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Specifications (39) 'c\cv T A-OGN - Q5 Svc C'rcxv- v._ CA- . RECEIVED MAY 17 2018 CITY OF TIGARD Sage Built Homes NW BUILDING OIV!SIO Structural Calculations Ash Creek, Plan 2119 Tigard, OR Structural analysis and design for a new three story single-family residence. REVIEWED BY: Dennis Heier, PE 0 PROF' t7) 87. ' EPv% , �f OREGON (1414: 31, 40, M►CHA "- 4/30/2018 EXPIRE$;X19 April 30, 2018 Project No: 1873 • 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= 34.00 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= 14.00 in Miscellaneous 2.5 psf 2nd Floor Wall Heights= 9.00 ft Roof Dead Load= 15 psf 2nd Floor Depth= 14.00 in 1st Floor Wall Heights= 8.00 ft Floors: Foundation to 1st Floor Walls= 6.00 in Flooring(subfloor/carpet/tile) 5 psf a/a"Plywood Sheathing 2.8 psf Top of 3rd Floor Walls= 28.83 ft (Eave Height) %"Gypsum Finishes 2.5 psf Top of 2nd Floor Walls= 19.33 ft Wood Floor Framing 2 psf Top of 1st Floor Walls= 8.50 ft Lights and Mechanical 2 psf Insulation 1.5 psf Roof Slope: Miscellaneous 2.2 psf Floor Dead Load= 18 psf Roof Slope= 4 :12 Exterior Walls: Plan Lengths and Areas: Horizontal Lap Siding 2 psf 34"Plywood Sheathing 2 psf Max Length,L= 36 ft 2x6 Studs @ 16"oc 3 psf Max Width,W= 26 ft 53/4"Insulation 2.75 psf 3"Gypsum Finishes 2.5 psf ARoof= 1,037 ft2 Miscellaneous 0.75 psf AuPPer Floor= 909 ft2 Exterior Wall Dead Load= 13 psf AMainFlaor= 885 ft2 Partition Walls: Perimeter of the Roof= 124 ft %"Gypsum Finishes 2.5 psf Perimeter of the Floor= 124 ft 2x4 Studs @ 16"oc 2 psf Perimeter of the Floor= 118 ft 3W'Insulation 1.75 psf 3/4"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: WRaof= 15,555 lb W3rd Floor= 16,362 lb Wand Floor= 15,930 lb Ward was= 15,696 lb Wz"d was= 16,962 lb Wisrwallss= 14,662 lb 1/39 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 Psao Ps 7tK„IPs3o Poo P11K,IP:no Location:Tigard,OR (psf) (psf) (psf) (psf) Wind Velocity,V= 120 mph A 17.27 17.93 12.80 13.29 Exposure= B Cladding B -4.92 0.00 -6.70 0.00 Bldg Classification= II 24.1 C 11.52 11.97 8.50 8.83 Roof Type= Gable D -2.73 0.00 -4.00 0.00 Roof Height,h,= 34.00 feet E -15.40 -15.99 -15.40 45.99 Eave Height,he= 28.83 feet F -10.51 -10.92 -8.80 -9.14 Building Width,W= 26 feet G -10.70 -11.11 -10.70 -11.11 Building Length,L= 36 feet H -7.97 -8.28 -6.80 -7.06 Roof Rise,y= 4 Roof Run,x= 12 Roof Angle,0= 18.4 ` Mean Roof Ht,h= 31.42 feet a=0.4*h 12.57 Adjustment Factor,I= 1.04 a=0.1*L 3 Importance Factor,I= 1.00 2a= 6 Topo.Factor,Kzt= 1 Transverse Direction (Controls) 3rd Floor Wall Heights= 8 ft 2nd Floor Wall Heights= 9 ft 1st Floor Wall Heights= 8 ft Roof to 3rd Foor Trib Parapet Wa= 17.93 psf 4 + 17.93 psf 5.17 164 plf Wb= 11.97 psf 4 + 11.97 psf 5.17 110 plf 3rd to 2nd Floor Wa= 17.93 psf 8.5 152 plf Wb= 11.97 psf 8.5 102 plf 2nd to 1st Floor Wa= 17.93 psf 8.5 152 plf Wb= 11.97 psf 8.5 102 plf 2/39 1/8/2018 Design Maps Summary Report MUMS Design Maps Summary Report User-Specified Input Building Code Reference Document ASCE 7-10 Standard (r,rich utilizes USGS hazard data available in 2008) Site Coordinates 45.43123°N, 122.77149°W Site Soil Classification Site Class D — "Stiff Soil" Risk Category I/II/III *Hillsboro ro• Portland k Gres Beaverton: 10 Ti card n ,. Lake Oswego 49 47 99 y ,4 'Tu a#atin 0 #k„,. nit Sherwood ii Oregon City USGS-Provided Output SS = 0.972 g SMS = 1.080 g SDs = 0.720 g Si = 0.423 g SM1 = 0.667 g SDl = 0.445 g For information on how the SS and S1 values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP”building code reference document. MCER Res-goose Spectrum Des gn Response S.ectr urrn 099 a'2 aan 065 fv 4.nass 1n a, t au � - an aid. an 016 all atm a00 Q01 ao7 an 040 as7 a 7 1.07 Lnl ':u 2.01) QM an 040 aea am 197 LTJ L40 1.60 LAC 200 Per➢otl,T(sect Period.T(ser) For PGAM, T„ CRS, and CR, values, please view the detailed report. Although this information is a product of the U.S.Geological Survey,we provide no warranty, expressed or implied, as to the accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge. 3/39 https://earthquake.usgs.gov/an2/designmaps/us/summary.php?template=minimal&latitude=45.431229&longitude=-122.771486&siteclass=3&riskcateg... 1/1 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 S1). Maps in the 2010 ASCE-7 Standard are provided for Site Class B. Adjustments for other Site Classes are made, as needed, in Section 11.4.3. From Figure 22-1E11 Ss = 0.972 g From Figure 22-2(2I 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 Nor N„ s„ A. Hard Rock >5,000 ft/s N/A N/A B. Rock 2,500 to 5,000 ft/s N/A N/A C. Very dense soil and soft rock 1,200 to 2,500 ft/s >50 >2,000 psf D. Stiff Soil 600 to 1,200 ft/s 15 to 50 1,000 to 2,000 psf E. Soft clay soil <600 ft/s <15 <1,000 psf Any profile with more than 10 ft of soil having the characteristics: • Plasticity index PI > 20, • Moisture content w >_ 40%, and • Undrained shear strength < 500 psf F. Soils requiring site response See Section 20.3.1 analysis in accordance with Section 21.1 For SI: lft/s = 0.3048 m/s 11b/ft2 = 0.0479 kN/m2 4/39 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 (MCE1i) Spectral Response Acceleration Parameters Table 11.4-1: Site Coefficient Fa Site Class Mapped MCE R Spectral Response Acceleration Parameter at Short Period SS <_ 0.25 SS = 0.50 S5 = 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 S5 For Site Class = D and S5 = 0.972 g, Fa = 1.111 Table 11.4-2: Site Coefficient F,, Site Class Mapped MCE R Spectral Response Acceleration Parameter at 1-s Period S1 <_ 0.10 S1 = 0.20 S1 = 0.30 S, = 0.40 S1 >_ 0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.7 1.6 1.5 1.4 1.3 D 2.4 2.0 1.8 1.6 1.5 E 3.5 3.2 2.8 2.4 2.4 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of S1 For Site Class = D and S1 = 0.423 g, Fy = 1.577 5/39 https://ea rthq uake.usg s.gov/cn2/des ig nmaps/us/report.php?te mplate=minimal&latitude=45.431229&lo ngitude=-122.771486&sitecl ass=3&ri s kcategory... 2/6 1/8/2018 Design Maps Detailed Report Equation (11.4-1): SMS = FaSs = 1.111 x 0.972 = 1.080 g Equation (11.4-2): SM1 = F„S1 = 1.577 x 0.423 = 0.667 g Section 11.4.4 — Design Spectral Acceleration Parameters Equation (11.4-3): Sps = 2/ SMs = 2/3 x 1.080 = 0.720 g Equation (11.4-4): SD1 = 2/3 SM1 = 2/3 X 0.667 = 0.445 g Section 11.4.5 — Design Response Spectrum From Figure 22-12(3] TL = 16 seconds Figure 11.4-1: Design Response Spectrum T<To:S.=Sos(0.4+0.6T/T0) To5T5Ta:S1=Sos,,»t7.72c' Ts<T5TL:S,=S01dT m T>TL.S.=SOlTL/T2 � r S -0.445 t� T0.0.124 T;X0.618 1.000 Penrod,T(sec) 6/39 https://earthquake.usgs.gov/cn2/desig nmaps/us/report.php?template=minimal&latitude=45.431229&longitude=-122.771486&siteclass=3&riskcategory... 3/6 1/8/2018 Design Maps Detailed Report 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. 