamfactumra ,SQtecincannno