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Specifications (81) ms-va0W- 630-15 - - q5C - )C\ Skl ) ?.‘“\CARXIkL Cfil IV APR 1 a 20'8 CITY OF Tfej ,ditl) BUILDING DIVISION Sage Built Homes NW Structural Calculations Ash Creek, Plan 2098 Tigard, OR Structural analysis and design for a new three story single-family residence. REVIEWED BY: Dennis Heier, PE PRO% •tk OiGINEOP `d>0 141 85273 OREGON \ilk le lee ii*CRIO• 4/11/2018 [EXPIRE&WO/20121 April 9,2018 Project No: 1872 General Information and Design Criteria Site Information: Location= Tigard,OR Site Latitude= 45.431229 Site Longitude= -122.771486 Ss= 0.972 g S1= 0.423 g Response Modification Factor,R= 6.5 System Overstrength Factor,W= 2.0 Deflection Amplification Factor,Cd= 4.0 Structure Geometry: Dead Loads: Structure Heights: Roof: Overall Structure Height= 33.00 ft Asphalt Shingles 3 psf Mean Roof Height,h= 31.75 ft %"Plywood Sheathing 2 psf Wood Roof Framing 5 psf 3rd Floor Wall Heights= 10.00 ft %"Gypsum Finishes 2.5 psf 3rd Floor Depth= 12.00 in Miscellaneous 2.5 psf 2nd Floor Wall Heights= 9.00 ft Roof Dead Load= 15 psf 2nd Floor Depth= 12.00 in 1st Floor Wall Heights= 8.00 ft Floors: Foundation to 1st Floor Walls= 6.00 in Flooring(subfloor/carpet/tile) 5 psf %"Plywood Sheathing 2.8 psf Top of 3rd Floor Walls= 30.50 ft (Eave Height) %"Gypsum Finishes 2.5 psf Top of 2nd Floor Walls= 21.00 ft Wood Floor Framing 2 psf Top of 1st Floor Walls= 8.50 ft Lights and Mechanical 2 psf Insulation 1.5 psf Roof Slope: Miscellaneous 2.2 psf Floor Dead Load= 18 psf Roof Slope= 4 :12 Exterior Walls: Plan Lengths and Areas: Horizontal Lap Siding 2 psf A"Plywood Sheathing 2 psf Max Length,L= 40 ft 2x6 Studs @ 16"oc 3 psf Max Width,W= 24 ft 534"Insulation 2.75 psf %"Gypsum Finishes 2.5 psf ARoof= 1,085 ft2 Miscellaneous 0.75 psf AupperFloor= 953 ftz Exterior Wall Dead Load= 13 psf AMainFloor— 890 ft2 Partition Walls: Perimeter of the Roof= 128 ft %"Gypsum Finishes 2.5 psf Perimeter of the Floor= 128 ft 2x4 Studs @ 16"oc 2 psf Perimeter of the Floor= 128 ft 3%"Insulation 1.75 psf %"Gypsum Finishes 2.5 psf Live Loads: Miscellaneous 0.25 psf Roof= 25 psf Partition Wall Dead Load= 9 psf Floor= 40 psf Structure Dead Load: WRoof= 16,275 lb Ward Floor= 17,154 lb Wand Floor= 16,020 lb W3rd Walls= 19,570 lb Wz"dWalls= 17,549 lb WlstWalls= 15,715 lb 1/52 ft Lateral Design-Main Wind Force Resisting System-Method 1 *Note:Lateral Design performed according to the ASCE 7-10,IBC 2012 and 2012 International Transverse Longitudinal Building Code ultimate design criteria as adopted by the OSSC P,30 Ps XK,iIPs30 P,30 P,=AKnlPs30 Location:Tigard,OR (psi) (psi) (psi) (psi) Wind Velocity,V= 120 mph A 17.27 17.97 12.80 13.32 Exposure= B Cladding B -4.92 0.00 -6.70 0.00 Bldg Classification= II 24.1 C 11.52 11.99 8.50 8.84 Roof Type= Gable D -2.73 0.00 -4.00 0.00 Roof Height,hr= 33.00 feet E -15.40 -16.02 -15.40 -16.02 Eave Height,he= 30.50 feet F -10.51 -10.94 -8.80 -9.16 Building Width,W= 24 feet G -10.70 -11.13 -10.70 -11.13 Building Length,L= 40 feet H -7.97 -8.30 -6.80 -7.08 Roof Rise,y= 4 Roof Run,x= 12 Roof Angle,0= 18.4 ° Mean Roof Ht,h= 31.75 feet a=0.4*h 12.7 Adjustment Factor,I= 1.04 a=0.1*L 3 Importance Factor,I= 1.00 2a= 6 Topo.Factor,Kzt= 1 Transverse Direction (Controls) 3rd Floor Wall Heights= 10 ft 2nd Floor Wall Heights= 9 ft 1st Floor Wall Heights= 8 ft Roof to 3rd Foor Trib Parapet Wa= 17,97 psf 5 + 17.97 psf 2.5 135 plf Wb= 11.99 psf 5 + 11.99 psf 2.5 90 plf 3rd to 2nd Floor Wa= 17.97 psf 9.5 171 plf Wb= 11.99 psf 9.5 114 plf 2nd to 1st Floor Wa= 17.97 psf 8.5 153 plf Wb= 11.99 psf 8.5 102 plf 2/52 I 1/8/2018 Design Maps Summary Report USGS Design Maps Summary Report User-Specified Input Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 45.43123°N, 122.77149°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III *Hillsboro *Portland Gres Beaverton if) Tigan • Lake Oswego a 99 • Tualatin Sherwood • Oregon City USGS-Provided Output Ss = 0.972 g SMS = 1.080 g SDS = 0.720 g S1 = 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. 4CE Response Spectrum Desrtr Response Spec tfurr, ger 99 a 72 CUM as4 9.77 '116 a Or ala a . 41 0.44 aid a32 a33 0.24 azi aft a 11 aal a0o 9.17 003 6..22 cru ae37 am'J I.ca 1.20 I.ao 1.W 1,7.7 zoo a°7 0.20 a49 a1 .17 1.29 L40 1.$7 1.87 am Penod.T(sec) Per1€x!,T(sec) For PGA,, T„ CRS, and CRl values, please view the detailed report. Although this information is a product of the U.S.Geological Survey,we provide no warranty, expressed or implied,as to the accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge. 3/52 https://earthquake.usgs.gov/cn2/designmaps/us/summary.php?template=minimal&latitude=45.431229&longitude=-122.771486&siteclass=3&riskcateg... 1/1 i 1/8/2018 Design Maps Detailed Report '-'MMMS 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 [1] Ss = 0.972 g From Figure 22-2[2] 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,, 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 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 11b/ft2 = 0.0479 kN/m2 4/52 https://earthquake.usgs.gov/cn2/designmaps/us/report.php?template=minimal&latitude=45.431229&longitude=-122.771486&siteclass=3&riskcategory... 1/6 tb 1/8/2018 Design Maps Detailed Report Section 11.4.3 - Site Coefficients and Risk-Targeted Maximum Considered Earthquake (MCE.) Spectral Response Acceleration Parameters Table 11.4-1: Site Coefficient Fa Site Class Mapped MCE R Spectral Response Acceleration Parameter at Short Period SS <_ 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 S1 = 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 S1 For Site Class = D and S1 = 0.423 g, F„ = 1.577 5/52 https://earthquake.usgs.gov/cn2/designmaps/us/report.php?template=minimal&latitude=45.431229&longitude=-122.771486&siteclass=3&riskcategory... 2/6 1/8/2018 Design Maps Detailed Report Equation (11.4-1): SMS = FaSs = 1.111 x 0.972 = 1.080 g Equation (11.4-2): SM1 = F„S1 = 1.577 x 0.423 = 0.667 g Section 11.4.4 — Design Spectral Acceleration Parameters Equation (11.4-3): SDS = 2/ SMS = 2/ x 1.080 = 0.720 g Equation (11.4-4): SD1 = Z/3 SiM = 2/3 x 0.667 = 0.445 g Section 11.4.5 — Design Response Spectrum From Figure 22-12[33 TL = 16 seconds Figure 11.4-1: Design Response Spectrum T<T;,A=S,,(0.4+0.6T/T0) ToSTSTg:S1=SDE s,.- 720 TS<TSTLA=So1/T T>TI:S =S01T1IT3 Sul**0.445 - 4 .F1 T0-0124 T,s.4.618 %MG Petted T(sec) 6/52 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. 0.6.67 � a A 41 ' Q fid Q cr • 0.124 g_-3.6x18 1.000 P& c1.T(sec) 7/52 https://earthquake.usgs.gov/cn2/desig nmaps/us/report.p hp?template=mini mal&latitude=45.431229&long itude=-122.771486&siteclass=3&riskcategory... 4/6 e' 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[53 CRS = 0.897 From Figure 22-18[61 CR1 = 0.871 8/52 https://earthquake.usgs.gov/cn2/desig nmaps/us/report.php?template=minimal&latitude=45.431229&lo ng itude=-122.771486&sitecl ass=3&riskcateg ory... 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 < 0.1679 A A A 0.167g <_ SDS < 0.33g B B C 0.33g <_ SDS < 0.50g C C D 0.50g <_ SDS D D D For Risk Category = I and Sos= 0.720 g, Seismic Design Category = D Table 11.6-2 Seismic Design Category Based on 1-S Period Response Acceleration Parameter RISK CATEGORY VALUE OF SD1 I or II III IV SD1 < 0.067g A A A 0.067g <_ SD1 < 0.133g B B C 0.133g <_ SDl < 0.20g C C D 0.20g <_ SDI D D D For Risk Category = I and Spa = 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 9/52 https://earthquake.usgs.gov/cn2/designmaps/us/report.php?template=minimal&latitude=45.431229&longitude=-122.771486&siteclass=3&riskcategory... 