4r tn 0.66 ad tY X 1 A N f I 3 1 i I ! I .0.124 Ts-0.61e 1.000 Peen✓$T(tet) 7/39 https://earthquake.usgs.g ov/cn2/desig nmaps/us/report.php?template=mini mal&latitude=45.431229&long itude=-122.771486&s iteclass=3&ri skcateg ory... 4/6 1/8/2018 Design Maps Detailed Report Section 11.8.3 - Additional Geotechnical Investigation Report Requirements for Seismic Design Categories D through F From Figure 22-7[41 PGA = 0.425 Equation (11.8-1): PGA,, = FPGAPGA = 1.075 x 0.425 = 0.457 g Table 11.8-1: Site Coefficient FPGA Site Mapped MCE Geometric Mean Peak Ground Acceleration, PGA Class PGA <_ PGA = PGA = PGA = PGA >_ 0.10 0.20 0.30 0.40 0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of PGA For Site Class = D and PGA = 0.425 g, FPGA = 1.075 Section 21.2.1.1 - Method 1 (from Chapter 21 - Site-Specific Ground Motion Procedures for Seismic Design) From Figure 22-17[SI CRS = 0,897 From Figure 22-18[61 CR1 = 0.871 8/39 https://earthquake.usgs.gov/cn2/desig nmaps/us/report.php?template=minimal&latitude=45.431229&longitude=-122.771486&siteclass=3&riskcategory... 5/6 1/8/2018 Design Maps Detailed Report Section 11.6 — Seismic Design Category Table 11.6-1 Seismic Design Category Based on Short Period Response Acceleration Parameter RISK CATEGORY VALUE OF 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 S0 = 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 Sm I or II III IV SD. < 0.067g A A A 0.067g 5 SDl < 0.133g B B C 0.133g <_ SDl < 0.20g C C D 0.20g <_ SD1 D D D For Risk Category = I and S01 = 0.445 g, Seismic Design Category = D Note: When S, 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 E. "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 9/39 https://earthquake.usgs.gov/cn2/designmaps/us/report.php?template=m i n i ma I&I atitude=45.431229&long itud a=-122.771486&s iteclass=3&riskcategory... 6/6 • Seismic Lateral Design Analysis Directionally Independent: Design Parameters: Allowable Story Drift: Structural Use Group= I 2nd Floor Allowable Drift,4a= 3 in Importance Factor,15= 1.00 Site Class= D 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: 5M1=Sf Fv= 66.7 %g SDC(SDs)= D SDC(SD1)= D SDs=%SMS= 72.0 %g SDC(S1)= A 5D1=%a SMf= 44.5 %g Controlling Case 4 D 0.2 SDs/1.4= 10.3 %g Vertical Distribution Factor: k h h k W h k W C _ (hx)x Wx Level x ( x) x ( x) z �- Roof 1 28.83 28.83 23,403 674,785 0.428 3rd Floor 1 19.33 19.33 32,691 632,028 0.401 2nd Floor 1 8.50 8.50 31,742 269,806 0.171 L(hx)k Wx= 1,576,619 Directionally Dependent: Design Factors: Response Modification Factor,R= 6.5 System Overstrength Factor,Q= 2.0 Deflection Amplification Factor,Cd= 4.0 Seismic Response Coefficient: Cs=SDs/1.4(R/I)= 7.91 % 4--Controls Cs<501/1.4[Tx(R/I))= C5>0.044Sips I/1.4= 2.26 % SDC=E or F-3Cs>(0.5 Si)/1.4(R/I) = 2.32 % Base Shear: Vertical Distribution: V=Cs Wal Roof Diaphragm= 1,851 lb VRoof=CvRoof VBase= 2,974 lb V=Cs W3rdDiaphragm= 2,586 lb VRoof=Cv2ndVBase= 2,786 lb V=CS W©2nd Diaphragm= 2,511 lb Vend=Cv2nd VBase= 1,189 lb VBase=Cs WTotai= 6,949 10/39 I . 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Height SHEAR (Wind) (Seismic) H L SU Ho (Ib) (ft) (Ib) (Ib) (it) (ft) (ft) (ft) Roof to Upper Floor I Line A 1754 468 1342 AR-1 36.0 1.00 1754 1342 8 36 33.5 6.67 0.00 0 0 0 0.00 0 0 0 000 0 0 0 Total 36.0 1.00 1754 1342 Line B 1754 468 1342 BR-1 12.33 1.00 1754 1342 8 12.33 1233 0.00 0 0 0 000 0 0 0 0.00 0 0 0 Total 1233 100 1754 1342 Line 1 2304 468 1342 1R-1 20 1.00 2304 1342 8 20 10 6.67 0.00 0 0 0.00 0 0 0 000 0 0 0 Total 20 1.00 2304 1342 Line 4 2304 468 1342 4R-1 17 100 2304 1342 9 17 7 6.67 000 0 0 0 0.00 0 0 0 000 0 0 0 Total 17 1.00 2304 1342 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) (Seisms) 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 1626 468 1434 AM-1 _ 36 100 3380 2776 9 36 30 6.67 Shear Above 3754 1342 0.00 0 0 0 Total Shear 3380 2776 000 0 0 0 000 0 0 0 Total 36 100 3380 2776 Line 13 1626 468 1434 BM-1 2.6 046 1569 1289 9 2.6 2.6 Shear Above1,754 1342 BM-2 3 0.54 1811 1487 9 3 Total Shear 3380 2776 0.00 0 0 0 0.00 0 0 0 Total 5.6 1.00 3380 2776 Line 1 2136 468 1434 1M-1 20 1.00 4440 2776 9 20 11 6 Shear Above 2,304 1342 0.00 0 0 0 Total Shear 4440 2776 000 0 0 0 000 0 0 0 Total 20 100 4440 2776 Line 2136 468 1434 4M-1 17 100 4440 2776 9 17 7 6.67 ShearAbove 2,304 1342 0.00 0 0 0 Total Shear 4440 2776 0.00 D . 0 0 000 0 0 0 Total 17 1.00 4440 2776 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) (Seisms) I DEN. 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 1626 429 1315 AL-1 33 1.00 5006 4091 8 33 30.5 6.67 S hear Above 3380 2776 000 0 0 Total Shear 5006 4091 000 0 0 0 000 0 0 0 Total 33 1.00 5006 4091 Line B 1626 429 1315 BL-1 10.5 100 5006 4091 8 10.5 10.5 S hear Above 3,380 2776 000 0 0 0 Total Shear 5006 4091 0.00 0 0 0 • 0.00 0 0 0 Total 10.5 100 5006 4091 Line 1 952 156 478 1L-1 20 100 5392 3255 8 20 14 6.67 Shear Above 4,440 2776 0.00 0 0 0 Total Shear 5392 3255 000 0 0 0 000 0 0 0 Total 20 1.00 5392 3255 Line 2 1683 429 1315 2L-1 16.5 1.00 1683 1315 8 16.5 16.5 Shear/Move 0.00 0 0 0 Total Shear 1683 1315 0.00 0 0 0 0.00 0 0 0 Total 16.5 1.00 1683 1315 Line 3 1371 273 837 31-1 1.5 0.50 2681 _ 1143 5 1.5 1.5 Shear Above 3990 1450 3L-2 1.5 050 2681 1143 5 1.5 1.5 Total Shear 5361 2287 000 0 0 L, 0.00 0 0 0 Total 3 1.00 5361 2287 13/39 a) m ..... ..a n-i 11.......p-......N 010 100,31140900.01-00 9.01rn, I0010004,991410110 101010919 11190 1.195,10 90•0•019011•0•0900.1, 19.19 9,0,9•025...955°5...59 E....00.z 0 1.1,9 999 0911S/119 ost paana loti 95910095 59e0•59.(tunuawery, 0 0191519S1.111.91099014,015, 109100S n0090155 1010011111.S, 9009 00.1119..900•01.10 .00 11101000150110101ad ESOS 90011 feeeelf CON (Set) STK 101/0911.5 5569 2 LS ni L9L MI I OTT S Z fel I TB,i Z10 ESOS Mall foyeell 0019 1Sez) ZSE9 efeeJeel oN S060 Z ZS OL cc 11111 , GO I SI .10 211 1 1.89'i I. 91,es fee AAP", WHO LE9 ese.Aste 00+ 9I1 : 09 ZOS DO 0 SO s 91 00 0 5931 5 9I STE 1 2991 I 1Z ESOS Mao foSeeS ESNs Wier) ME ZSBZ ...feel 0.1 Ifols ES NE ESE 119 E9 0 fee SO <9 9 VT SSZS Ler 0 VII s zsas snail ...eV 1E00 (SSW LIES efeweel eN VIDE OS /A OSE LLI 00 0 001 5 01 00 0 5 OT 5 OT 160'9 500'S 119 9.5 0.5 591295 (OKI) 0 Serf ...eel 091 EISI 99 As 291 561 00 0 00 0 Z6 0 00 I (9 9 5 Of 160, WO S I 11 OZ03 aexis OM IS As 061 29( DM,Vogyimm mil_i..s. t LI I 251 5101 02551,50 01E093 0.101S gg., (9(6) ZOIZ M95 E .6090101.1 2915 ES As 110 009 ..... 190 '90 660 000 II OL Stlt 9LLI 0•91,.0101'11 1 RI 903.051013 elesIS KiS WO ,.., 10..09.01.5 Z5E5 es Fa 960 (9 0 LBO 1 I15'I Z WI 06006-00900 094.00 91E5 (6IT) 0999 09ee000105 ZESS ES /A 960 009 1 690 no 050 901 .00 90 900 90 00 6921 6951 (050 1.9.5 _ 1.5 Ems 9 (6999) 0 0011 0991001109 6110 95 0 061 511 016 010 Ell 0 090 010 .0 St 2. 19 9 OS 99 9110 0901 0500 ...k1.1.1Vnadan OZSD On OLI ZS IA LEI um 01021.11111.99 OVA., I 10 0051 0000 I-90 90.550 01•01S 2955 NOM KR 9020099.0N 9595 15 II1 06E 196 VO E9 0 5L Z (9 9 01 02 zs91 ON 2 T VI 9599009 0.06 6 (9911) III 0093011109 HII 95 911 GO 4 201 OOP MI 691 00 00 1004 000 0000 0901 0100.1 I/SCI 099 PO90 See eAss 0 (1990) 990 ...JAS. 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IL 0 650 LL 0 69 0 SO 0 16 0 LL 0 CPO WOO .0 950 29 0 IL 0 ES 0 509 LS 0 L9 0 9 0 1605 . III _II 1 ,S,00 I ::0,:, E5 0 610 50 0 STO LL 0 6510 EL 0 95 0 TL 0 500 960Z , 9E 0 20 0 9(115 E5 0 69 0 .1 2(iii 2(1.1 FM 9.911.45 ---, 5E9 5(9 AOS AEI le!lei A sefeffe•fee.fe,A, ILIABH liksuada u,nuefse. (99P6999AteuslieWneefff.9,...ss s,s spss.pey r L E SO0z ad I TOZZ espe,I..