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Specifications (2) SV-<)-L \c CW33 Cf.,Z) - k a . RECEnivb JAN I 8 2018 CITY CY.'T1 RF) NILICMIN Sage Built Homes NW 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 OP"$34..A OGINE44 OREGON rat (448.4% ONA 4ICHP13. /10/2018 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 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= 32.00 ft Asphalt Shingles 3 psf Mean Roof Height,h= 33.50 ft %"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 Y."Plywood Sheathing 2 psf Max Length,L= 41 ft 2x6 Studs @ 16"oc 3 psf Max Width,W= 26 ft 5'/o"Insulation 2.75 psf Y"Gypsum Finishes 2.5 psf ARoof= 1,189 ft2 Miscellaneous 0.75 psf Aupper Floor= 1,040 ftz Exterior Wall Dead Load= 13 psf AMainFloor= 945 ft2 Partition Walls: Perimeter of the Roof= 134 ft %"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 %"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 W3rd Floor= 18,720 lb W2nd Floor= 17,010 lb W3rd Walls= 17,146 lb Wznd walls= 18,486 lb Wlstwalls= 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 1:30 F:1K,lP:so P:3o P:1•K,IPao Location:Tigard,OR (psf) (psi) (psi) (psi) Wind Velocity,V= 1.20 s;mph A 14.32 1419 12.80 12.77 Exposure= $ Cladding B 6.08 0,Ol -6.70 000 Bldg Classification= 11 24.1 C 9.48 .. 946 8.50 8,4B, Roof Type=_ 681210 0 3.55 ao0 -4.00 , 0,00 Roof Height,h,= 32.00 feet E -15.40 ; ' 45,31 -15.40 41.17 Eave Height,he= 28.50 feet F -9.34 43.2 -8.80 478 Building Width,W= 26 feet G -10.70 4068 -10.70 40.68 Building Length,L= 41 feet H -7.16 ^.714 .'. -6.80 419 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= , 440 a=0.1*L 3 Importance Factor,I= 1,00 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 1/8/2018 Design Maps Detailed Report USGS 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(21 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 NC,, su A. Hard Rock >5,000 ft/s N/A N/A B. Rock 2,500 to 5,000 ft/s N/A N/A C. Very dense soil and soft rock 1,200 to 2,500 ft/s >50 >2,000 psf D. Stiff Soil 600 to 1,200 ft/s 15 to 50 1,000 to 2,000 psf E. Soft clay soil <600 ft/s <15 <1,000 psf Any profile with more than 10 ft of soil having the characteristics: • Plasticity index PI> 20, • Moisture content w >_ 40%, and • Undrained shear strength s < 500 psf F. Soils requiring site response See Section 20.3.1 analysis in accordance with Section 21.1 For SI: lft/s = 0.3048 m/s llb/ft2 = 0.0479 kN/m2 4/41 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 (MCER) Spectral Response Acceleration Parameters Table 11.4-1: Site Coefficient Fa 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 S, <_ 0.10 51 = 0.20 S1 = 0.30 S1 = 0.40 S1 >_ 0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.7 1.6 1.5 1.4 1.3 D 2.4 2.0 1.8 1.6 1.5 E 3.5 3.2 2.8 2.4 2.4 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of S, For Site Class = D and S, = 0.423 g, F. = 1.577 5/41 https://earthquake.usgs.gov/cn2/desig nmaps/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 = FvS1 = 1.577 x 0.423 = 0.667 g Section 11.4.4 — Design Spectral Acceleration Parameters Equation (11.4-3): SDS = 2/ SMS = 2/ X 1.080 = 0.720 g Equation (11.4-4): SD1 = 2/3 SM1 = 2/ 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<T0:S„=8,(0.4+0.6T/To) ToSTST5:S1=So, T>TL:S.=SmTI/T= 01 D.44.5 _ � i 1 i 1 L1 1 I I f 1 1 i1 ( A f 1 ' 1 f f I f 0.1224 -.1615 t,X, Perfxi,P(sec) 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. ?J n 7/41 https://earthquake.usgs.goy/cn2/desig nmaps/us/report.php?template=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(4] PGA = 0.425 Equation (11.8-1): PGA, = FPGAPGA = 1.075 x 0.425 = 0.457 g Table 11.8-1: Site Coefficient FPGA Site Mapped MCE Geometric Mean Peak Ground Acceleration, PGA Class PGA <_ PGA = PGA = PGA = PGA >_ 0.10 0.20 0.30 0.40 0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of PGA For Site Class = D and PGA = 0.425 g, FPGA = 1.075 Section 21.2.1.1 - Method 1 (from Chapter 21 - Site-Specific Ground Motion Procedures for Seismic Design) From Figure 22-17 15] CRS = 0,897 From Figure 22-18 16] CRl = 0.871 8/41 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 Sos I or II III IV Sos < 0.167g A A A 0.167g <_ Sos < 0.33g B B C 0.33g <_ Sos < 0.50g C C D 0.50g <_ Sos D D D For Risk Category = I and 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 SDl I or II III IV SD' < 0.067g A A A 0.067g <_ Sol < 0.133g B B C 0.133g <_ SDl < 0.20g C C D 0.20g <_ SDl D D D For Risk Category = I and SD1 = 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://earthquake.usgs.gov/cn2/desig nmaps/us/report.php?template=minimal&latitude=45.431229&longitude=-122.771486&siteclass=3&riskcategory... 