6/6 .111111. � � . 4,1 b-i rpt t SZ I tibp, ail t ' 22`)Z.;1141/1 4 � �■�� ...=..... iiir_.,,....._.), �..........7....._.......,___.,iE.� . ., e. - ___,,,,�.,� 1 I p 1 fr. == -iii.. 11 I , ......+ ....... _ _.:,,,,,j :::, T,,,l.„,: : J— ' /.....1.... 7....... 1,;ir :,...........**..*.—.*....., v 11 . ----r -y1�--:_ I I I I -----_ x im . Ara OW 71,T , II j li� 41 = I i.........._/1"."" ,1 i to. / 4141+1f..1 ,Ifl=—` .1.Mt R r Z Z ` " i 4 ok 4, - w 7 T - L Pr`tf it t- 4 M- e2. t 2 / 2 0 0 ` a v A I iNti :..p.tF+ala._'..4 _„ ..-- 11-�RrT_ ...-.'P` 1 1 TT-r—t _-/ 3 —- Rii f0 i 1 I .._.. .__ 2 1 i i i i� � � _L lL , a ..h_ 1._____ -:7---—-—-—- i --I g g r---!--- i--------- -, 15g 2 tS3 1VSc t 11111111111111111111111111111111111111111 1 - s • -. ,s -1:r`r- ----."rr. ?- *— v"g.. rr �3 °sr + eyK s yt.w`1.Yt •"'�'U{+.� dT V r--1 11/52 Shearwall Load Distribution ISageBuilt-Ash Creek,Plan 2179I Seismic Forces Seismic Base Shear,Vas= 7.5 kips Roof Shear,Fi= 3.3 kips 3rd Floor Shear,Fi= 3.1 kips 2nd Floor Shear,Fi= 1.1 kips Tnb Weights,fa,,2= 3 00 psf Trib Weights,frs,e= 3.23 psf Trib Weights,f,,,a- 1.28 psf SHEAR Sesimic SHEAR WALL WALL RATIO OF SHEAR ALONG SHEAR ALONG Height of Total Length Sum of Full Mao Opening (Wind) (Trib) (Seismc) IGEN. LENGTH TOTAL WALL WALL Wall of Wall Height Sheath. Height SHEAR (Wind) (Seismic) HL 5U Ho (Ib) (Ib) (ft) (Ib) (Ib) (9) (ft) (ft) (ft) 'Roof to Upper Floor Line A 1350 480 1441 AR-1 35.0 100 1350 1441 10 35 27 0 6.67 0.00 0 0 0 000 0 0 0 0.00 0 0 0 Total 35.0 1.00 1350 1441 Line B 1350 480 1441 BR-1 22.5 1.00 1350 1441 8 22.5 20.5 6.67 0.00 0 0 0 0.00 0 0 0 0.00 0 0 0 Total 22.5 1.00 1350 1441 Line 1 2025 480 1441 1R-1 11.5 045 991 705 8 11.5 5.5 6.67 40-2 12 0.51 1034 736 8 12 6 6.67 000 0 0 0 0.00 0 0 0 Total 23,5 1.00 2025 1441 Line 4 2025 480 1441 4R-1 16.75 100 2025 1441 10 16.75 6.75 6.67 0.00 0 0 0 000 00 0 000 0 0 0 Total 16.75 1.00 2025 1441 Upper to Main Floor INPUT INTO PERT SPREADSHEET SHEAR Sesimic SHEAR WALL WALL RATIO OF SHEAR ALONG SHEAR ALONG Height of Total Length Sum of Full Max Opening ALONG LINE (Trib) (Seismc) IDES. LENGTH TOTAL WALL WALL Wall of Wall Height Sheath. Height SHEAR (Wind) (Seismic) H 1 SU He (Ib) (lb) (ft) (Ib) (I6) (ft) (ft) (ft) (0) Una A 1710 480 1548 AM-1 29.5 100 3060 2990 9 29.5 25.5 6.67 Shear Above 1,350 1441 0.00 0 0 0 Total Shear 3060 2990 000 0 0 0 000 0 0 0 Total 29.5 1.00 3060 2990 Lina B 1710 480 1548 8M-1 21.5 100 3060 2990 9 21.5 13.5 6.67 Shear Above 1,350 1441 000 0 0 0 Total Shear 3060 2990 0.00 0 0 0 0.00 0 0 0 Total 215 1.00 3060 2990 Line 2622 480 1548 19-1 14 1.00 4647 2990 9 18 18 Shear Above 2,025 1441 0.00 0 0 Total Shear 4647 2990 000 0 0 0 000 0 0 0 Total 18 1.00 4647 2990 line 4 2622 480 1548 4M-1 16.75 100 4647 2990 9 16.75 16.75 Shear Above 2,025 1441 0.00 0 0 0 Total Shear 4647 2990 0.00 0 0 0 000 0 0 0 Total 16.75 1.00 4647 2990 Main Floor to Lower INPUT INTO PERF SPREADSHEET SHEAR Sesimic SHEAR WALL WALL RATIO OF SHEAR ALONG SHEAR ALONG Height of Total Length Sum of Full Mae Opening ALONG LINE (Trib) (Seismc) IDEN. LENGTH TOTAL WALL WALL Wall of Wall Height Sheath. Height SHEAR (Wind) (Seismic) H L SU Ho (Ib) (lb) (ft) (Ib) (Ib) (ft) (ft) (ft) (0) Line A 1530 480 1548 AL-1 30 1.00 4590 4538 3 30 30 Shear Above 3,060 2990 000 0 0 Total Shear 4590 4538 0.00 0 0 0 0.00 0 0 o Total 30 1.00 4590 4538 One B 1530 480 1548 BL-1 14.5 100 4590 4538 8 14.5 14.5 Shear Above 3,060 2990 0.00 0 0 0 Total Shear 4590 4538 0.00 0 0 0 000 0 0 0 Total 19.5 1.00 4590 4538 Lina 1 1020 168 542 11-1 3.5 0.27 1526 951 8 3.5 3.5 Shear Above 4,647 2990 1L-2 9.5 0.73 4141 25818 9.5 9.5 Total Shear 5667 3532 0.00 0 0 0 0.00 0 0 0 Total 13 1.00 5667 3532 Line 2 1785 420 1355 2L-1 10.75 1.00 1785 13558 10.75 10 75 Shear Above 0.00 0 0 0 Total Shear 1785 1355 0.00 0 0 0 0.00 0 0 0 Total 10.75 1.00 1785 1355 Line 1782 372 1200 3L-1 1 0.50 891 600 4 1 1 Shear Above 3L-2 1 0.50 891 600 0 1 1 Total Shear 1782 1200 0.00 0 0 0 0.00 0 0 0 Total 2 100 1782 1200 12/52 I0C3lwrgll Design-pMroM)6U SNfMWAL/ (Sageeuilt•Ash Creek,plan 2179 PM 2305.3.7.2 )840 2305.3.7.2 Shear Kes%tance Ad31etment factor 11.1 Maximum Openlmt neyht Koss xewom maw.. Full 33% 50% 67% 83% 100% ....- MtmM HIE a 3 SN/3 Sheath., 0.56 OAS 0.38 '6 }� J . 30% 30% 0.59 63 OA9 D.R (I i, • 53 O6] 0.5) 0.8 0.63 ` I I ' fI 09) s'-Y ♦ f I Y-'-4- , 0.91 9DY. 6 row sexe.x.• d Wind(W)or 541rnic S Maximum Shearwall Aspect Mateo 2 { Wall Int v=(V/CoELi) Min.WdthnlweawN g rat 90 I 6.90 'ill WeightTao ! 5'.551' I 090 Wind lwl 1 1 m t 1 Aspect Mato T=(V�HCoEL� m f WI Igwpf Wall 1. Min.Width of S.erwall Segment 379 12.5) I 296 13.19 13.3 Shear ShearNeigh( Total Lengtn Sum of Full MaxLeastAspect Fla.Fla. SeismiceSeismic., full as GovernsUVIM@ r Uplift w/ Up38 from Dead Load n Wali r Height Sheath. 0 rum., e i oprm heal n a �a n Increase factor Wall Above UUpliftpee Tv. W. p.ndl (sel.10 fu Dimension w.ne Seismic weawnn2 Co n)WWI) VMan.) 5•Selsmk Shearwall T 25%IncreaseHMmwn Identification (lb) OW OO Int (%) MI 110 % % WM IMB1 epe OM (lb) (LW Ilbl Boot to Upper alcor 481 1,350 1,441 1 35 27 6.67 B OK 0.77 067 M 603 No Mcrease HI (3140) Strap Net 118,8 1381 1,350 1.441 22.5 20.5 6.67 3.5 013 9) 120110 0 straP Hut M,B 5.5 0.88 9405 000 (566) S1C16 12-2 1,030 6.67 OK... 100 03385 (590) 216 Stow 416 - 2,015 1,001 1 1675 675 6.67 3.E5 OK... NG... 0.70 0.40 0.67 0.63 476 684 5 53 0842 ...ream 0842 MVO 4019 Strap 08157016 Upparto MEM Noor 25.5 6.67 ) OK_. ON... 184 66 1803 NO Increase 0 (1133) snap Not Regd OK... NG... 0.7E 0.63 0.70 0.63 we w 8381 No Increase AL1 0 11615) 0,647 118 •SM 0)790 Wal664 530 W 53 4135 60 Snap 8,007 2,990 1676 3679 •see iTAO WaI 832 536 W 5E 5740 wap 0815716 Main Prior WIMP*, AL-1 I7K_. ON... 1.00 LW 000 56 lib %%Inmase 1210 0 122321 AMw 11092-3032.3 1405 all Pnabols W 52 040 Ando 90 0,51 0.00 436 w se 348.7 %%Increase 8.4 •193 0700 SES 116 Arrow X84180335 11-2 0161 295,1 090 140 1.40 0.00 036 3897 2173 8135 13091 7223 Ando NIp55053 - 1,785 1L5 10.75 10.75 0, 1.00166126 W 56 13.29 No Increase MOB 1421 Ando 110122-51.2.5 53-3 3.840 No Increase161) 3799 AMn 31.E 891 600 1 1 0.00 S.ES OK... NG... 0.63 1.00 000 891 940 5 33.2 IMO No Increase MO (792) 3798 Anclso NOW 5052.5 Performed Memwn Nara shear for wind ha Wen 'Me Alta..lloidown Schedule Morrnum Olormbla Shaer Mar nut worm 490 pelf ohne we eelwl 'A perforated shearveall segment shall Ix locatd at each eerie al When Cu 7d-...ken used Mr nperloreted Sneerer. lb w 1--3 W UlNJ Force Transfer Around Opening (FTAO) Diekmann Method @ Mainr Floor Line 1 -1M-1 L1 = 2.O ft Lo= 8.O ft L2= 8.O ft V= 4.65 k vA= -66 plf VD= 664 plf vF= -66 plf hu= 1.0 ft F1 = 1.06k F2= 4.25k VB= 465plf vG= 465plf ho= 5.5ft F� = 1.06k F2= 4.25k hL= 2.5 ft vo= -66 plf vE= 664 plf vH= -66 plf J. T H= 2.32k H= 2.32k H= (4.65k *9.0ft) /18.0 ft= 2.32 k vh= 4.65 k/ 10.0 ft= 465 plf = 2.32 k/ 3.5 ft= 664 plf Use: Type S3 Shearwall F= 664 plf* 8.00 ft= 5.31 k F1= (5.31 k* 2.0 ft)/ 10.0 ft= 1.06 k Use: Cont.Simpson CMST14 STRAP F2= (5.31k* 8.0 ft)/ 10.0 ft= 4.25 k T+C Couple after Dead Load is applied for holdown requirements MR= [( 18psf* 2 ft+ 13psf* 9.0 ft)* (18.0 ft)^2 *0.6/2] +(0.0ft *5001b)= 14.87 kft T= 2.32 kft- ( 14.87 kft /18.0 ft) =1.50 k +2.64k= 4.13 k Use: Type CMSTCI6 Strap Force Transfer Around Opening (FTAO) Diekmann Method @ Main Floor Line 4-4M-1 L1 = 3.3ft Lo= 10.3 ft L2= 3.3 ft V=4.65 k vA= -598 plf VD= 832 plf vF= -598 plf hu= 1.0 ft 4- 4-- = 4.27 k --= 4.27k F2= 4.27k vB= 715plf vG= 715plf h0= 6.Oft F� = 4.27k F2= 4.27k -* -* h�= 2.0 ft vc= -598 plf vE= 832 plf vH= -598 plf y T H= 2.50k H= 2.50k H= (4.65k *9.0ft) /16.8 ft= 2.50 k vh= 4.65 k/ 6.5 ft= 715 plf v„= 2.50 k/ 3.0 ft= 832 plf Use:Type S2 Shearwall F= 832 plf* 10.25 ft= 8.53 k F1 = (8.53 k* 3.3 ft)/ 6.5 ft= 4.27 k Use:Cont.Simpson CMSTCI6 STRAP F2= (8.53k* 3.3 ft)/ 6.5 ft= 4.27 k T+C Couple after Dead Load is applied for holdown requirements MR= [( 18psf* 2 ft+ 13psf* 9.O ft) * (16.8 ft)^2 *0.6/2] +(0.0 ft *5001b)= 12.88 kft T= 2.50 kft- (12.88 kft /16.8 ft) =1.73 k +4.02k= 5.75 k Use:Type CMST14 Strap N 1 Force Transfer Around Opening (FTAO) Diekmann Method @ Lower Floor Line B-BL-1 L1 = 8.0 ft Lo= 2.0 ft L2= 4.0 ft V= 4.59 k vA= 295 plf vD= 525 plf vF= 295 plf hu= 1.0 ft F1 = 0.70 k F2= 0.35 k v6= 383 plf vG= 383 plf 110= 3.0 ft F1 = 0.70k F2= 0.35k --> - h�= 4.0ft v0= 295 plf vE= 525 plf vH= 295 plf 1' H= 2.62k H= 2.62k H= (4.59k *8.0ft) /14.0 ft= 2.62 k vh= 4.59 k/ 12.0 ft= 383 plf v„= 2.62 k/ 5.0 ft= 525 plf Use: Type S2 Shearwall F= 525 plf* 2.00 ft= 1.05 k F1= (1.05 k* 8.0 ft)/ 12.0 ft= 0.70 k Use: Cont.Simpson CS18 STRAP F2= (1.05k* 4.0 ft)/ 12.0 ft= 0.35 k T+C Couple after Dead Load is applied for holdown requirements MR= [( 18psf* 4 ft+ 13psf* 8.0 ft) * (14.0 ft)^2 *0.6/2] +(0.0ft *5001b)= 10.35 kft T= 2.62 kft- (10.35 kft /14.0 ft) =1.88 k +2.76k= 4.64 k Use:Type Simpson HDU8 Anchor N r. a ..MI�� MI,_,=., ..M IE � � it T t! 1 11 1 Z- a II .--I [ii 1 1 I I I I I jl I 11 .1„ III it • I I 1 1 1 1 1 „ ,/ 1 I 1LNIICC 1.1 II 1_ I LI 1=1,_1 --1-_I- 1 I 111k4 -i_ 1" IM�A ®.I�1 ffi � � lllI1 �=; 1 ISI %Fr -11: 7172 i MAI I II._ I II?1 r=tril , „ . rn cc i 1 1L.r,1_ 1 1 1 1 1 il 1 - a_ V ! 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W C -• -ri1p EC; a° ----+----HDL-1 ' Ii =M--r1u --4444_114 �I �� M��14i i l l I l l —HCL 2"' ____ = 11 I 1 11111 � I I b- ��1hu1 J- O7--„ ---- k'j�r�rrr --� r i t 1 :\1: � h i h h 6.),_ -R- - , #hhhhh 7 I I I N--� i HDL-1 HDL-1 0 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 Si= 42.3 %g Fv= 1.58 SMs=Ss Fa= 108.0 %g Seismic Design Category: SM1=Si Fv= 66.7 %g SDC(SDs)= D SDC(SD1)= D SOS=%SMs= 72.0 %g SDC(Si)= A S01=%SM1= 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)kW, Cvx= �(h Roof 1 30.50 30.50 26,060 794,822 0.436 3rd Floor 1 21.00 21.00 35,713 749,979 0.412 2nd Floor 1 8.50 8.50 32,652 277,542 0.152 L(hx)k Wx= 1,822,344 Directionally Dependent: Design Factors: Response Modification Factor,R= 6.5 System Overstrength Factor,S2= 2.0 Deflection Amplification Factor,Cd= 4.0 Seismic Response Coefficient: Cs=SDs/1.4(R/I)= 7.91 % F—Controls Cs<_SD1/1.4[Tx(R/I))= Cs>0.0445Ds1/1.4= 2.26 % SDC=E or FSCs>(0.5 Si)/1.4(R/I) = 2.32 % Base Shear: Vertical Distribution: V=Cs Wap Roof Diaphragm= 2,062 lb VRoof=CvRoof VBase= 3,258 lb V=Cs Wa 3rdDiaphragm= 2,825 lb VRoof=Ce2ndVBase= 3,074 lb V=CS W@ 2nd Diaphragm= 2,583 lb Vend=Cv2nd VBase= 1,138 lb VBase=CS WTotal= 7,470 19/52 V page Project:Gravity Calcs Vista Structural Engineering LLC / 14718 Delia St. Portland,OR of StruCalc Version 10.0.1.5 7/18/2017 2:58:05 AM Location:FJ-1 Location:BM-2 Floor Joist Uniformly Loaded Floor Beam [2015 International Building Code(2015 NDS)] [2015 International Building Code(2015 NDS)] RFPI-400/11.875-Roseburg Forest Products x 16.5 FT @ 19.2 O.C. 1.75 IN x 11.875 IN x 8.0 FT Section Adequate By:6.2% 1.55E Timberstrand LSL-iLevel Trus Joist Controlling Factor:Deflection Section Adequate By:714.0% Controlling Factor:Moment Location:HDR-1 Roof Beam Location:BM-3 [2015 International Building Code(2015 NDS)1 Uniformly Loaded Floor Beam 3.5 IN x 7.25 IN x 6.0 FT [2015 International Building Code(2015 NDS)] #2-Douglas-Fir-Larch-Dry Use 1.75 IN x 11.875 IN x 5.5 FT Section Adequate By:42.5% 1.55E Timberstrand LSL-iLevel Trus Joist Controlling Factor:Moment Section Adequate By:784.5% Controlling Factor:Moment Location:HDM-1 Combination Roof And Floor Beam Location:HDL-1 [2015 International Building Code(2015 NDS)] Combination Roof And Floor Beam 3.5 IN x 7.25 IN x 4.0 FT [2015 International Building Code(2015 NDS)] #2-Douglas-Fir-Larch-Dry Use 3.5 IN x 9.25 IN x 4.5 FT Section Adequate By:71.9% #2-Douglas-Fir-Larch-Dry Use Controlling Factor:Moment Section Adequate By:165.2% Controlling Factor:Moment Location:HDM-2 Combination Roof And Floor Beam Location:HDL-2 [2015 International Building Code(2015 NDS)] Uniformly Loaded Floor Beam 5.5 IN x 11.5 IN x 6.0 FT [2015 International Building Code(2015 NDS)] #2-Douglas-Fir-Larch-Dry Use 5.5 IN x 11.5 IN x 3.0 FT Section Adequate By:73.7% #2-Douglas-Fir-Larch-Dry Use Controlling Factor:Moment Section Adequate By:48.4% Controlling Factor:Shear Location:HDM-3 Uniformly Loaded Floor Beam Location:MBM-2 [2015 International Building Code(2015 NDS)] Uniformly Loaded Floor Beam 3.5 IN x 7.25 IN x 10.0 FT [2015 International Building Code(2015 NDS)] #2-Douglas-Fir-Larch-Dry Use 1.75 IN x 11.875 IN x 8.0 FT Section Adequate By:96.8% 1.55E Timberstrand LSL-iLevel Trus Joist Controlling Factor:Moment Section Adequate By:141.7% Controlling Factor:Moment Location:HDM-4 Uniformly Loaded Floor Beam Location:HDL-3 [2015 International Building Code(2015 NDS)] Uniformly Loaded Floor Beam 3.5 IN x 7.25 IN x 3.0 FT [2015 International Building Code(2015 NDS)] #2-Douglas-Fir-Larch-Dry Use 3.5 IN x 7.25 IN x 4.0 FT Section Adequate By:312.9% #2-Douglas-Fir-Larch-Dry Use Controlling Factor:Moment Section Adequate By:132.3% Controlling Factor:Moment Location:BM-1 Uniformly Loaded Floor Beam Location:MBM-5 [2015 International Building Code(2015 NDS)] Uniformly Loaded Floor Beam 1.75 IN x 11.875 IN x 8.0 FT [2015 International Building Code(2015 NDS)] 1.55E Timberstrand LSL-iLevel Trus Joist 1.75 IN x 11.875 IN x 6.0 FT Section Adequate By:181.3% 1.55E Timberstrand LSL-iLevel Trus Joist Controlling Factor:Moment Section Adequate By:152.3% Controlling Factor:Moment 20/52 page Project:Gravity Calcs Vista Structural Engineering LLC 14718 Delia St. Portland,OR of StruCalc Version 10.0.1.5 7/18/2017 2:58:06 AM Location:DBM-1 Location:HDR-3 Uniformly Loaded Floor Beam Roof Beam [2015 International Building Code(2015 NDS)] [2015 International Building Code(2015 NDS)] 5.5 IN x 9.5 IN x 6.0 FT Pressure Treated 5.5 IN x 11.5 IN x 10.0 FT #2-Douglas-Fir-Larch-Dry Use #2-Douglas-Fir-Larch-Dry Use Section Adequate By:742.3% Section Adequate By:37.9% Controlling Factor:Moment Controlling Factor:Moment Location:GBM-1 Location:BM-5 Uniformly Loaded Floor Beam Multi-Loaded Multi-Span Beam [2015 International Building Code(2015 NDS)] [2015 International Building Code(2015 NDS)] 5.5 IN x 12.0 IN x 14.5 FT 1.75 IN x 11.875 IN x 5.0 FT(4+1) 24F-V4-Visually Graded Western Species-Dry Use 1.55E Timberstrand LSL-iLevel Trus Joist Section Adequate By:30.7% Section Adequate By:51.4% Controlling Factor:Moment Controlling Factor:Shear Location:MBM-4 Location:BM-4 Combination Roof And Floor Beam Multi-Span Floor Beam [2015 International Building Code(2015 NDS)] [2015 International Building Code(2015 NDS)1 3.5 