•11101/11.41950Si TIWAVveNS esive0Alled eOEso eemJeess s9, Force Transfer Around Opening (FTAO) Diekmann Method @ Upper Floor Line 4-4R-1 L1 = 3.5ft Lo= 10.0 ft L2= 3.5 ft V= 2.30 k VA= -252 plf VD= 407 plf vF= -252 plf hu= 1.0 ft 4- = 2.03 k - = 2.03k F2= 2.03k vB= 329 plf vG= 329 plf ho= 6.0 ft F� = 2.03k F2= 2.03k -* -* h�= 2.0 ft vo= -252 plf vE= 407 plf vH= -252 plf T H= 1.22k H= 1.22k H= (2.30 k *9.0ft) /17.0 ft= 1.22 k vh= 2.30 k/ 7.0 ft= 329 plf v„= 1.22 k/ 3.0 ft= 407 plf Use: Type S-2 Shearwall F= 407 plf* 10.00 ft= 4.07 k F1= (4.07 k* 3.5 ft)/ 7.0 ft= 2.03 k Use: Cont.Simpson CS14 STRAP F2= (4.07k* 3.5 ft)/ 7.0 ft= 2.03 k T+C Couple after Dead Load is applied for holdown requirements MR= [( 15psf* 2ft+ 13psf* 9.Oft)* (17.0 ft)^2 *0.6/2] +(0.0 ft *5001b)= 12.74 kft T= 1.22 kft- ( 12.74 kft /17.0 ft) =0.47 k +0.00k= 0.47 k Use:Type CS20 Strap w lD Force Transfer Around Opening (FTAO) Diekmann Method @ Upper Floor Line 4-4M-1 L1 = 3.5 ft Lo= 10.0 ft L2= 3.5 ft V= 4.44 k VA= -485 plf VD= 784 plf vF= -485 plf hu= 1.0 ft F� = 3.92k F2= 3.92k v5= 634 plf vG= 634 plf ho= 6.0 ft F� = 3.92k F2= 3.92k h�= 2.0 ft v� = -485 plf vE= 784 plf vH= -485 plf T H= 2.35k H= 2.35k H= (4.44k *9.0ft) /17.0 ft= 2.35 k vh= 4.44 k/ 7.0 ft= 634 plf = 2.35 k/ 3.0 ft= 784 plf Use:Type S-2 Shearwall F= 784 plf* 10.00 ft= 7.84 k F1= (7.84 k* 3.5 ft)/ 7.0 ft= 3.92 k Use: Cont.Simpson CMSTCI6 STRAP F2= (7.84k* 3.5ft)/ 7.O ft= 3.92k T+C Couple after Dead Load is applied for holdown requirements MR= [( 18psf* 2 ft+ 13psf* 9.0 ft)* (17.0 ft)^2 *0.6/2] +(0.0 ft *5001b)= 13.27 kft T= 2.35 kft- ( 13.27 kft /17.0 ft) =1.57 k +0.47k= 2.04 k Use:Type CS14 Strap w 6£/LT • rrHDM,1Fi`-I 1 I,i'1 HD+ ILL r1 111i 1 1 _ I 1 1 I I I I I 1 I 1 11 1 I I I i 1 1 1 I ' I , I Q I, QI• I 1 I 1 1 1 1 1 f 1 1 1 I 1 1 1 1 1 1 1 I N I I I I 1 I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ' = I 1 O 1 ... 1 L - 4 I +�i I I tLII II I I I I I I I I I I I I I I . j, K �1�- I444,74mL _ I F-� 1 i i 1 1 M1-114i R►A_Il I I p��_—1f-_—41 I ' ,I -s� 1 ;II ; i i i YI.11 IPi i F� _D -- I' ��-1 - I i I 1111111 1 1 HDM-1--�I C ___ LJ JJJJ_LLL ----- _ _�� HDM-1 HDM-1 Fr-_-:-.Flt-zt_71:-.47.1=_1_ _it f t I- -1 t t 1 ir o ' I I l l it lr ' I I I 1 I 1 = 7, 1 1 1 1 I 1 I 1 111 1 1 1 I I 1 11 O N 1 1 Id=1 —.1[11 I r(1 1 1 i I 1n 1 1 1 11 I 1 I 1 1 1 II ' I 1L 1 ck_� - l_ tL Sr._ I� li I` J - II II I = AI ` ,_- x-TAT TI-FTTl i_ II '--' 9rrrrr r1-l-rrl--- 1 1 11,1�1 1 1 1 1 1 I Iy 1 _�. 11LLL1-CTTTTTl-_1, _- _--1._ i l l l l l i l l l l l ILL111JJJ_LLLl L_ ° _IL 1 11UK-1 6E/8T TE®�® -' I 3 ; I • f.: -orf I '�I ♦ Ii a1' I - ,.11 I 1 '_JI, --��!7'-- L • Wrr�i-Y �r�1'ii'ir`bT'd-rr� Il , ��_� MFB-11y���'T IF� —ter - -- _ 1 r -- Ni —1_ i l ' 1\1 1 1 I 1 1 1 1 II €. 4 +,� -- ai4 I1 , ♦�I ,-1 �1 I _1 l 1 1 11 ♦i - LL_____ 1 11_1_/-LLL 11 � - _-------r--HDL-1 —=7=4; -- -------,T-----*� h--4-'-------1-1--===axrc)-------- =__-_ ? ii ___=_ , =_ v --MBM-2_ — _r_j W71.—.3W �Ty I 111111 W 1---zt11 i.,T.1 1 1 1 1 1 1 - 1 Ill . i N - rl 1 1 1 1 1 1 J----t N ' I I I I I I N I ��gaN HDL-2 HDL-3 DBM-1 page Project:Gravity Calcs Vista Structural Engineering LLC 14718 Delia St. Portland,OR of StruCalc Version 10.0.1.5 7/18/2017 5:18:45 PM Location:DJ-1 Location:BM-1 Floor Joist Combination Roof And Floor Beam [2015 International Building Code(2015 NDS)] [2015 International Building Code(2015 NDS)] 1.5 IN x 7.25 IN x 5.0 FT @ 16 O.C. 1.75 IN x 11.875 IN x 6.0 FT #2-Douglas-Fir-Larch-Dry Use 1.8 Rigidlam LVL-Roseburg Forest Products Section Adequate By:462.8% Section Adequate By:166.4% Controlling Factor:Moment Controlling Factor:Shear Location:MFB-1 Location:BM-3 Uniformly Loaded Floor Beam Uniformly Loaded Floor Beam [2015 International Building Code(2015 NDS)] [2015 International Building Code(2015 NDS)] 3.5 IN x 7.25 IN x 8.5 FT 1.75 IN x 14.0 IN x 5.0 FT #2-Douglas-Fir-Larch-Dry Use 1.8 Rigidlam LVL-Roseburg Forest Products Section Adequate By:106.4% Section Adequate By:873.7% Controlling Factor:Moment Controlling Factor:Shear Location:HDR-1 Location:BM-4 Roof Beam Multi-Loaded Multi-Span Beam [2015 International Building Code(2015 NDS)] [2015 International Building Code(2015 NDS)] 3.5 IN x 7.25 IN x 2.5 FT 3.5 IN x 14.0 IN x 30.0 FT(12+12+6) #2-Douglas-Fir-Larch-Dry Use 1.8 Rigidlam LVL-Roseburg Forest Products Section Adequate By:511.4% Section Adequate By:77.7% Controlling Factor:Moment Controlling Factor:Moment Location:HDR-2 Location:HDM-1 Roof Beam Combination Roof And Floor Beam [2015 International Building Code(2015 NDS)] [2015 International Building Code(2015 NDS)] 3.5 INx7.25INx10.0FT 3.5 IN x 7.25 IN x 3.0 FT #2-Douglas-Fir-Larch-Dry Use #2-Douglas-Fir-Larch-Dry Use Section Adequate By:215.7% Section Adequate By:190.6% Controlling Factor:Moment Controlling Factor:Moment Location:HDR-3 Location:HDM-2 Roof Beam Uniformly Loaded Floor Beam [2015 International Building Code(2015 NDS)] [2015 International Building Code(2015 NDS)] 3.5 IN x 9.25 IN x 7.0 FT 3.5 IN x 7.25 IN x 10.0 FT #2-Douglas-Fir-Larch-Dry Use #2-Douglas-Fir-Larch-Dry Use Section Adequate By:16.9% Section Adequate By:96.8% Controlling Factor:Moment Controlling Factor:Moment Location:FJ-1 Location:GBM-1 Floor Joist Uniformly Loaded Floor Beam [2015 International Building Code(2015 NDS)] [2015 International Building Code(2015 NDS)] RFPI-70/14-Roseburg Forest Products x 20.5 FT @ 16 O.C. 5.5 IN x 13.5 IN x 16.0 FT Section Adequate By:33.8% 24F-V4-Visually Graded Western Species-Dry Use Controlling Factor:Deflection Section Adequate By:1.3% Controlling Factor:Moment Location:BM-2 Combination Roof And Floor Beam Location:MBM-1 [2015 International Building Code(2015 NDS)] Uniformly Loaded Floor Beam 1.75 IN x 11.875 IN x 4.0 FT [2015 International Building Code(2015 NDS)] 1.8 Rigidlam LVL-Roseburg Forest Products 1.75 IN x 14.0 IN x 5.0 FT Section Adequate By:1574.0% 1.8 Rigidlam LVL-Roseburg Forest Products Controlling Factor:Shear Section Adequate By:488.3% Controlling Factor:Shear 19/39 page Project:Gravity Calcs Vista Structural Engineering LLC 14718 Delia St. Portland,OR of StruCalc Version 10.0.1.5 7/18/2017 5:18:46 PM Location:MBM-2 Multi-Loaded Multi-Span Beam [2015 International Building Code(2015 NDS)] 3.5 IN x 14.0 IN x 26.5 FT(9+12+5.5) 1.8 Rigidlam LVL-Roseburg Forest Products Section Adequate By:353.2% Controlling Factor:Shear Location:PBM-1 Combination Roof And Floor Beam [2015 International Building Code(2015 NDS)] 3.5 IN x 14.0 IN x 9.0 FT 1.8 Rigidlam LVL-Roseburg Forest Products Section Adequate By:53.3% Controlling Factor:Moment Location:HDL-1 Combination Roof And Floor Beam [2015 International Building Code(2015 NDS)] 3.5 IN x 9.25 IN x 5.0 FT #2-Douglas-Fir-Larch-Dry Use Section Adequate By:234.7% Controlling Factor:Moment Location:HDL-2 Uniformly Loaded Floor Beam [2015 International Building Code(2015 NDS)] 3.5 IN x 9.25 IN x 3.0 FT #2-Douglas-Fir-Larch-Dry Use Section Adequate By:353.7% Controlling Factor:Shear Location:HDL-3 