6/6 Seismic Lateral Design Analysis Directionally Independent: Design Parameters: Allowable Story Drift: Structural Use Group= I 2nd Floor Allowable Drift,Aa= 3 in Importance Factor,IE= 1.00 Site Class= D Spectral Response Acceleration: Site Coefficients: Ss= 97.2 %g Fa= 1.11 St= 42.3 %g Fv= 1.58 SMs=Ss Fa= 108.0 %g Seismic Design Category: SMt=Si Fv= 66.7 %g SDC(Sos)= D SDC(SD1)= D SDs=%SMS= 72.0 %g SDC(Si)= A S01=%SMt= 44.5 %g Controlling Case 4 D 0.2 SDs/1.4= 10.3 %g Vertical Distribution Factor: (hx)K Wx Level k hx (hx)k Wx (hx)k Wx Cvx= L(h)r , 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,c = 2.0 Deflection Amplification Factor,Cd= 4.0 Seismic Response Coefficient: Cs=SDs/1.4(R/I)= 7.91 % .-Controls Cs<_SDI/1.4[Tx(R/I)] Cs>0.044 SDs1/1.4= 2.26 % SDC=E or FSCs>(0.5 Si)/1.4(R/I) = 2.32 % Base Shear: Vertical Distribution: V=Cs W©Roof Diaphragm= 2,089 lb VRoof=CvRoof VBase= 3,332 lb V=Cs Weig 3rdoiaphragm= 2,890 lb VRoof=Cv2ndVBase= 3,073 lb V=Cs W©2ntl Diaphragm= 2,717 lb V2nd=Cv2nd VBase= 1,292 lb VBase=CS WTotal= 7,697 10/41 C` Z 1/4i Uri \-, 161 D k 4.1PI R4- � 1-. t b'�"Z� 1-,4,,ck ._,,.._. f„__... a'wrw.nrw�IC •a1�Y-�• -7_r: tib'-T-^""'"'nom_____ T _ t Ai i----- -ir_ " Or (-4 ,— 11 ,< � ---------1-- — — - - - -- ------t t ----- III i- i 11 -_� / 1 �"` 1 11A._LL� Sy- _' '- -—--- --_---I r` 1.. ell -#-- -- --+-meq-•--'1'. ----- !.�� --4.411, � 1 I 1�-�!. ------ - = - ----.--,-jt ,3 iy-------- -tom-----�•----- 01 t�1 ----- ��;— 1 i 1 1Ott -1+- i-------- -4r - k.,,,,.,,,r +-- § A. 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I 1 i i� I ''',;...::4? ;#:,✓' � i� it 3 .� — LI A 3 I I I I I I I I I I I I I; t L-I �--,• �i�11T"1*Y�'r'""1'"I'1irMr�a /at; ,.w� flit flit 4;14 4;41 {tf1 .Iil t r------- I _1111 1---1--1-111i If r 111 I__�_ I I I I I_-.g_- e�-� _ ■ _�-' . i■i i■ Z Wed _ _ L_J L_J � �_�a� ITII1� m �z rr 1: 1-°"1-1A19 � _ J� r rI T-r-r1-� II � � � {jllI 11111 i _{ I I I I 1 1 1 I I I 1 I �(1) ;1, !j . IW I ` ', I r -i1 { I I Y { I--'fry-11 I I r=$-yl II I__+_,•{jl III I I I I I I I I I 1 I.. W I ,h .I '.1 zweWZ WII 111111 � I - � r I 1 I I I I 1 1 1 1 1 1 1 I I I 1 ( ' �' 1 f ;� 1711; � I�I111II II I I I I I LI: �I I I I I I I I I I � I d_ .4411 fir {I4-11-fit117111 - --�1I , I I IIr lII � , I III _' il' 1 � ; I I I I I I I I I_II_I� W ; 0 1! 1 1 I Ill 1 I I I I l l l Tr L� r 1i W I �11 lI I I I I I I I I I i i C.) C.) C.) �Ji CI) cF ��� LMw1t1 1 IIIII I_- ---I 1 1 1 I I 1 =- 1 1 1 LI I � I - � I I I 1 1 r {� _ -- --- -- J L_J • I--% op N Tb/6Z T-2ldH 1 L J 1 1 L J 1J hi---4----f---+,4=a4H Vrp -1-110H ,i4ri=-t==h�1-; ==h Project:Gravity Calcs "fp/ StruCalc 9.0 page Location:HDR-1 /of Roof Beam [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 11:45:44 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 U1327 Live Load Deflection Criteria:U240 Total Load Deflection Criteria:U180 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 5ft 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.1 to Grain: Fc- = 625 psi Fc-1'= 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 4 V W / StruCalc 9.0 page Location:HDM-1 Combination Roof And Floor Beam a [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 U1103 Live Load Deflection Criteria:0360 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 stt Roof Pitch 3 :12 Floor Duration Factor 1.00 Roof Duration Factor 1.15 Notch Depth 0.00 ROOF LOADING Side 1 Side 2 MATERIAL PROPERTIES Roof Live Load RLL= 25 psf 0 psf #2-Douglas-Fir-Larch Roof Dead Load RDL= 15 psf 0 psf Base Values Adjusted Roof Tributary Width RTW= 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.-L to Grain: Fc- -= 625 psi Fc-l'= 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 /pr, StruCalc 9.0 page Location:BM-1 Combination Roof And Floor Beam [2015 International Building Code(2015 NDS)] .