INx11.875INx5.0FT 3.5 INx11.875INx28.0FT(11+5.5+11.5) 2.0 Rigidlam LVL-Roseburg Forest Products 2.0 Rigidlam LVL-Roseburg Forest Products Section Adequate By:392.5% Section Adequate By:100.8% Controlling Factor:Shear Controlling Factor:Shear Location:MBM-3(2) Location:BM-6 Multi-Loaded Multi-Span Beam Uniformly Loaded Floor Beam [2015 International Building Code(2015 NDS)] [2015 International Building Code(2015 NDS)] 5.25 IN x 11.875 IN x 17.0 FT 1.75 IN x 11.875 IN x 10.0 FT 2.0 Rigidlam LVL-Roseburg Forest Products 1.55E Timberstrand LSL-iLevel Trus Joist Section Adequate By:7.8% Section Adequate By:135.5% Controlling Factor:Deflection Controlling Factor:Moment Location:MBM-3 Location:MBM-1 Combination Roof And Floor Beam Uniformly Loaded Floor Beam [2015 International Building Code(2015 NDS)] [2015 International Building Code(2015 NDS)] 5.25 IN x 11.875 IN x 16.5 FT 3.51Nx11.875INx14.0FT 2.0 Rigidlam LVL-Roseburg Forest Products 2.0 Rigidlam LVL-Roseburg Forest Products Section Adequate By:22.6% Section Adequate By:22.6% Controlling Factor:Deflection Controlling Factor:Shear Location:MFB-1 Uniformly Loaded Floor Beam [2015 International Building Code(2015 NDS)] 3.5 IN x 7.25 IN x 8.0 FT #2-Douglas-Fir-Larch-Dry Use Section Adequate By:133.0% Controlling Factor:Moment Location:HDR-2 Roof Beam [2015 International Building Code(2015 NDS)] 5.5 IN x 11.5 IN x 5.0 FT #2-Douglas-Fir-Larch-Dry Use Section Adequate By:86.2% Controlling Factor:Moment 21/52 page Project:Gravity Calcs Vista Structural Engineering LLC / 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 2:58:07 AM RFPI-400/11.875-Roseburg Forest Products x 16.5 FT @ 19.2 O.C. Section Adequate By:6.2% Controlling Factor:Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.36 IN L/554 Dead Load 0.16 in Total Load 0.52 IN L/382 Live Load Deflection Criteria:L/480 Total Load Deflection Criteria:L/360 REACTIONS A B Live Load 528 lb 528 lb Dead Load 238 lb 238 lb Total Load 766 lb 766 lb Bearing Length 5.50 in 3.50 in Web Stiffeners No No SUPPORT LOADS A B 16.5 ft Live Load 330 plf 330 plf Dead Load 149 plf 149 plf Total Load 479 plf 479 plf JOIST DATA Center I-JOIST PROPERTIES Span Length 16.5 ft RFPI-400/11.875-Roseburg Forest Products Unbraced Length-Top 0 ft Base Values Adjusted Unbraced Length-Bottom 0 ft Moment Cap: Mcap= 4315 ft-lb Mcap'= 4315 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= 1420 lb Vcap'= 1420 lb 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-int El'= 330 lb-int Dead Load DL= 18 psf Total Load TL= 58 psf Controlling Moment: 3158 ft-lb TL Adj.For Joist Spacing wT= 92.8 plf 8.25 Ft from left support of span 3(Right Span) Created by combining all dead and live loads. Controlling Shear: -766 lb 16.0 Ft from left support of span 2(Center Span) Created by combining all dead and live loads. Comparisons with required sections: Req'd Provided E.I.: 311 int-lb E6 330 int-lb xE6 Moment: 3158 ft-lb 4315 ft-lb Shear: -766 lb 1420 lb 22/52 page Project:Gravity Calcs Vista Structural Engineering LLC Location:HDR-1 14718 Delia St. / Roof Beam Portland,OR of [2015 International Building Code(2015 NDS)] StruCalc Version 10.0.1.5 7/18/2017 2:58:07 AM 3.5 IN x 7.25 IN x 6.0 FT #2-Douglas-Fir-Larch-Dry Use Section Adequate By:42.5% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.05 IN L/1351 Dead Load 0.03 in Total Load 0.09 IN L/819 Live Load Deflection Criteria:L/240 Total Load Deflection Criteria:L/180 REACTIONS A B Live Load 975 lb 975 lb Dead Load 633 lb 633 lb Total Load 1608 lb 1608 lb Bearing Length 0.74 in 0.74 in BEAM DATA Span Length 6 ft Eft 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= 13 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- '= 625 psi Wall Load: WALL= 0 plf Controlling Moment: 2412 ft-lb SLOPE/PITCH ADJUSTED LENGTHS AND LOADS 3.0 ft from left support Adjusted Beam Length: Ladj= 6 ft Created by combining all dead and live loads. Beam Self Weight: BSW= 6 plf Controlling Shear: 1287 Ib Beam Uniform Live Load: wL= 325 plf At a distance d from support. Beam Uniform Dead Load: wD_adj= 211 plf Created by combining all dead and live loads. Total Uniform Load: wT= 536 plf Comparisons with required sections: Req'd Provided Section Modulus: 21.51 in3 30.66 in3 Area(Shear): 9.32 in2 25.38 in2 Moment of Inertia(deflection): 24.42 in4 111.15 in4 Moment: 2412 ft-lb 3438 ft-lb Shear: -1287 lb 3502 lb 23/52 page Project:Gravity Calcs Vista Structural Engineering LLC Location:HDM-1 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 2:58:08 AM 3.5 IN x 7.25 IN x 4.0 FT #2-Douglas-Fir-Larch-Dry Use Section Adequate By:71.9% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.02 IN L/2298 Dead Load 0.01 in Total Load 0.03 IN L/1482 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 1290 lb 1290 lb Dead Load 710 lb 710 lb Total Load 2000 lb 2000 lb Bearing Length 0.91 in 0.91 in BEAM DATA Center `" Span Length 4 ft -- 4ft 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 #2-Douglas-Fir-Larch Roof Tributary Width RTW= 13 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= 8 ft 0 ft Comp.1—to Grain: Fc-—L= 625 psi Fc--L'= 625 psi Wall Load WALL= 0 plf Controlling Moment: 2000 ft-lb 2.0 ft from left support BEAM LOADING Created by combining all dead and live loads. Roof Uniform Live Load: wL-roof= 325 plf Controlling Shear: 1400 Ib Roof Uniform Dead Load: wD-roof= 206 plf Floor Uniform Live Load: wL-floor= 320 plf I At a distanced from support. Created by combining all dead and live loads. Floor Uniform Dead Load: wD-floor= 144 plf Beam Self Weight: BSW= 6 plf Comparisons with required sections: Req'd Provided Combined Uniform Live Load: wL= 645 plf Section Modulus: 17.84 in3 30.66 in3 Combined Uniform Dead Load: wD= 355 plf Area(Shear): 10.15 in2 25.38 in2 Combined Uniform Total Load: wT= 1000 plf Moment of Inertia(deflection): 18 in4 111.15 in4 Moment: 2000 ft-lb 3438 ft-lb Shear: -1400 lb 3502 lb 24/52 page Project:Gravity Calcs Vista Structural Engineering LLC Location:HDM-2 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 2:58:08 AM 5.5 IN x 11.5 IN x 6.0 FT #2-Douglas-Fir-Larch-Dry Use Section Adequate By:73.7% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.02 IN L/3087 Dead Load 0.01 in Total Load 0.04 IN L/1909 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 1815 lb 1815 lb Dead Load 1126 lb 1126 lb , Total Load 2941 lb 2941 lb a Bearing Length 0.86 in 0.86 in 4SpanBEAM DATA Center Length 6 ft 6 f 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 #2-Douglas-Fir-Larch Roof Tributary Width RTW= 13 ft 0 ft Base Values Adjusted Bending Stress: Fb= 875 psi Fb'= 1006 psi FLOOR LOADING Cd=1.15 CF=1.00 Side 1 Side 2 Shear Stress: Fv= 170 psi Fv'= 196 psi Floor Live Load FLL= 40 psf 0 psf Cd=1.15 Floor Dead Load FDL= 18 psf 0 psf Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Floor Tributary Width FTW= 2 ft 0 ft Comp.