Combination Roof And Floor Beam [2015 International Building Code(2015 NDS)] 3.5 IN x 9.25 IN x 6.0 FT #2-Douglas-Fir-Larch-Dry Use Section Adequate By:125.9% Controlling Factor:Moment 20/39 Project:Gravity Calcs Vista Structural Engineering LLC 14718 Delia St. page Location:DJ-1 Portland,OR of Floor Joist (2015 International Building Code(2015 NDS)] StruCalc Version 10.0.1.5 7/18/2017 5:18:46 PM 1.5 IN x 7.25 IN x 5.0 FT @ 16 O.C. #2-Douglas-Fir-Larch-Dry Use 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 L/4206 Live Load Deflection Criteria:L/480 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 5 ft Dead Load 45 plf 45 plf Total Load 145 plf 145 plf MATERIAL PROPERTIES JOIST DATA Center #2-Douglas-Fir-Larch Span Length 5 ft Base Values Adjusted Unbraced Length-Top 0 ft Bending Stress: Fb= 900 psi Fb'= 1242 psi Unbraced Length-Bottom 0 ft Cd=1.00 CF=1.20 Cr=1.15 Floor sheathing applied to top of joists top of joists fully braced. Shear Stress: Fv= 180 psi Fv'= 180 psi Floor Duration Factor 1.00 Cd=1.00 JOIST LOADING Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Uniform Floor Loading Center Comp. to Grain: Fc- = 625 psi Fc-—L'= 625 psi Live Load LL= 40 psf Dead Load DL= 18 psf Controlling Moment: 242 ft-lb Total Load TL= 58 psf 2.5 Ft from left support of span 2(Center Span) TL Adj.For Joist Spacing wT= 77.3 plf Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -147 lb At a distanced from right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Rg'd Provided Section Modulus: 2.33 in3 13.14 in3 Area(Shear): 1.22 in2 10.88 in2 Moment of Inertia(deflection): 4.08 in4 47.63 in4 Moment: 242 ftIb 1360 ft Ib Shear: -147 lb 1305 lb 21/39 • Project:Gravity Calcs Vista Structural Engineering LLC page Location:MFB-1 14718 Delia St. Uniformly Loaded Floor Beam Portland,OR of [2015 International Building Code(2015 NDS)] StruCalc Version 10.0.1.5 7/18/2017 5:18:46 PM 3.5 IN x 7.25 IN x 8.5 FT #2-Douglas-Fir-Larch-Dry Use 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 L/963 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 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 asn Unbraced Length-Top 0 ft Floor Duration Factor 1.00 Notch Depth 0.00 FLOOR LOADING MATERIAL PROPERTIES Side 1 Side 2 #2-Douglas-Fir-Larch Floor Live Load FLL= 40 psf 0 psf Base Values Adjusted Floor Dead Load FDL= 18 psf 0 psf Bending Stress: Fb= 900 psi Fb'= 1170 psi Floor Tributary Width FTW= 2.7 ft 0 ft Cd=1.00 CF=1.30 Shear Stress: Fv= 180 psi Fv'= 180 psi Wall Load WALL= 0 plf Cd=1.00 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi BEAM LOADING Comp. to Grain: Fc- = 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: -586 lb At a distanced from 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): 4.88 in2 25.38 in2 Moment of Inertia(deflection): 27.69 in4 111.15 in4 Moment: 1448 ft-lb 2989 ft-lb Shear: -586 lb 3045 lb 22/39 • page Project:Gravity Calcs Vista Structural Engineering LLC 14718 Delia St. Location:HDR-1 Roof Beam Portland,OR of [2015 International Building Code(2015 NDS)] StruCalc Version 10.0.1.5 7/18/2017 5:18:47 PM 3.5 IN x 7.25 IN x 2.5 FT #2-Douglas-Fir-Larch-Dry Use Section Adequate By:511.4% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.00 IN L/MAX Dead Load 0.00 in Total Load 0.00 IN L/8436 Live Load Deflection Criteria:L/240 Total Load Deflection Criteria:L/180 REACTIONS A B Live Load 547 lb 547 lb Dead Load 353 lb 353 lb Total Load 900 lb 900 lb Bearing Length 0.41 in 0.41 in j-jAkkji BEAM DATA —'Imjj4 ._. ,,_ _tl_.,_ �_ _,__ D,sW. Span Length 2.5 ft 2.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 0 ft Roof Pitch 4 :12 Roof Duration Factor 1.15 ROOF LOADING Side One: MATERIAL PROPERTIES Roof Live Load: LL= 25 psf #2-Douglas-Fir-Larch Roof Dead Load: DL= 15 psf Base Values Adjusted Tributary Width: TW= 17.5 ft Bending Stress: Fb= 900 psi Fb'= 1346 psi Side Two: Cd=1.15 CF=1.30 Roof Live Load: LL= 0 psf Shear Stress: Fv= 180 psi Fv'= 207 psi Roof Dead Load: DL= 0 psf Cd=1.15 Tributary Width: TW= 0 ft Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Comp._L to Grain: Fc- = 625 psi Fc-�'= 625 psi Wall Load: WALL= 0 plf Controlling Moment: 562 ft-lb SLOPE/PITCH ADJUSTED LENGTHS AND LOADS 1.25 ft from left support Adjusted Beam Length: Ladj= 2.5 ft Created by combining all dead and live loads. Beam Self Weight: BSW= 6 plf Beam Uniform Live Load: wL= 438 plf Controlling Shear: 468 lb Beam Uniform Dead Load: wD_adj= 282 plf At a distanced from support. Created by combining all dead and live loads. Total Uniform Load: wT= 720 plf Comparisons with required sections: Read Provided Section Modulus: 5.01 in3 30.66 in3 Area(Shear): 3.39 in2 25.38 in2 Moment of Inertia(deflection): 2.37 in4 111.15 in4 Moment: 562 ft-lb 3438 ft-lb Shear: 468 lb 3502 lb 23/39 page Project:Gravity Calcs Vista Structural Engineering LLC Location:HDR-2 14718 Delia St. Roof Beam Portland,OR of [2015 International Building Code(2015 NDS)] StruCalc Version 10.0.1.5 7/18/2017 5:18:47 PM 3.5 IN x 7.25 IN x 10.0 FT #2-Douglas-Fir-Larch-Dry Use Section Adequate By:215.7% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.06 IN L/1897 Dead Load 0.05 in Total Load 0.11 IN L/1089 Live Load Deflection Criteria:L/240 Total Load Deflection Criteria:L/180 REACTIONS A B Live Load 250 lb 250 lb Dead Load 186 lb 186 lb Total Load 436 lb 436 lb Bearing Length 0.20 in 0.20 in BEAM DATA Span Length 10 ft 7ek • Unbraced Length-Top 0 ft - Unbraced Length-Bottom 0 ft Roof Pitch 4 :12 Roof Duration Factor 1.15 ROOF LOADING Side One: MATERIAL PROPERTIES Roof Live Load: LL= 25 psf #2-Douglas-Fir-Larch Roof Dead Load: DL= 15 psf Base Values Adjusted Tributary Width: TW= 2 ft Bending Stress: Fb= 900 psi Fb'= 1346 psi Side Two: Cd=1.15 CF=1.30 Roof Live Load: LL= 0 psf Shear Stress: Fv= 180 psi Fv'= 207 psi Roof Dead Load: DL= 0 psf Cd=1.15 Tributary Width: TW= 0 ft Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Comp.-L-to Grain: Fc--L= 625 psi Fc--L'= 625 psi Wall Load: WALL= 0 plf Controlling Moment: 1089 ft-lb SLOPE/PITCH ADJUSTED LENGTHS AND LOADS 5.0 ft from left support Adjusted Beam Length: Ladj= 10 ft Created by combining all dead and live loads. Beam Self Weight: BSW= 6 plf Controlling Shear: 383 Ib Beam Uniform Live Load: wL= 50 plf At a distance d from support. Beam Uniform Dead Load: wD_adj= 37 plf Created by combining all dead and live loads. Total Uniform Load: wT= 87 plf Comparisons with required sections: Req'd Provided Section Modulus: 9.71 in3 30.66 in3 Area(Shear): 2.78 in2 25.38 in2 Moment of Inertia(deflection): 18.37 in4 111.15 in4 Moment: 1089 ft-lb 3438 ft-lb Shear: -383 lb 3502 lb 24/39 • page Project:Gravity Calcs Vista Structural Engineering LLC Location:HDR-3 14718 Delia St. Roof Beam Portland,OR of [2015 International Building Code(2015 NDS)] StruCalc Version 10.0.1.5 7/18/2017 5:18:48 PM 3.5 IN x 9.25 IN x 7.0 FT #2-Douglas-Fir-Larch-Dry Use Section Adequate By:16.9% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.06 IN L/1313 Dead Load 0.04 in Total Load 0.11 IN L/796 Live Load Deflection Criteria:L/240 Total Load Deflection Criteria:L/180 