` .m- 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 U1158 Live Load Deflection Criteria:U360 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-L= 700 psi Fc-L'= 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 Comparisons with required sections: Req'd Provided Beam Self Weight: BSW= 10 plf Section Modulus: 16.23 in3 82.26 in3 Combined Uniform Live Load: wL= 130 plf Area(Shear): 5.93 in2 41.56 in2 Combined Uniform Dead Load: wD= 77 plf Moment of Inertia(deflection): 101.21 in4 488.41 in4 Combined Uniform Total Load: wT= 207 plf Moment: 4049 ft-lb 20523 ft-lb Shear: 1296 lb 9081 lb 22/41 Project:Gravity CalcsI StruCalc 9.0 page ry Location:BM-2 Combination Roof And Floor Beam of/ [2015 International Building Code(2015 NDS)] .. ®� 1.75lNx11.875INx4.0 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 U6006 Dead Load 0.00 in Total Load 0.01 IN L/3862 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240 REACTIONS A B 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 Oft 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.L to Grain: Fc-L= 700 psi Fc-L'= 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: Req'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 in2 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 a [2015 International Building Code(2015 NDS)] ;;k 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:U360 Total Load Deflection Criteria:L/240 REACTIONS A B 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 ft 10.5 ft Floor Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES FLOOR LOADING 1.8 Rigidlam LVL-Roseburg Forest Products Side 1 ide 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-L= 700 psi Fc--- = 700 psi Beam Total Live Load: wL= 80 plf Beam Total Dead Load: wD= 36 plf Controlling Moment: 1670 ft-lb 5.25 ft from left support Beam Self Weight: BSW= 5 plf Total Maximum Load: wT= 121 plf Created by combining all dead and live loads. 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 , ;fir, 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:U360 Total Load Deflection Criteria:U240 REACTIONS A Live Load 1096 lb 1124 lb Dead Load 525 lb 540 lb Total Load 1621 lb 1664 lb Bearing Length 1.32 in 1.36 in BEAM DATA 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 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-L= 700 psi Fc-L'= 700 psi Beam Total Live Load: wL= 240 plf Controlling Moment: 3654 ft-lb Beam Total Dead Load: wD= 108 plf Beam Self Weight: BSW= 5 plf 3.75 ft from left support 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 Om* 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 Calcs 4StruCalc 9.0 page Location:FJ-1 = ; Floor Joist [2015 International Building Code(2015 NDS)] .- 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 L/378 Live Load Deflection Criteria:L/480 Total Load Deflection Criteria:L/360 REACTIONS A 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 Ad[usted 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 Uniform Floor Loading Center Reaction B: Rcap= 1380 lb Rcap'= 1380 lb Live Load LL= 40 psf E.I.: El= 330 lb-in2 El'= 330 lb-in2 Dead Load DL= 18 psf Total Load TL= 58 psf Controlling Moment: 3018 ft-lb 8.84 Ft from left support of span 3(Right Span) TLAdj.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'dProvided E.I.: 314 in2-lb E6 330 in2-lb xE6 Moment: 3018 ft-lb 4315 ft-lb Shear: 683 lb 1420 lb 26/41 Project:Gravity CalcsStruCalc 9.0 page Location:HDM-2 Uniformly Loaded Floor Beam of [2015 International Building Code(2015 NDS)] ^.„ ,. 3.5 IN x 7.25 IN x 4.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.5 1/9/2018 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 U1348 Live Load Deflection Criteria:U360 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 Oft Floor Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES FLOOR LOADING #2-Douglas-Fir-Larch ide 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=1.0O 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.-I-to Grain: Fc-L= 625 psi Fc-1'= 625 psi Beam Total Live Load: wL= 80 plf Controlling Moment: 2811 ft Ib Beam Total Dead Load: wD= 36 plf Beam Self Weight: BSW= 6 plf 2.0 ft from left support Created by combining all dead and live loads. Total Maximum Load: wT= 122 plf Controlling Shear: -2872 lb POINT 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 StruCalc 9.0 page Location:MBM-1 Uniformly Loaded Floor Beam [2015 International Building Code(2015 NDS)] 'rt..