—L to Grain: Fc-—L= 625 psi Fc-—I—'= 625 psi Wall Load WALL= 0 plf Controlling Moment: 5851 ft-lb 3.0 ft from left support BEAM LOADING Created by combining all dead and live loads. Roof Uniform Live Load: wL-roof= 325 plf Controlling Shear: 2347 lb Roof Uniform Dead Load: wD-roof= 206 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= 14 plf Comparisons with required sections: Read Provided Combined Uniform Live Load: wl= 405 plf Section Modulus: 69.78 in3 121.23 in3 Combined Uniform Dead Load: wD= 255 plf Area(Shear): 18 in2 63.25 in2 Combined Uniform Total Load: wT= 660 plf Moment of Inertia(deflection): 87.64 in4 697.07 in4 POINT LOADS-CENTER SPAN Moment: 5851 ft-lb 10166 ft-lb Load Number One Shear: 2347 lb 8244 lb Live Load 1200 lb Dead Load 720 lb Location 3 ft 25/52 page Project:Gravity Calcs Vista Structural Engineering LLC Location:HDM-3 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 2:58:09 AM 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 .._... W _.__ ,a_ _ _ _ .4, _ 9 _ _, e 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- = 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 distanced from support. Created by combining all dead and live loads. Comparisons with required sections: Req'd Provided Section Modulus: 15.58 in3 30.66 in3 Area(Shear): 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 26/52 page Project:Gravity Calcs Vista Structural Engineering LLC Location:HDM-4 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 2:58:09 AM 3.5 IN x 7.25 IN x 3.0 FT #2-Douglas-Fir-Larch-Dry Use Section Adequate By:312.9% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.00 IN L/7985 Dead Load 0.00 in Total Load 0.01 IN L/5460 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 660 lb 660 lb Dead Load 305 lb 305 lb Total Load 965 lb 965 lb Bearing Length 0.44 in 0.44 in BEAM DATA Center Span Length 3 ft 3ft • 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 Addiusted Floor Dead Load FDL= 18 psf 0 psf Bending Stress: Fb= 900 psi Fb'= 1170 psi Floor Tributary Width FTW= 11 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.—Lto Grain: Fc-J—= 625 psi Fc- = 625 psi Beam Total Live Load: wL= 440 plf Beam Total Dead Load: wD= 198 plf Controlling Moment: 724 ft-lb Beam Self Weight: BSW= 6 plf 1.5 ft from left support Total Maximum Load: wT= 644 plf Created by combining all dead and live loads. Controlling Shear: 579 lb At a distanced from support. Created by combining all dead and live loads. Comparisons with required sections: Req'd Provided Section Modulus: 7.43 in3 30.66 in3 Area(Shear): 4.83 in2 25.38 in2 Moment of Inertia(deflection): 5.01 in4 111.15 in4 Moment: 724 ft-lb 2989 ft-lb Shear: 579 lb 3045 lb 27/52 page Project:Gravity Calcs Vista Structural Engineering LLC Location:BM-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 2:58:10 AM 1.75 IN x 11.875 IN x 8.0 FT 1.55E Timberstrand LSL-iLevel Trus Joist Section Adequate By:181.3% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.06 IN L/1643 Dead Load 0.03 in Total Load 0.09 IN L/1112 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 960 lb 960 lb Dead Load 458 lb 458 lb Total Load 1418 lb 1418 lb Bearing Length 0.90 in 0.90 in BEAM DATA Center Span Length 8 ft 8ft • Unbraced Length-Top 0 ft Floor Duration Factor 1.00 Notch Depth 0.00 FLOOR LOADING MATERIAL PROPERTIES Side 1 Side 2 1.55E Timberstrand LSL-iLevel Trus Joist Floor Live Load FLL= 40 psf 0 psf Base Values Adjusted Floor Dead Load FDL= 18 psf 0 psf Bending Stress: Fb= 2325 psi Fb'= 2327 psi Floor Tributary Width FTW= 6 ft 0 ft Cd=1.00 CF=1.00 Shear Stress: Fv= 310 psi Fv'= 310 psi Wall Load WALL= 0 plf Cd=1.00 Modulus of Elasticity: E= 1550 ksi E'= 1550 ksi BEAM LOADING Comp._L to Grain: Fc-—L= 900 psi Fc-�'= 900 psi Beam Total Live Load: wL= 240 plf Beam Total Dead Load: wD= 108 plf Controlling Moment: 2836 ft-lb Beam Self Weight: BSW= 6 plf 4.0 ft from left support Total Maximum Load: wT= 354 plf Created by combining all dead and live loads. Controlling Shear: 1078 lb At a distanced from support. Created by combining all dead and live loads. Comparisons with required sections: Reo'd Provided Section Modulus: 14.62 in3 41.13 in3 Area(Shear): 5.21 in2 20.78 in2 Moment of Inertia(deflection): 53.5 in4 244.21 in4 Moment: 2836 ft-lb 7977 ft-lb Shear: 1078 lb 4295 lb 28/52 page Project:Gravity Calcs Vista Structural Engineering LLC Location:BM-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 2:58:10 AM 1.75 IN x 11.875 IN x 8.0 FT 1.55E Timberstrand LSL-iLevel Trus Joist Section Adequate By:714.0% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.02 IN L/4929 Dead Load 0.01 in Total Load 0.03 IN L/3219 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 320 lb 320 lb Dead Load 170 lb 170 lb Total Load 490 lb 490 lb Bearing Length 0.31 in 0.31 in BEAM DATA Center Span Length 8 ft 8ft Unbraced Length-Top 0 ft Floor Duration Factor 1.00 Notch Depth 0.00 FLOOR LOADING MATERIAL PROPERTIES Side 1 Side 2 1.55E Timberstrand LSL-iLevel Trus Joist Floor Live Load FLL= 40 psf 0 psf Base Values Adjusted Floor Dead Load FDL= 18 psf 0 psf Bending Stress: Fb= 2325 psi Fb'= 2327 psi Floor Tributary Width FTW= 2 ft 0 ft Cd=1.00 CF=1.00 Shear Stress: Fv= 310 psi Fv'= 310 psi Wall Load WALL= 0 plf Cd=1.00 Modulus of Elasticity: E= 1550 ksi E'= 1550 ksi BEAM LOADING Comp. to Grain: Fc-- = 900 psi Fc- = 900 psi Beam Total Live Load: wL= 80 plf Beam Total Dead Load: wD= 36 plf Controlling Moment: 980 ft-lb Beam Self Weight: BSW= 6 plf 4.0 ft from left support Total Maximum Load: wT= 122 plf Created by combining all dead and live loads. Controlling Shear: 372 lb At a distanced from support. Created by combining all dead and live loads. Comparisons with required sections: Redd Provided Section Modulus: 5.05 in3 41.13 in3 Area(Shear): 1.8 in2 20.78 in2 Moment of Inertia(deflection): 18.21 in4 244.21 in4 Moment: 980 ft-lb 7977 ft-lb Shear: 372 lb 4295 lb 29/52 page Project:Gravity Calcs Vista Structural Engineering LLC / Location:BM-3 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 2:58:10 AM 1.75 IN x 11.875 IN x 5.5 FT 1.55E Timberstrand LSL-iLevel Trus Joist Section Adequate By:784.5% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN L/7585 Dead Load 0.00 in Total Load 0.01 IN L/5089 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 440 lb 440 lb Dead Load 216 lb 216 lb Total Load 656 lb 656 lb Bearing Length 0.42 in 0.42 in BEAM DATA Center Span Length 5.5 ft 5.5ft Unbraced Length-Top 0 ft Floor Duration Factor 1.00 Notch Depth 0.00 FLOOR LOADING MATERIAL PROPERTIES Side 1 Side 2 1.55E Timberstrand LSL-iLevel Trus Joist Floor Live Load FLL= 40 psf 0 psf Base Values Adjusted Floor Dead Load FDL= 18 psf 0 psf Bending Stress: Fb= 2325 psi Fb'= 2327 psi Floor Tributary Width FTW= 4 ft 0 ft Cd=1.00 CF=1.00 Shear Stress: Fv= 310 psi Fv'= 310 psi Wall Load WALL= 0 plf Cd=1.00 Modulus of Elasticity: E= 1550 ksi E'= 1550 ksi BEAM LOADING �, Comp. to Grain: Fc- = 900 psi Fc- = 900 psi Beam Total Live Load: wL= 160 plf Beam Total Dead Load: wD= 72 plf Controlling Moment: 902 ft-lb Beam Self Weight: BSW= 6 plf 2.75 ft from left support Total Maximum Load: wT= 238 plf Created by combining all dead and live loads. Controlling Shear: -433 lb At a distanced from support. Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 4.65 in3 41.13 in3 Area(Shear): 2.09 in2 20.78 in2 Moment of Inertia(deflection): 11.59 in4 244.21 in4 Moment: 902 ft-lb 7977 ft-lb Shear: -433 lb 4295 lb 30/52 page Project:Gravity Calcs Vista Structural Engineering LLC Location:HDL-1 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 2:58:11 AM 3.5 IN x 9.25 IN x 4.5 FT #2-Douglas-Fir-Larch-Dry Use Section Adequate By:165.2% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN L/4458 Dead Load 0.01 in Total Load 0.02 IN L/2809 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 1091 lb 1091 lb Dead Load 640 lb 640 lb Total Load 1731 lb 1731 lb Bearing Length 0.79 in 0.79 in BEAM DATA Center Span Length 4.5 ft 4.5 ft 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 #2-Douglas-Fir-Larch Roof Tributary Width RTW= 13 ft 0 ft Base Values Adiusted 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.