REACTIONS A Live Load 1531 lb 1531 lb Dead Load 993 lb 993 lb Total Load 2524 lb 2524 lb Bearing Length 1.15 in 1.15 in BEAM DATA Span Length 7 ft 7ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 0 ft Roof Pitch 4 :12 Roof Duration Factor 1.15 ROOF LOADING Side One: MATERIAL PROPERTIES Roof Live Load: LL= 25 psf #2-Douglas-Fir-Larch Roof Dead Load: DL= 15 psf Base Values Adiusted Tributary Width: TW= 17.5 ft Bending Stress: Fb= 900 psi Fb'= 1242 psi Side Two: Cd=1.15 CF=1.20 Roof Live Load: LL= 0 psf Shear Stress: Fv= 180 psi Fv'= 207 psi Roof Dead Load: DL= 0 psf Cd=1.15 Tributary Width: TW= 0 ft Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Comp.1 to Grain: Fc- = 625 psi Fc- '= 625 psi Wall Load: WALL= 0 plf Controlling Moment: 4417 ft-lb SLOPE/PITCH ADJUSTED LENGTHS AND LOADS 3.5 ft from left support Adjusted Beam Length: Ladj= 7 ft Created by combining all dead and live loads. Beam Self Weight: BSW= 7 plf Controlling Shear: 1969 lb Beam Uniform Live Load: wL= 438 plf At a distance d from support. Beam Uniform Dead Load: wD_adj= 284 plf Created by combining all dead and live loads. Total Uniform Load: wT= 721 plf Comparisons with required sections: Req'd Provided Section Modulus: 42.68 in3 49.91 in3 Area(Shear): 14.27 in2 32.38 in2 Moment of Inertia(deflection): 52.17 in4 230.84 in4 Moment: 4417 ft-lb 5166 ft-lb Shear: 1969 lb 4468 lb 25/39 Project:Gravity Calcs Vista Structural Engineering LLC page Location:FJ-1 14718 Delia St. Floor Joist Portland,OR of [2015 International Building Code(2015 NDS)] StruCalc Version 10.0.1.5 7/18/2017 5:18:48 PM RFPI-70/14-Roseburg Forest Products x 20.5 FT @ 16 O.C. Section Adequate By:33.8% Controlling Factor:Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.35 IN L/698 Dead Load 0.16 in Total Load 0.51 IN L/482 Live Load Deflection Criteria:L/480 Total Load Deflection Criteria:L/360 REACTIONS A B Live Load 547 lb 547 lb Dead Load 246 lb 246 lb Total Load 793 lb 793 lb Bearing Length 5.50 in 3.50 in Web Stiffeners No No SUPPORT LOADS A B 20.5 ft Live Load 410 plf 410 plf Dead Load 185 plf 185 plf Total Load 595 plf 595 plf JOIST DATA Center I-JOIST PROPERTIES Span Length 20.5 ft RFPI-70/14-Roseburg Forest Products Unbraced Length-Top 0 ft Base Values Adjusted Unbraced Length-Bottom 0 ft Moment Cap: Mcap= 7925 ft-lb Mcap'= 7925 ft-lb Floor sheathing applied to top of joists-top of joists fully braced. Cd=1.00 Floor Duration Factor 1.00 Shear Stress: Vcap= 1710 lb Vcap'= 1710 lb Cd=1.00 JOIST LOADING Reaction A: Rcap= 1470 lb Rcap'= 1470 lb Uniform Floor Loading Center Reaction B: Rcap= 1470 lb Rcap'= 1470 lb Live Load LL= 40 psf E.I.: El= 672 lb-int El'= 672 lb-int Dead Load DL= 18 psf Total Load TL= 58 psf Controlling Moment: 4062 ft-lb TL Adj.For Joist Spacing wT= 77.3 plf 10.25 Ft from left support of span 3(Right Span) Created by combining all dead and live loads. Controlling Shear: 793 lb 0.0 Ft from left support of span 2(Center Span) Created by combining all dead and live loads. Comparisons with required sections: Req'd Provided E.I.: 502 int-lb E6 672 int-lb xE6 Moment: 4062 ft-lb 7925 ft-lb Shear: 793 lb 1710 lb 26/39 page Project:Gravity Calcs Vista Structural Engineering LLC 14718 Delia St. Location:BM-2 Portland,OR Combination Roof And Floor Beam of [2015 International Building Code(2015 NDS)] StruCalc Version 10.0.1.5 7/18/2017 5:18:49 PM 1.75 IN x 11.875 IN x 4.0 FT 1.8 Rigidlam LVL-Roseburg Forest Products Section Adequate By:1574.0% Controlling Factor:Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.00 IN L/MAX Dead Load 0.00 in Total Load 0.00 IN L/MAX Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 340 lb 340 lb Dead Load 182 lb 182 lb Total Load 522 lb 522 lb Bearing Length 0.43 in 0.43 in BEAM DATA Center Span Length 4 ft 4ft • Unbraced Length-Top 0 ft Roof Pitch 4 :12 Floor Duration Factor 1.00 ROOF LOADING Roof Duration Factor 1.15 Side 1 Side 2 Notch Depth 0.00 Roof Live Load RLL= 25 psf 0 psf MATERIAL PROPERTIES Roof Dead Load RDL= 15 psf 0 psf 1.8 Rigidlam LVL-Roseburg Forest Products Roof Tributary Width RTW= 2 ft 0 ft Base Values Adjusted Bending Stress: Fb= 2600 psi Fb'= 2994 psi FLOOR LOADING Cd=1.15 CF=1.00 Side 1 Side 2 Shear Stress: Fv= 285 psi Fv'= 328 psi Floor Live Load FLL= 40 psf 0 psf Cd=1.15 Floor Dead Load FDL= 18 psf 0 psf Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Floor Tributary Width FTW= 3 ft 0 ft Comp.1-to Grain: Fc- = 700 psi Fc-�'= 700 psi Wall Load WALL= 0 plf Controlling Moment: 522 ft-lb 2.0 ft from left support BEAM LOADING Roof Uniform Live Load: wL-roof= 50 plf Created by combining all dead and live loads. Roof Uniform Dead Load: wD-roof= 32 plf Controlling Shear: 2711b Floor Uniform Live Load: wL-floor= 120 plf At a distanced from support. Floor Uniform Dead Load: wD-floor= 54 plf Created by combining all dead and live loads. Beam Self Weight: BSW= 5 plf Combined Uniform Live Load: wL= 170 plf Comparisons with required sections: Req'd Provided Combined Uniform Dead Load: wD= 91 plf Section Modulus: 2.09 in3 41.13 in3 Combined Uniform Total Load: wT= 261 plf Area(Shear): 1.24 in2 20.78 in2 Moment of Inertia(deflection): 4.17 in4 244.21 in4 Moment: 522 ft-lb 10262 ft-lb Shear: 271 lb 4541 lb 27/39 Project:Gravity Calcs Vista Structural Engineering LLC page / Location:BM-1 14718 Delia St. Combination Roof And Floor Beam Portland,OR of [2015 International Building Code(2015 NDS)1 StruCalc Version 10.0.1.5 7/18/2017 5:18:49 PM 1.75 IN x 11.875 IN x 6.0 FT 1.8 Rigidlam LVL-Roseburg Forest Products Section Adequate By:166.4% Controlling Factor:Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.03 IN L/2098 Dead Load 0.02 in Total Load 0.06 IN L/1299 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 1553 lb 1553 lb Dead Load 954 lb 954 lb Total Load 2507 lb 2507 lb Bearing Length 2.05 in 2.05 in BEAM DATA Center Span Length 6 ft -411L6f Unbraced Length-Top 0 ft Roof Pitch 4 :12 Floor Duration Factor 1.00 Roof Duration Factor 1.15 ROOF LOADING Notch Depth 0.00 Side 1 Side 2 Roof Live Load RLL= 25 psf 0 psf MATERIAL PROPERTIES Roof Dead Load RDL= 15 psf 0 psf 1.8 Rigidlam LVL-Roseburg Forest Products Roof Tributary Width RTW= 17.5 ft 0 ft Base Values Adjusted Bending Stress: Fb= 2600 psi Fb'= 2994 psi FLOOR LOADING Cd=1.15 CF=1.00 Side 1 Side 2 Shear Stress: Fv= 285 psi Fv'= 328 psi Floor Live Load FLL= 40 psf 0 psf Cd=1.15 Floor Dead Load FDL= 18 psf 0 psf Modulus of Elasticity: E= 1800 ksi E.= 1800 ksi Floor Tributary Width FTW= 2 ft 0 ft Comp.