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:U360 Total Load Deflection Criteria:U240 REACTIONS A B 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 13.5ft Floor Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES FLOOR LOADING 1.8 Rigidlam LVL-Roseburg Forest Products Side 1 ide 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.l to Grain: Fc-L= 700 psi Fc-L'= 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 Calcs „StruCalc 9.0 page Location:MBM-3 /of Uniformly Loaded Floor Beam [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 pEFLECTIONS Center LOADING DIAGRAM Live Load 0.05 IN 01946 Dead Load 0.02 in Total Load 0.07 IN L/1315 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B 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 REAM 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-1= 625 psi Fc--- = 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 in2 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 „ rpt 4StruCalc 9.0 page Location:MBM-4 Uniformly Loaded Floor Beamor [2015 International Building Code(2015 NDS)] 1.75 IN x 11.875 IN x 10.0 FT „r*.;;; 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 pEFLECTIONS Center LOADING DIAGRAM Live Load 0.11 IN U1063 Dead Load 0.06 in Total Load 0.17 IN U715 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240 REACTIONS A B 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 SpanLength 10 ft ����-------•-... .._..,.�.�._....m_.;� ..�.__..�.._.........._...:.:..._.____n�...,�. Unbraced Length-Top 0 ft to 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= 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-L= 700 psi Fc- = 700 psi Beam Total Live Load: wL= 80 plf Moment: 4570 ft-lb Beam Total Dead Load: wD= 36 plf Controlling from left supportBeam Self Weight: BSW= 5 plf 5.0 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 na StruCalc 9.0 page Location:MBM-2 / Uniformly Loaded Floor Beam [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 11:45:49 AM Section Adequate By:320.8% Controlling Factor:Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.00 IN UMAX Dead Load 0.00 in Total Load 0.01 IN U7808 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240 REACTIONS A B 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 4R 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.±to Grain: Fc---= 700 psi Fc-±'= 700 psi Beam Total Live Load: wL= 320 plf Beam Total Dead Load: wD= 144 plf Controlling Moment: 938 ft-lb 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 w/wit4StruCalc 9.0 page Location:MBM-5 Uniformly Loaded Floor Beam VP° /of [2015 International Building2015 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 DEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN U4818 Dead Load 0.00 in Total Load 0.01 IN U3266 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240 REACTIONS A B Live Load 1060 lb 1420 lb Dead Load 499 lb 678 lb Total Load 1559 lb 2098 lb Bearing Length 0.71 in 0.96 in BEAM DATA Center Span Length 4 ft Unbraced Length-Top 0 ft 4R 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-L'= 625 psi Beam Total Live Load: wL= 440 plf Controlling Moment: 1885 ft-lb Beam Total Dead Load: wD= 198 plf Controlling Beam Self Weight: BSW= 7 plf 2.0 ft from left supportnt: Total Maximum Load: wT= 645 plf Created by combining all dead and live loads. Controlling Shear: -2098 lb POINT LOADS-CENTER SPAN At support. Load Number ne * 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 a#, StruCalc 9.0 page Project:Gravity Calcs Location:HDL-1 Combination Roof And Floor Beam /of [2015 International Building Code(2015 NDS)] . }} 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 DEFLECTIONS Center LOADING DIAGRAM Live Load 0.02 IN L/3582 Dead Load 0.01 in Total Load 0.02 IN U2444 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:L/240 REACTIONS A 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 DATAenter Span Length 5 ft Unbraced Length-Top 0 ft 5n Roof Pitch 3 :12 Floor Duration Factor 1.00 Roof Duration Factor 1.15 ROOF LOADING Notch Depth 0.00 Side 1 Si e 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-1= 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 x 3 StruCalc 9.0 page Location:HDL-2 Uniformly Loaded Floor Beam a [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 L/1038 Dead Load 0.02 in Total Load 0.09 IN L/767 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 3922 lb 2915 lb Dead Load 1500 lb 1087 lb Total Load 5422 lb 4002 lb 1 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: Fbcmpr= 1850 psi Fb'= 2400 psi Wall Load WALL= 0 plf Cd—=1.00 Shear Stress: Fv= 265 psi Fv'= 265 psi SEAM LOADING 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 Gram: Fc- L= 650 psi Fc--- = 