—L to Grain: Fc-—L= 625 psi Fc- = 625 psi Wall Load WALL= 0 plf Controlling Moment: 1948 ft-lb 2.25 ft from left support BEAM LOADING Created by combining all dead and live loads. Roof Uniform Live Load: wL-roof= 325 plf Controlling Shear: 1143 Ib Roof Uniform Dead Load: wD-roof= 206 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: Reci'd Provided Combined Uniform Live Load: wL= 485 plf Section Modulus: 18.82 in3 49.91 in3 Combined Uniform Dead Load: wD= 285 plf Area(Shear): 8.28 in2 32.38 in2 Combined Uniform Total Load: wT= 770 plf Moment of Inertia(deflection): 19.72 in4 230.84 in4 Moment: 1948 ft-lb 5166 ft-lb Shear: -1143 lb 4468 lb 31/52 • page Project:Gravity Calcs Vista Structural Engineering LLC / 14718 Delia St. Location:HDL-2 Portland,OR Uniformly Loaded Floor Beam of [2015 International Building Code(2015 NDS)] StruCalc Version 10.0.1.5 7/18/2017 2:58:12 AM 5.51N x 11.51N x 3.0 FT #2-Douglas-Fir-Larch-Dry Use Section Adequate By:48.4% 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/8970 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 4389 lb 974 lb Dead Load 1742 lb 408 lb Total Load 6131 lb 1382 lb Bearing Length 1.78 in 0.40 in BEAM DATA Center ?",._„.a.._ .�� ..e, _ ._.. .�.. _.m .4 _ _ •;:- Span Length 3 ft 3ft • 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= 875 psi Fb'= 875 psi Floor Tributary Width FTW= 2 ft 0 ft Cd=1.00 CF=1.00 Shear Stress: Fv= 170 psi Fv'= 170 psi Wall Load WALL= 0 plf Cd=1.00 Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi BEAM LOADING Comp.1 to Grain: Fc- = 625 psi Fc- = 625 psi Beam Total Live Load: wL= 80 plf Beam Total Dead Load: wD= 36 plf Controlling Moment: 3039 ft-lb Beam Self Weight: BSW= 14 plf 1.5 ft from left support Total Maximum Load: wT= 130 plf Created by combining all dead and live loads. POINT LOADS-CENTER SPAN Controlling Shear: -4830 lb Load Number One * At a distanced from support. Live Load 5123 lb Created by combining all dead and live loads. Dead Load 2001 lb Location 0.5 ft Comparisons with required sections: Req'd Provided *Load obtained from Load Tracker.See Summary Report for details. Section Modulus: 41.68 in3 121.23 in3 Area(Shear): 42.62 in2 63.25 in2 Moment of Inertia(deflection): 19.94 in4 697.07 in4 Moment: 3039 ft-lb 8840 ft-lb Shear: -4830 lb 7168 lb 32/52 • page Project:Gravity Calcs Vista Structural Engineering LLC Location:MBM-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 2:58:12 AM 1.75 IN x 11.875 IN x 8.0 FT 1.55E Timberstrand LSL-iLevel Trus Joist Section Adequate By:141.7% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.07 IN L/1408 Dead Load 0.03 in Total Load 0.10 IN L/956 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 1120 lb 1120 lb Dead Load 530 lb 530 lb Total Load 1650 lb 1650 lb Bearing Length 1.05 in 1.05 in BEAM DATA Center , Span Length 8 ft 8ft Unbraced Length-Top 0 ft Floor Duration Factor 1.00 Notch Depth 0.00 FLOOR LOADING MATERIAL PROPERTIES Side 1 Side 2 1.55E Timberstrand LSL-iLevel Trus Joist Floor Live Load FLL= 40 psf 0 psf Base Values Adjusted Floor Dead Load FDL= 18 psf 0 psf Bending Stress: Fb= 2325 psi Fb'= 2327 psi Floor Tributary Width FTW= 7 ft 0 ft Cd=1.00 CF=1.00 Shear Stress: Fv= 310 psi Fv'= 310 psi Wall Load WALL= 0 plf Cd=1.00 Modulus of Elasticity: E= 1550 ksi E'= 1550 ksi BEAM LOADING Comp.—L to Grain: Fc- = 900 psi Fc- = 900 psi Beam Total Live Load: wL= 280 plf Beam Total Dead Load: wD= 126 plf Controlling Moment: 3300 ft-lb Beam Self Weight: BSW= 6 plf 4.0 ft from left support Total Maximum Load: wT= 412 plf Created by combining all dead and live loads. Controlling Shear: 1254 lb At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Req'd Provided Section Modulus: 17.02 in3 41.13 in3 Area(Shear): 6.07 in2 20.78 in2 Moment of Inertia(deflection): 62.42 in4 244.21 in4 Moment: 3300 ft-lb 7977 ft-lb Shear: 1254 lb 4295 lb 33/52 S page Project:Gravity Calcs Vista Structural Engineering LLC Location:HDL-3 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 2:58:12 AM 3.5 INx7.25INx4.0FT #2-Douglas-Fir-Larch-Dry Use Section Adequate By:132.3% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN L/3369 Dead Load 0.01 in Total Load 0.02 IN L/2303 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 880 lb 880 lb Dead Load 407 lb 407 lb Total Load 1287 lb 1287 lb Bearing Length 0.59 in 0.59 in BEAM DATA Center Span Length 4 ft aft 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= 11 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-—L= 625 psi Fc- = 625 psi Beam Total Live Load: wL= 440 plf Beam Total Dead Load: wD= 198 plf Controlling Moment: 1287 ft-lb Beam Self Weight: BSW= 6 plf 2.0 ft from left support Total Maximum Load: wT= 644 plf Created by combining all dead and live loads. Controlling Shear: -901 lb At a distanced from support. Created by combining all dead and live loads. Comparisons with required sections: Req'd Provided Section Modulus: 13.2 in3 30.66 in3 Area(Shear): 7.51 in2 25.38 in2 Moment of Inertia(deflection): 11.88 in4 111.15 in4 Moment: 1287 ft-lb 2989 ft-lb Shear: -901 lb 3045 lb 34/52 I Ii page Project:Gravity Calcs Vista Structural Engineering LLC / Location:MBM-5 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 2:58:13 AM 1.75 IN x 11.875 IN x 6.0 FT 1.55E Timberstrand LSL-iLevel Trus Joist Section Adequate By:152.3% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.04 IN L/1947 Dead Load 0.02 in Total Load 0.05 IN L/1331 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 1440 lb 1440 lb Dead Load 667 lb 667 lb Total Load 2107 lb 2107 lb Bearing Length 1.34 in 1.34 in BEAM DATA Center Span Length 6 ft sft Unbraced Length-Top 0 ft Floor Duration Factor 1.00 Notch Depth 0.00 FLOOR LOADING MATERIAL PROPERTIES Side 1 Side 2 1.55E Timberstrand LSL-iLevel Trus Joist Floor Live Load FLL= 40 psf 0 psf Base Values Adjusted Floor Dead Load FDL= 18 psf 0 psf Bending Stress: Fb= 2325 psi Fb'= 2327 psi Floor Tributary Width FTW= 12 ft 0 ft Cd=1.00 CF=1.00 Shear Stress: Fv= 310 psi Fv'= 310 psi Wall Load WALL= 0 plf Cd=1.00 Modulus of Elasticity: E= 1550 ksi E'= 1550 ksi BEAM LOADING Comp. to Grain: Fc = 900 psi Fc-�'= 900 Beam Total Live Load: wL= 480 plf psi Beam Total Dead Load: wD= 216 plf Controlling Moment: 3161 ft-lb Beam Self Weight: BSW= 6 plf 3.0 ft from left support Total Maximum Load: wT= 702 plf Created by combining all dead and live loads. Controlling Shear: -1433 lb At a distanced from support. Created by combining all dead and live loads. Comparisons with required sections: Req'd Provided Section Modulus: 16.3 in3 41.13 in3 Area(Shear): 6.93 in2 20.78 in2 Moment of Inertia(deflection): 45.14 in4 244.21 in4 Moment: 3161 ft-lb 7977 ft-lb Shear: -1433 lb 4295 lb 35/52 page Project:Gravity Calcs Vista Structural Engineering LLC / Location:DBM-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 2:58:13 AM 5.5 IN x 9.5 IN x 6.0 FT Pressure Treated #2-Douglas-Fir-Larch-Dry Use Section Adequate By:742.3% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.00 IN L/MAX Dead Load 0.00 in Total Load 0.01 IN L/9413 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 240 lb 240 lb Dead Load 142 lb 142 lb Total Load 382 lb 382 lb Bearing Length 0.11 in 0.11 in BEAM DATA Center Span Span Length 6 ft -- -6 ft - 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 Adiusted Floor Dead Load FDL= 18 psf 0 psf Bending Stress: Fb= 875 psi Fb'= 700 psi Floor Tributary Width FTW= 2 ft 0 ft Cd=1.00 CF=1.00 Ci=0.80 Shear Stress: Fv= 170 psi Fv'= 136 psi Wall Load WALL= 0 plf Cd=1.00 Ci=0.80 Modulus of Elasticity: E= 1300 ksi E'= 1235 ksi BEAM LOADING Ci=0.95 Beam Total Live Load: wL= 80 plf �, Beam Total Dead Load: wD= 36 plf Comp. to Grain: Fc = 625 psi Fc- = 625 psi Beam Self Weight: BSW= 11 plf Controlling Moment: 573 ft Ib Total Maximum Load: wT= 127 plf 3.0 ft from left support Created by combining all dead and live loads. Controlling Shear: -283 lb At a distanced from support. Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 9.82 in3 82.73 in3 Area(Shear): 3.12 int 52.25 in2 Moment of Inertia(deflection): 10.02 in4 392.96 in4 Moment: 573 ft-lb 4826 ft-lb Shear: -283 lb 4737 lb 36/52 page Project:Gravity Calcs Vista Structural Engineering LLC / Location:GBM-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 2:58:14 AM 5.5 INx12.0INx14.5FT 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:30.7% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.36 IN L/480 Dead Load 0.17 in Total Load 0.54 IN L/325 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 3770 lb 3770 lb Dead Load 1800 lb 1800 lb Total Load 5570 lb 5570 lb Bearing Length 1.56 in 1.56 in BEAM DATA Center Span Length 14.5 ft 14.5 ft Unbraced Length-Top 0 ft Floor Duration Factor 1.00 Camber Adj.Factor 1.5 Camber Required 0.26 FLOOR LOADING Notch Depth 0.00 Side 1 Side 2 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= 13 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= 520 plf Cd=1.00 Beam Total Dead Load: wD= 234 plf Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Beam Self Weight: BSW= 14 plf Comp.-L to Grain: Fc-—L= 650 psi Fc--L'= 650 psi Total Maximum Load: wT= 768 plf Controlling Moment: 20192 ft-lb 7.25 ft from left support Created by combining all dead and live loads. Controlling Shear: 4902 lb At a distanced from support. Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 100.96 in3 132 in3 Area(Shear): 27.75 in2 66 in2 Moment of Inertia(deflection): 594.39 in4 792 in4 Moment: 20192 ft-lb 26400 ft-lb Shear: 4902 lb 11660 lb 37/52 page Project:Gravity Calcs Vista Structural Engineering LLC Location:MBM-4 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 2:58:15 AM of 3.5 INx11.875INx5.0FT 2.0 Rigidlam LVL-Roseburg Forest Products Section Adequate By:392.5% Controlling Factor:Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN L/6101 Dead Load 0.01 in Total Load 0.02 IN L/3982 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 1819 lb 1627 lb Dead Load 968 lb 866 lb Total Load 2787 lb 2493 lb t Bearing Length 1.06 in 0.95 in BEAM DATA Center -•-: �,-,. Span Length 5 ft — se __- 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 2.0 Rigidlam LVL-Roseburg Forest Products Roof Tributary Width RTW= 9 ft 0 ft Base Values Adjusted Bending Stress: Fb= 3100 psi Fb'= 3570 psi FLOOR LOADING Cd=1.15 CF=1.00 Side 1 Side 2 Shear Stress: Fv= 290 psi Fv'= 334 psi Floor Live Load FLL= 40 psf 0 psf Cd=1.15 Floor Dead Load FDL= 18 psf 0 psf Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Floor Tributary Width FTW= 10 ft 0 ft Comp.--L to Grain: Fc- = 750 psi Fc- —'= 750 psi Wall Load WALL= 0 plf Controlling Moment: 3243 ft-lb 2.5 ft from left support BEAM LOADING Created by combining all dead and live loads. Roof Uniform Live Load: wL-roof= 225 plf Controlling Shear: 1876 lb Roof Uniform Dead Load: wD-roof= 142 plf At a distance d from support. Floor Uniform Live Load: wL-floor= 400 plf Created by combining all dead and live loads. Floor Uniform Dead Load: wD-floor= 180 plf Beam Self Weight: BSW= 10 plf Comparisons with required sections: Req'd Provided Combined Uniform Live Load: wL= 625 plf Section Modulus: 10.9 in3 82.26 in3 Combined Uniform Dead Load: wD= 333 plf Area(Shear): 8.44 in2 41.56 in2 Combined Uniform Total Load: wT= 958 plf Moment of Inertia(deflection): 29.44 in4 488.41 in4 POINT LOADS-CENTER SPAN Moment: 3243 ft-lb 24470 ft-lb Load Number One * Shear: 1876 lb 9241 lb Live Load 320 lb Dead Load 170 lb Location 1 ft *Load obtained from Load Tracker.See Summary Report for details. 38/52 re page Project:Gravity Calcs Vista Structural Engineering LLC 14718 Delia St. Location:MBM-3(2) Portland,OR /for Multi-Loaded Multi-Span Beam [2015 International Building Code(2015 NDS)] StruCalc Version 10.0.1.5 7/18/2017 2:58:15 AM 5.25 IN x 11.875 IN x 17.0 FT 2.0 Rigidlam LVL-Roseburg Forest Products Section Adequate By:7.8% Controlling Factor:Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.49 IN L/416 Dead Load 0.30 in Total Load 0.79 IN L/259 1 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 2 REACTIONS A B Live Load 3902 lb 3878 lb TR2 TR4 Dead Load 2352 lb 2334 lb TR1 TR3 Total Load 6254 lb 6212 lb Bearing Length 1.59 in 1.58 in w BEAM DATA Center Span Length 17 ft Unbraced Length-Top 0 ftIiiiiilli Unbraced Length-Bottom 17 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center Uniform Live Load 120 plf MATERIAL PROPERTIES Uniform Dead Load 54 plf 2.0 Rigidlam LVL-Roseburg Forest Products Beam Self Weight 16 plf Base Values Adjusted Total Uniform Load 190 plf Bending Stress: Fb= 3100 psi Fb'= 3104 psi Cd=1.00 CF=1.00 POINT LOADS-CENTER SPAN * Shear Stress: Fv= 290 psi Fv'= 290 psi Load Number One * Two Cd=1.00 Live Load 2050 lb 2050 lb Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Dead Load 1299 lb 1299 lb Comp.-Lto Grain: Fc--L= 750 psi Fc--L'= 750 psi Location 3.25 ft 13.5 ft *Load obtained from Load Tracker.See Summary Report for details. Controlling Moment: 20314 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN 8.84 Ft from left support of span 2(Center Span) Load Number One Two Three Four Created by combining all dead loads and live loads on span(s)2 Left Live Load 163 plf 80 plf 163 plf 80 plf Controlling Shear: 5772 lb Left Dead Load 98 plf 36 plf 98 plf 36 plf At a distanced from left support of span 2(Center Span) Right Live Load 163 plf 80 plf 163 plf 80 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 98 plf 36 plf 98 plf 36 plf Load Start 0 ft 0 ft 13.5 ft 13.5 ft Comparisons with required sections: Read Provided Load End 3.25 ft 3.25 ft 17 ft 17 ft Section Modulus: 78.53 in3 123.39 in3 Load Length 3.25 ft 3.25 ft 3.5 ft 3.5 ft Area(Shear): 29.86 in2 62.34 in2 Moment of Inertia(deflection): 679.47 in4 732.62 in4 Moment: 20314 ft-lb 31917 ft-lb Shear: 5772 lb 12053 lb 39/52 • page Project:Gravity Calcs Vista Structural Engineering LLC / Location:MBM-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 2:58:16 AM 5.25 IN x 11.875 IN x 16.5 FT 2.0 Rigidlam LVL-Roseburg Forest Products Section Adequate By:22.6% Controlling Factor:Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.43 IN L/464 Dead Load 0.25 in Total Load 0.67 IN L/294 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 3094 lb 3094 lb Dead Load 1784 lb 1784 lb Total Load 4878 lb 4878 lb Bearing Length 1.24 in 1.24 in BEAM DATA Center Span Length 16.5 ft _-- 16.5 rt 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 2.0 Rigidlam LVL-Roseburg Forest Products Roof Tributary Width RTW= 7 ft 0 ft Base Values Adjusted Bending Stress: Fb= 3100 psi Fb'= 3570 psi FLOOR LOADING Cd=1.15 CF=1.00 Side 1 Side 2 Shear Stress: Fv= 290 psi Fv'= 334 psi Floor Live Load FLL= 40 psf 0 psf Cd=1.15 Floor Dead Load FDL= 18 psf 0 psf Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Floor Tributary Width FTW= 5 ft 0 ft Comp.