-L to Grain: Fc--L-= 700 psi Fc--L'= 700 psi Wall Load WALL= 0 plf Controlling Moment: 3759 ft-lb 3.0 ft from left support BEAM LOADING Created by combining all dead and live loads. Roof Uniform Live Load: wL-roof= 438 plf Controlling Shear: -1704 lb Roof Uniform Dead Load: wD-roof= 277 plf At a distance d from 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= 5 plf Comparisons with required sections: Req'd Provided Combined Uniform Live Load: wL= 518 plf Section Modulus: 15.07 in3 41.13 in3 Combined Uniform Dead Load: wD= 318 plf Combined Uniform Total Load: wT= 835 plf Area(Shear): 7.8 in2 20.78 in2 Moment of Inertia(deflection): 45.1 in4 244.21 in4 Moment: 3759 ft-lb 10262 ft-lb Shear: -1704 lb 4541 lb 28/39 page Project:Gravity Calcs Vista Structural Engineering LLC 14718 Delia St. Location:BM-3 Portland,OR of Uniformly Loaded Floor Beam [2015 International Building Code(2015 NDS)] StruCalc Version 10.0.1.5 7/18/2017 5:18:49 PM 1.75 IN x 14.0 IN x 5.0 FT 1.8 Rigidlam LVL-Roseburg Forest Products Section Adequate By:873.7% 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/8680 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 600 lb 600 lb Dead Load 285 lb 285 lb Total Load 885 lb 885 lb Bearing Length 0.72 in 0.72 in BEAM DATA Center Span Length 5 ft sft Unbraced Length-Top 0 ft Floor Duration Factor 1.00 Notch Depth 0.00 FLOOR LOADING MATERIAL PROPERTIES Side 1 Side 2 1.8 Rigidlam LVL-Roseburg Forest Products Floor Live Load FLL= 40 psf 0 psf Base Values Adiusted Floor Dead Load FDL= 18 psf 0 psf Bending Stress: Fb= 2600 psi Fb'= 2550 psi Floor Tributary Width FTW= 6 ft 0 ft Cd=1.00 CF=0.98 Shear Stress: Fv= 285 psi Fv'= 285 psi Wall Load WALL= 0 plf Cd=1.00 BEAM LOADING Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Beam Total Live Load: wL= 240 plf Comp.—L to Grain: Fc- = 700 psi Fc- = 700 psi Beam Total Dead Load: wD= 108 plf Beam Self Weight: BSW= 6 plf Controlling Moment: 1107 ft-lb Total Maximum Load: wT= 354 plf 2.5 ft from left support Created by combining all dead and live loads. Controlling Shear: 478 lb At a distanced from support. Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 5.21 in3 57.17 in3 Area(Shear): 2.52 in2 24.5 in2 Moment of Inertia(deflection): 11.25 in4 400.17 in4 Moment: 1107 ft-lb 12150 ft-lb Shear: 478 lb 4655 lb 29/39 page Project:Gravity Calcs Vista Structural Engineering LLC Location:BM-4 14718 Delia St. Multi-Loaded Multi-Span Beam Portland,OR [2015 International Building Code(2015 NDS)] StruCalc Version 10.0.1.5 7/18/2017 5:18:50 PM 3.5 IN x 14.0 IN x 30.0 FT(12+12+6) 1.8 Rigidlam LVL-Roseburg Forest Products Section Adequate By:77.7% Controlling Factor:Moment DEFLECTIONS Left Center Right LOADING DIAGRAM Live Load 0.12 IN L/1239 0.08 IN L/1869 -0.01 IN L/5224 Dead Load 0.04 in 0.02 in 0.00 in Total Load 0.15 IN L/932 0.09 IN L/1542 -0.01 IN L/4801 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B C D Live Load 2534 lb 7067 lb 5363 lb 2577 lb Dead Load 1074 lb 3332 lb 2159 lb 837 lb 1 Total Load 3608 lb 10399 lb 7522 lb 3414 lb Uplift(1.5 F.S) 0 lb 0 lb 0 lb -270 lb w w w Bearing Length 1.47 in 4.24 in 3.07 in 1.39 in BEAM DATA Left Center Right Span Length 12 ft 12 ft 6 ft Unbraced Length-Top O ft O ft O ft Unbraced Length-Bottom 12 ft 12 ft 6 ft Live Load Duration Factor 1.00 UNIFORM LOADS Left Center Right Notch Depth 0.00 Uniform Live Load 440 plf 440 plf 440 plf Uniform Dead Load 198 plf 198 plf 198 plf MATERIAL PROPERTIES Beam Self Weight 12 plf 12 plf 12 plf 1.8 Rigidlam LVL-Roseburg Forest Products Total Uniform Load 650 plf 650 plf 650 plf Base Values Adjusted Bending Stress: Fb= 2600 psi Fb'= 2317 psi POINT LOADS-LEFT SPAN * Cd=1.00 0=0.91 CF=0.98 Load Number One Shear Stress: Fv= 285 psi Fv'= 285 psi Live Load 600 lb Cd=1.00 Dead Load 285 lb Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Location 6 ft Comp.-Lto Grain: Fc--L= 700 psi Fc--L'= 700 psi CENTER SPAN Load Number One * Controlling Moment: -12423 ft-lb Live Load 600 lb Over right support of span 1(Left Span) Dead Load 285 lb Created by combining all dead loads and live loads on span(s)1,2 Location 5 ft Controlling Shear: -4677 lb RIGHT SPAN * At a distanced from the right support of span 1(Left Span) Load Number One Created by combining all dead loads and live loads on span(s)1,2 Live Load 1096 lb Dead Load 525 lb Comparisons with required sections: Rea'd Provided Location 6 ft Section Modulus: 64.34 in3 114.33 in3 *Load obtained from Load Tracker.See Summary Report for details. Area(Shear): 24.62 in2 49 in2 Moment of Inertia(deflection): 232.53 in4 800.33 in4 Moment: -12423 ft-lb 22075 ft-lb Shear: -4677 lb 9310 lb 30/39 page Project:Gravity Calcs Vista Structural Engineering LLC Location:HDM-1 14718 Delia St. Combination Roof And Floor Beam Portland,OR f [2015 International Building Code(2015 NDS)] StruCalc Version 10.0.1.5 7/18/2017 5:18:50 PM 3.5 IN x 7.25 IN x 3.0 FT #2-Douglas-Fir-Larch-Dry Use Section Adequate By:190.6% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN L/5092 Dead Load 0.00 in Total Load 0.01 IN L/3341 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 1035 lb 1035 lb Dead Load 542 lb 542 lb Total Load 1577 lb 1577 lb Bearing Length 0.72 in 0.72 in BEAM DATA Center ,k` - Span Length 3 ft -T- 3n Unbraced Length-Top 0 ft AA Roof Pitch 4 :12 Floor Duration Factor 1.00 Roof Duration Factor 1.15 ROOF LOADING Side 1 Side 2 Notch Depth 0.00 Roof Live Load RLL= 25 psf 0 psf MATERIAL PROPERTIES Roof Dead Load RDL= 15 psf 0 psf #2-Douglas-Fir-Larch Roof Tributary Width RTW= 10 ft 0 ft Base Values Adjusted Bending Stress: Fb= 900 psi Fb'= 1346 psi FLOOR LOADING Cd=1.15 CF=1.30 Side 1 Side 2 Shear Stress: Fv= 180 psi Fv'= 207 psi Floor Live Load FLL= 40 psf 0 psf Cd=1.15 Floor Dead Load FDL= 18 psf 0 psf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Floor Tributary Width FTW= 11 ft 0 ft Comp.1-to Grain: Fc--1-= 625 psi Fc--L'= 625 psi Wall Load WALL= 0 plf Controlling Moment: 1183 ft-lb 1.5 ft from left support BEAM LOADING Created by combining all dead and live loads. Roof Uniform Live Load: wL-roof= 250 plf Controlling Shear: 946 Ib Roof Uniform Dead Load: wD-roof= 158 plf At a distance d from 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= 6 plf Comparisons with required sections: Read Provided Combined Uniform Live Load: wL= 690 plf Section Modulus: 10.55 in3 30.66 in3 Combined Uniform Dead Load: wD= 362 plf Area(Shear): 6.86 in2 25.38 in2 Combined Uniform Total Load: wT= 1052 plf Moment of Inertia(deflection): 7.98 in4 111.15 in4 —_ Moment: 1183 ft-lb 3438 ft-lb Shear: -946 lb 3502 lb 31/39 page Project:Gravity Calcs Vista Structural Engineering LLC Location:HDM-2 14718 Delia St. Uniformly Loaded Floor Beam Portland,OR of [2015 International Building Code(2015 NDS)] StruCalc Version 10.0.1.5 7/18/2017 5:18:51 PM 3.5 IN x 7.25 IN x 10.0 FT #2-Douglas-Fir-Larch-Dry Use Section Adequate By:96.8% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.10 IN L/1186 Dead Load 0.05 in Total Load 0.15 IN L/781 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 400 lb 400 lb Dead Load 208 lb 208 lb Total Load 608 lb 608 lb Bearing Length 0.28 in 0.28 in BEAM DATA Center Span Length 10 ft loft Unbraced Length-Top 0 ft • Floor Duration Factor 1.00 • Notch Depth 0.00 FLOOR LOADING MATERIAL PROPERTIES Side 1 Side 2 #2-Douglas-Fir-Larch Floor Live Load FLL= 40 psf 0 psf Base Values Adjusted Floor Dead Load FDL= 18 psf 0 psf Bending Stress: Fb= 900 psi Fb'= 1170 psi Floor Tributary Width FTW= 2 ft 0 ft Cd=1.00 CF=1.30 Shear Stress: Fv= 180 psi Fv'= 180 psi Wall Load WALL= 0 plf Cd=1.00 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi BEAM LOADING Comp. to Grain: Fc- = 625 psi Fc L'= 625 