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 glim* 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 Calcsow, StruCalc 9.0 page Location:HDL-3 Combination Roof And Floor Beam or [2015 International Building Code(2015 NDS)] I 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 U1012 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:U240 REACTIONS A B 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 Cen r Span Length 6 ft Unbraced Length-Top 0 ft 6 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= 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 Created by combining all dead and live loads. BEAM LOADING Shear: -3713 lb Roof Uniform Live Load: wL-roof= 350 plf Controllingsupport. Roof Uniform Dead Load: wD-roof= 216 plf At 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 Qne * 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 Calcs1StruCalc 9.0 page Location:GBM-1 / Uniformly Loaded Floor Beam a [2015 International Building Code(2015 NDS)] yt,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 L/256 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240 REACTIONS A B 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 CamberAdj.Factor 1 Camber Required 0.24 Notch Depth 0.00 FLOOR LOADING Side 1ice 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 Cc/7=1.00BEAM 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 1StruCalc 9.0 page Location: PBM-1 Roof Beam _ a [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:0240 Total Load Deflection Criteria:U180 REACTIONS A B 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 n 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.L to Grain: Fc-L= 625 psi Fc-L'= 625 psi Wall Load: WALL= 0 plf Controlling Moment: 1075 ft-lb SLOPE/PITCH ADJUSTED LENGTHS AND LOADS 3.75 ft from left support Adjusted Beam Length: Ladj= 7.5 ft Created by combining all dead and live loads. Beam Self Weight: BSW= 11 plf Controlling Shear: 574 lb Beam Uniform Live Load: wL= 88 plf At support. Beam Uniform Dead Load: wD_adj= 65 plf Created by combining all dead and live loads. 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 Calcs / StruCalc 9.0 page Location:PBM-2 Uniformly Loaded Floor Beam or [2015 International Building Code(2015 NDS)] ;, 7'- 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 1.4A1211LGJAMEAMM Live Load 0.03 IN L/2773 Dead Load 0.02 in Total Load 0.05 IN L/1856 Live Load Deflection Criteria:L/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--- = 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: Read 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 t„ StruCalc 9.0 page Location:DJ 1 • - Floor Joist , �� /of [2015 International Building Code(2015 NDS)] - - 1.5INx7.25INx5.0FT @16 O.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 U6098 Dead Load 0.00 in Total Load 0.01 IN L/4206 Live Load Deflection Criteria:U480 Total Load Deflection Criteria:L/360 REACTIONS A B 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 LOADS A B Live Load 100 plf 100 plf Dead Load 45 plf 45 plf 5 n 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.1 to Grain: Fc- = 625 psi Fc- = 625 psi Uniform Floor Loading Center Live Load LL= 40 psf Controlling Moment: 242 ft-lb 18 psf 2.5 Ft from left support of span 2(Center Span) Dead Load DL= 5 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: Req'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 CalcsfP StruCalc 9.0 page IF Location:MFB-1 Uniformly Loaded Floor Beam [2015 International Building Code(2015 NDS)] or 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 DEFLECTIONS Center LOADING DIAGRAM Live Load 0.07 IN L/1446 Dead Load 0.04 in Total Load 0.11 IN U963 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:L/240 REACTIONS A B 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 8.5n 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'= 1170 psi Floor Dead Load FDL= 18 psf 0 psf Cd=1.00 CF=1.30 Floor Tributary Width FTW= 2.7 ft 0 ft Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Wall Load WALL= 0 plf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi BEAM LOADING Comp.L to Grain: Fc-1= 625 psi Fc- = 625 psi Beam Total Live Load: wL= 107 plf Controlling Moment: 1448 ft-lb Beam Total Dead Load: wD= 48 plf 4.25 ft from left support Beam Self Weight: BSW= 6 plf 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: Read 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