psi Beam Total Live Load: wL= 80 plf Beam Total Dead Load: wD= 36 plf Controlling Moment: 1519 ft-lb Beam Self Weight: BSW= 6 plf 5.0 ft from left support Total Maximum Load: wT= 122 plf Created by combining all dead and live loads. Controlling Shear: -535 lb At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 15.58 in3 30.66 in3 Area(Shear): 4.46 in2 25.38 in2 Moment of Inertia(deflection): 34.17 in4 111.15 in4 Moment: 1519 ft-lb 2989 ft-lb Shear: -535 lb 3045 lb 32/39 page Project:Gravity Calcs Vista Structural Engineering LLC 14718 Delia St. Location:GBM-1 Portland,OR Uniformly Loaded Floor Beam of [2015 International Building Code(2015 NDS)] StruCalc Version 10.0.1.5 7/18/2017 5:18:51 PM 5.5 IN x 13.5 IN x 16.0 FT 24F-V4-Visually Graded Western Species-Dry Use 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:L/360 Total Load Deflection Criteria:L/240 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 _.m,._, _. ._.._� Span Length 16 ft 16ft Unbraced Length-Top 0 ft Floor Duration Factor 1.00 Camber Adj.Factor 1 FLOOR LOADING Camber Required0.24 Side 1 Side 2 Notch Depth 0.00 Floor Live Load FLL= 40 psf 0 psf MATERIAL PROPERTIES Floor Dead Load FDL= 18 psf 0 psf 24F-V4-Visually Graded Western Species Floor Tributary Width FTW= 17.5 ft 0 ft Base Values Adjusted Bending Stress: Fb= 2400 psi Controlled by: Wall Load WALL= 0 plf Fb_cmpr= 1850 psi Fb'= 2400 psi Cd=1.00 BEAM LOADING Shear Stress: Fv= 265 psi Fv'= 265 psi Beam Total Live Load: wL= 700 plf Beam Total Dead Load: wD= 315 plf Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Beam Self Weight: BSW= 16 plf Comp. to Grain: Fc- = 650 psi Fc-—1—•= 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: 7094 lb At a distanced from support. Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 164.98 in3 167.06 in3 Area(Shear): 40.15 in2 74.25 in2 Moment of Inertia(deflection): 1075.03 in4 1127.67 in4 Moment: 32995 ft-lb 33413 ft-lb Shear: 7094 lb 13118 lb 33/39 page Project:Gravity Calcs Vista Structural Engineering LLC Location:MBM-1 14718 Delia St. Uniformly Loaded Floor Beam Portland,OR of [2015 International Building Code(2015 NDS)] StruCalc Version 10.0.1.5 7/18/2017 5:18:52 PM 1.75 IN x 14.0 IN x 5.0 FT 1.8 Rigidlam LVL-Roseburg Forest Products Section Adequate By:488.3% Controlling Factor:Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN L/7684 Dead Load 0.00 in Total Load 0.01 IN L/5244 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 1000 lb 1000 lb Dead Load 465 lb 465 lb Total Load 1465 lb 1465 lb Bearing Length 1.20 in 1.20 in BEAM DATA Center Span Length 5 ft 5ft • Unbraced Length-Top 0 ft - Floor Duration Factor 1.00 Notch Depth 0.00 FLOOR LOADING MATERIAL PROPERTIES Side 1 Side 2 1.8 Rigidlam LVL-Roseburg Forest Products Floor Live Load FLL= 40 psf 0 psf Base Values Adjusted Floor Dead Load FDL= 18 psf 0 psf Bending Stress: Fb= 2600 psi Fb'= 2550 psi Floor Tributary Width FTW= 10 ft 0 ft Cd=1.00 CF=0.98 Shear Stress: Fv= 285 psi Fv'= 285 psi Wall Load WALL= 0 plf Cd=1.00 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= 400 plf Beam Total Dead Load: wD= 180 plf Controlling Moment: 1832 ft-lb Beam Self Weight: BSW= 6 plf 2.5 ft from left support Total Maximum Load: wT= 586 plf Created by combining all dead and live loads. Controlling Shear: -791 lb At a distanced from support. Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 8.62 in3 57.17 in3 Area(Shear): 4.16 in2 24.5 in2 Moment of Inertia(deflection): 18.75 in4 400.17 in4 Moment: 1832 ft-lb 12150 ft-lb Shear: -791 lb 4655 lb 34/39 page Project:Gravity Calcs Vista Structural Engineering LLC Location:MBM-2 14718 Delia St. Multi-Loaded Multi-Span Beam Portland,OR of [2015 International Building Code(2015 NDS)] StruCalc Version 10.0.1.5 7/18/2017 5:18:52 PM 3.5 IN x 14.0 IN x 26.5 FT(9+12+5.5) 1.8 Rigidlam LVL-Roseburg Forest Products Section Adequate By:353.2% Controlling Factor:Shear DEFLECTIONS Left Center Right LOADING DIAGRAM Live Load 0.02 IN L/6444 0.03 IN L/4851 0.00 IN L/MAX Dead Load 0.00 in 0.01 in 0.00 in Total Load 0.02 IN L/5170 0.04 IN L/3568 -0.01 IN L/MAX Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B C D Live Load 566 lb 2285 lb 1750 lb 274 lb 1 Dead Load 226 lb 1189 lb 832 lb -38 lb Total Load 792 lb 3474 lb 2582 lb 236 lb Uplift(1.5 F.S) -6 lb 0 lb 0 lb -417 lb w w w Bearing Length 0.32 in 1.42 in 1.05 in 0.10 in BEAM DATA Left Center Right IMISIMMI• Y Span Length 9 ft 12 ft 5.5 ft Unbraced Length-Top 0 ft 0 ft 0 ft Unbraced Length-Bottom 9 ft 12 ft 5.5 ft Live Load Duration Factor 0.90 UNIFORM LOADS Left Center Right Notch Depth 0.00 Uniform Live Load 80 plf 80 plf 80 plf Uniform Dead Load 36 plf 36 plf 36 plf MATERIAL PROPERTIES Beam Self Weight 12 plf 12 plf 12 plf 1.8 Rigidlam LVL-Roseburg Forest Products Total Uniform Load 128 plf 128 plf 128 plf Base Values Adjusted Bending Stress: Fb= 2600 psi Fb'= 2127 psi POINT LOADS-LEFT SPAN * Cd=0.90 CI=0.93 CF=0.98 Load Number One Shear Stress: Fv= 285 psi Fv'= 257 psi Live Load 1000 lb Cd=0.90 Dead Load 465 lb Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Location 6 ft Comp.-L to Grain: Fc- = 700 psi Fc- = 700 psi CENTER SPAN Load Number One * Controlling Moment: -3902 ft-lb Live Load 1000 lb Over left support of span 2(Center Span) Dead Load 465 lb Created by combining all dead loads and live loads on span(s)1,2 Location 7 ft Controlling Shear: 1849 Ib *Load obtained from Load Tracker.See Summary Report for details. At a distanced from the right support of span 1(Left Span) Created by combining all dead loads and live loads on span(s)1,2 Comparisons with required sections: Req'd Provided Section Modulus: 22.02 in3 114.33 in3 Area(Shear): 10.81 in2 49 in2 Moment of Inertia(deflection): 59.39 in4 800.33 in4 Moment: -3902 ft-lb 20261 ft-lb Shear: -1849 lb 8379 lb 35/39 Project:Gravity Calcs Vista Structural Engineering LLC page Location:PBM-1 14718 Delia St. Combination Roof And Floor Beam Portland,OR [2015 International Building Code(2015 NDS)] StruCalc Version 10.0.1.5 7/18/2017 5:18:53 PM of 3.5 IN x 14.0 IN x 9.0 FT 1.8 Rigidlam LVL-Roseburg Forest Products Section Adequate By:53.3% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.11 IN L/994 Dead Load 0.06 in Total Load 0.17 IN L/636 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 4187 lb 3905 lb Dead Load 2436 lb 2317 lb Total Load 6623 lb 6222 lb Bearing Length 2.70 in 2.54 in BEAM DATA Center ,_ Span Length 9 ft �_�, .._ a ,. _ q 9 ft Unbraced Length-Top 0 ft Roof Pitch 8 :12 Floor Duration Factor 1.00 Roof Duration Factor 1.15 ROOF LOADING Notch Depth 0.00 Side 1 Side 2 Roof Live Load RLL= 25 psf 0 psf MATERIAL PROPERTIES Roof Dead Load RDL= 15 psf 0 psf 1.8 Rigidlam LVL-Roseburg Forest Products Roof Tributary Width RTW= 17.5 ft 0 ft Base Values Adjusted Bending Stress: Fb= 2600 psi Fb'= 2933 psi FLOOR LOADING Cd=1.15 CF=0.98 Side 1 Side 2 Shear Stress: Fv= 285 psi Fv'= 328 psi Floor Live Load FLL= 40 psf 0 psf Cd=1.15 Floor Dead Load FDL= 18 psf 0 psf Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Floor Tributary Width FTW= 4.5 ft 0 ft Comp.—L to Grain: Fc-—L= 700 psi Fc-—I—'= 700 psi Wall Load WALL= 0 plf Controlling Moment: 18224 ft-lb 4.5 ft from left support BEAM LOADING Created by combining all dead and live loads. Roof Uniform Live Load: wL-roof= 438 plf Controlling Shear: 5514 lb Roof Uniform Dead Load: wD-roof= 315 plf At a distanced from support. Floor Uniform Live Load: wL-floor= 180 plf Created by combining all dead and live loads. Floor Uniform Dead Load: wD-floor= 81 plf Beam Self Weight: BSW= 12 plf Comparisons with required sections: Req'd Provided Combined Uniform Live Load: wL= 618 plf Section Modulus: 74.56 in3 114.33 in3 Combined Uniform Dead Load: wD= 409 plf Area(Shear): 25.24 in2 49 in2 Combined Uniform Total Load: wT= 1026 plf Moment of Inertia(deflection): 301.86 in4 800.33 in4 POINT LOADS-CENTER SPAN Moment: 18224 ft-lb 27944 ft-lb Load Number One * Shear: 5514 lb 10707 lb Live Load 2534 lb Dead Load 1074 lb Location 4 ft *Load obtained from Load Tracker.See Summary Report for details. 36/39 page Project:Gravity Calcs Vista Structural Engineering LLC 14718 Delia St. Location:HDL-1 Portland,OR Combination Roof And Floor Beam o+ [2015 International Building Code(2015 NDS)] StruCalc Version 10.0.1.5 7/18/2017 5:18:54 PM 3.5 IN x 9.25 IN x 5.0 FT #2-Douglas-Fir-Larch-Dry Use Section Adequate By:234.7% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN L/4776 Dead Load 0.01 in Total Load 0.02 IN L/3191 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 825 lb 825 lb Dead Load 410 lb 410 lb Total Load 1235 lb 1235 lb Bearing Length 0.56 in 0.56 in BEAM DATA Center _ .,__. ,1 . _ 1..r_M. - _. t _®._ .. ,,.®_s Span Length 5 ft s ft Unbraced Length-Top 0 ft Roof Pitch3 :12 Floor Duration Factor 1.00 ROOF LOADING Roof Duration Factor 1.15 Side 1 Side 2 Notch Depth 0.00 Roof Live Load RLL= 25 psf 0 psf MATERIAL PROPERTIES Roof Dead Load RDL= 15 psf 0 psf #2-Douglas-Fir-Larch Roof Tributary Width RTW= 2 ft 0 ft Base Values Adjusted Bending Stress: Fb= 900 psi Fb'= 1242 psi FLOOR LOADING Cd=1.15 CF=1.20Side 1 Side 2 Shear Stress: Fv= 180 psi Fv'= 207 psi Floor Live Load FLL= 40 psf 0 psf Cd=1.15Floor Dead Load FDL= 18 psf 0 psf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Floor Tributary Width FTW= 7 ft 0 ft Comp.-i-to Grain: Fc--L-= 625 psi Fc —I—'= 625 psi Wall Load WALL= 0 plf Controlling Moment: 1544 ft-lb BEAM LOADING 2.5 ft from left support Roof Uniform Live Load: wL-roof= 50 plf Created by combining all dead and live loads. Roof Uniform Dead Load: wD-roof= 31 plf Controlling Shear: 864 lb Floor Uniform Live Load: wL-floor= 280 plf At a distanced from support. Floor Uniform Dead Load: wD-floor= 126 plf Created by combining all dead and live loads. Beam Self Weight: BSW= 7 plf Combined Uniform Live Load: wL= 330 plf Comparisons with required sections: Read Provided Combined Uniform Dead Load: wD= 164 plf Section Modulus: 14.91 in3 49.91 in3 Combined Uniform Total Load: wT= 494 plf Area(Shear): 6.26 in2 32.38 in2 Moment of Inertia(deflection): 17.4 in4 230.84 in4 Moment: 1544 ft-lb 5166 ft-lb Shear: 864 lb 4468 lb 37/39 page Project:Gravity Calcs Vista Structural Engineering LLC Location:HDL-2 14718 Delia St. Uniformly Loaded Floor Beam Portland,OR of [2015 International Building Code(2015 NDS)] StruCalc Version 10.0.1.5 7/18/2017 5:18:54 PM 3.5 IN x 9.25 IN x 3.0 FT #2-Douglas-Fir-Larch-Dry Use Section Adequate By:353.7% Controlling Factor:Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.00 IN L/MAX Dead Load 0.00 in Total Load 0.00 IN L/9612 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 560 lb 760 lb Dead Load 268 lb 363 lb Total Load 828 lb 1123 lb Bearing Length 0.38 in 0.51 in BEAM DATA Center Span Length 3 ft 3n Unbraced Length-Top 0 ft Floor Duration Factor 1.00 Notch Depth 0.00 FLOOR LOADING MATERIAL PROPERTIES Side 1 Side 2 #2-Douglas-Fir-Larch Floor Live Load FLL= 40 psf 0 psf Base Values Adjusted Floor Dead Load FDL= 18 psf 0 psf Bending Stress: Fb= 900 psi Fb'= 1080 psi Floor Tributary Width FTW= 6 ft 0 ft Cd=1.00 CF=1.20 Shear Stress: Fv= 180 psi Fv'= 180 psi Wall Load WALL= 0 plf Cd=1.00 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi BEAM LOADING Comp.–L to Grain: Fc- = 625 psi Fc--'= 625 psi Beam Total Live Load: wL= 240 plf Beam Total Dead Load: wD= 108 plf Controlling Moment: 943 ft-lb Beam Self Weight: 135W= 7 plf 1.5 ft from left support Total Maximum Load: wT= 355 plf Created by combining all dead and live loads. POINT LOADS-CENTER SPAN Controlling Shear: -856 lb Load Number One * At a distanced from support. Live Load 600 lb Created by combining all dead and live loads. Dead Load 285 lb Location 2 ft Comparisons with required sections: Read Provided *Load obtained from Load Tracker.See Summary Report for details. Section Modulus: 10.47 in3 49.91 in3 Area(Shear): 7.14 in2 32.38 in2 Moment of Inertia(deflection): 5.85 in4 230.84 in4 Moment: 943 ft-lb 4492 ft-lb Shear: -856 lb 3885 lb 38/39 page Project:Gravity Calcs Vista Structural Engineering LLC Location:HDL-3 14718 Delia St. Combination Roof And Floor Beam Portland,OR of [2015 International Building Code(2015 NDS)] StruCalc Version 10.0.1.5 7/18/2017 5:18:55 PM 3.5 IN x 9.25 IN x 6.0 FT #2-Douglas-Fir-Larch-Dry Use Section Adequate By:125.9% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.03 IN L/2688 Dead Load 0.01 in Total Load 0.04 IN L/1773 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 1463 lb 797 lb Dead Load 733 lb 423 lb i Total Load 2196 lb 1220 lb Bearing Length 1.00 in 0.56 in BEAM DATA Center ,, Span Length 6 ft 6ft Ai- Unbraced Length-Top 0 ft Roof Pitch 8 :12 Floor Duration Factor 1.00 Roof Duration Factor 1.15 ROOF LOADING Notch Depth 0.00 Side 1 Side 2 Roof Live Load RLL= 25 psf 0 psf MATERIAL PROPERTIES Roof Dead Load RDL= 15 psf 0 psf #2-Douglas-Fir-Larch Roof Tributary Width RTW= 2 ft 0 ft Base Values Adjusted Bending Stress: Fb= 900 psi Fb'= 1242 psi FLOOR LOADING Cd=1.15 CF=1.20 Side 1 Side 2 Shear Stress: Fv= 180 psi Fv'= 207 psi Floor Live Load FLL= 40 psf 0 psf Cd=1.15 Floor Dead Load FDL= 18 psf 0 psf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Floor Tributary Width FTW= 4 ft 0 ft Comp.-1-to Grain: Fc--L-= 625 psi Fc--L'= 625 psi Wall Load WALL= 0 plf Controlling Moment: 2287 ft-lb 3.0 ft from left support BEAM LOADING Created by combining all dead and live loads. Roof Uniform Live Load: wL-roof= 50 plf Controlling Shear: 1962 lb Roof Uniform Dead Load: wD-roof= 36 plf At a distance d from support. Floor Uniform Live Load: wL-floor= 160 plf Created by combining all dead and live loads. Floor Uniform Dead Load: wD-floor= 72 plf Beam Self Weight: BSW= 7 plf Comparisons with required sections: Read Provided Combined Uniform Live Load: wL= 210 plf Section Modulus: 22.1 in3 49.91 in3 Combined Uniform Dead Load: wD= 115 plf Area(Shear): 14.22 in2 32.38 in2 Combined Uniform Total Load: wT= 325 plf Moment of Inertia(deflection): 31.25 in4 230.84 in4 ----POINT LOADS-CENTER SPAN Moment: 2287 ft-lb 5166 ft-lb Load Number One * Shear: 1962 lb 4468 lb Live Load 1000 lb Dead Load 465 lb Location 1 ft *Load obtained from Load Tracker.See Summary Report for details. 39/39