—LtoGrain: Fc-.L= 750 psi Fc--1-'= 750 psi Wall Load WALL= 0 plf Controlling Moment: 20122 ft-lb 8.25 ft from left support BEAM LOADING Created by combining all dead and live loads. Roof Uniform Live Load: wL-roof= 175 plf Controlling Shear: 4390 lb Roof Uniform Dead Load: wD-roof= 111 plf At a distance d from support. Floor Uniform Live Load: wL-floor= 200 plf Created by combining all dead and live loads. Floor Uniform Dead Load: wD-floor= 90 plf Beam Self Weight: BSW= 16 plf Comparisons with required sections: Read Provided Combined Uniform Live Load: wL= 375 plf Section Modulus: 67.64 in3 123.39 in3 Combined Uniform Dead Load: wD= 216 plf Area(Shear): 19.75 in2 62.34 in2 Combined Uniform Total Load: wT= 591 plf Moment of Inertia(deflection): 597.51 in4 732.62 in4 Moment: 20122 ft-lb 36705 ft-lb Shear: 4390 lb 13861 lb 40/52 page Project:Gravity Calcs Vista Structural Engineering LLC 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 2:58:16 AM 3.5 INx7.25INx8.0FT #2-Douglas-Fir-Larch-Dry Use Section Adequate By:133.0% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.06 IN L/1735 Dead Load 0.03 in Total Load 0.08 IN L/1155 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 427 lb 427 lb Dead Load 214 lb 214 lb Total Load 641 lb 641 lb Bearing Length 0.29 in 0.29 in BEAM DATA Center e. --- m.. . _..-__ ._ a..e m ...,:e Span Length 8 ft aft• 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 Addllusted 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.-L to Grain: Fc--1--= 625 psi Fc- = 625 psi Beam Total Live Load: wL= 107 plf Beam Total Dead Load: wD= 48 plf Controlling Moment: 1283 ft-lb Beam Self Weight: BSW= 6 plf 4.0 ft from left support Total Maximum Load: wT= 160 plf Created by combining all dead and live loads. Controlling Shear: -552 lb At a distanced from support. Created by combining all dead and live loads. Comparisons with required sections: Req'd Provided Section Modulus: 13.16 in3 30.66 in3 Area(Shear): 4.6 in2 25.38 in2 Moment of Inertia(deflection): 23.09 in4 111.15 in4 Moment: 1283 ft-lb 2989 ft-lb Shear: -552 lb 3045 lb 41/52 • 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 2:58:17 AM 5.5 IN x 11.5 IN x 5.0 FT #2-Douglas-Fir-Larch-Dry Use Section Adequate By:86.2% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN L/4122 Dead Load 0.01 in Total Load 0.02 IN L/2535 Live Load Deflection Criteria:L/240 Total Load Deflection Criteria:L/180 REACTIONS A Live Load 2493 lb 1533 lb Dead Load 1556 lb 980 lb Total Load 4049 lb 2513 lb Bearing Length 1.18 in 0.73 in BEAM DATA Span Length 5 ft 5ft • 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= 13 ft Bending Stress: Fb= 875 psi Fb'= 1006 psi Side Two: Cd=1.15 CF=1.00 Roof Live Load: LL= 0 psf Shear Stress: Fv= 170 psi Fv'= 196 psi Roof Dead Load: DL= 0 psf Cd=1.15 Tributary Width: TW= 0 ft Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Comp.--to Grain: Fc- = 625 psi Fc- '= 625 psi Wall Load: WALL= 0 plf Controlling Moment: 5461 ft Ib SLOPE/PITCH ADJUSTED LENGTHS AND LOADS 2.5 ft from left support Adjusted Beam Length: Ladj= 5 ft Created by combining all dead and live loads. Beam Self Weight: BSW= 14 plf Controlling Shear: 3532 lb Beam Uniform Live Load: wL= 325 plf At a distance d from support. Beam Uniform Dead Load: wD_adj= 219 plf Created by combining all dead and live loads. Total Uniform Load: wT= 544 plf POINT LOADS-CENTER SPAN Comparisons with required sections: Req'd Provided Load Number One Section Modulus: 65.12 in3 121.23 in3 Live Load 2400 lb Area(Shear): 27.1 in2 63.25 in2 Dead Load 1440 lb Moment of Inertia(deflection): 49.49 in4 697.07 in4 Location 1.5 ft Moment: 5461 ft-lb 10166 ft-lb Shear: 3532 lb 8244 lb 42/52 • 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 2:58:17 AM 5.5 IN x 11.5 IN x 10.0 FT #2-Douglas-Fir-Larch-Dry Use Section Adequate By:37.9% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.09 IN L/1325 Dead Load 0.06 in Total Load 0.15 IN L/801 Live Load Deflection Criteria:L/240 Total Load Deflection Criteria:L/180 REACTIONS A Live Load 1650 lb 1650 lb Dead Load 1091 lb 1091 lb 1 2 Total Load 2741 lb 2741 lb Bearing Length 0.80 in 0.80 in BEAM DATA Span Length 10 ft 10 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 Adiusted Tributary Width: TW= 8 ft Bending Stress: Fb= 875 psi Fb'= 1006 psi Side Two: Cd=1.15 CF=1.00 Roof Live Load: LL= 0 psf Shear Stress: Fv= 170 psi Fv'= 196 psi Roof Dead Load: DL= 0 psf Cd=1.15 Tributary Width: TW= 0 ft Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Comp.—L to Grain: Fc-—L= 625 psi Fc- = 625 psi Wall Load: WALL= 0 plf Controlling Moment: 7373 ft Ib 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= 14 plf Controlling Shear: 2435 Ib Beam Uniform Live Load: wL= 200 plf At a distance d from support. Beam Uniform Dead Load: wD_adj= 140 plf Created by combining all dead and live loads. Total Uniform Load: wT= 340 plf POINT LOADS-CENTER SPAN Comparisons with required sections: Red Provided Load Number One Two Section Modulus: 87.92 in3 121.23 in3 Live Load 650 lb 650 lb Area(Shear): 18.68 in2 63.25 in2 Dead Load 390 lb 390 lb Moment of Inertia(deflection): 156.73 in4 697.07 in4 Location 3 ft 7 ft Moment: 7373 ft-lb 10166 ft-lb Shear: -2435 lb 8244 lb 43/52 page Project:Gravity Calcs Vista Structural Engineering LLC Location:BM-5 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 2:58:17 AM 1.75 IN x 11.875 IN x 5.0 FT(4+1) 1.55E Timberstrand LSL-iLevel Trus Joist Section Adequate By:51.4% Controlling Factor:Shear DEFLECTIONS Center Right LOADING DIAGRAM Live Load -0.01 IN L/3826 0.02 IN 2L/1180 Dead Load 0.00 in 0.00 in Total Load -0.01 IN L/4140 0.02 IN 2L/1218 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 320 lb 3744 lb Dead Load 146 lb 255 lb Total Load 466 lb 3999 lb TR1 Uplift(1.5 F.S) -572 lb 0 lb N, Bearing Length 0.30 in 2.54 in BEAM DATA Center Right 4 R 1 ft Span Length 4 ft 1 ft Unbraced Length-Top 0 ft 0 ft Unbraced Length-Bottom 4 ft 1 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Right Notch Depth 0.00 Uniform Live Load 160 plf 80 plf Uniform Dead Load 72 plf 36 plf MATERIAL PROPERTIES Beam Self Weight 6 plf 6 plf 1.55E Timberstrand LSL-iLevel Trus Joist Total Uniform Load 238 plf 122 plf Base Values Adjusted BendingStress: Fb= 2325 POINT LOADS-RIGHT SPAN psi Fb'= 1954 psi Cd=1.00 CI=0.84 CF=1.00 Load Number One Shear Stress: Fv= 310 psi Fv'= 310 psi Live Load 2600 lb Cd=1.00 Dead Load 0 lb Modulus of Elasticity: E= 1550 ksi E'= 1550 ksi Location 1 ft Comp.—L to Grain: Fc-—L= 900 psi Fc- = 900 psi TRAPEZOIDAL LOADS-RIGHT SPAN Load Number One Controlling Moment: -2721 ft-lb Left Live Load 75 plf Over right support of span 2(Center Span) Left Dead Load 45 plf Created by combining all dead loads and live loads on span(s)2,3 Right Live Load 75 plf Controlling Shear: 2838 lb Right Dead Load 45 plf At a distance d from right support of span 3(Right Span) Load Start 0 ft Created by combining all dead loads and live loads on span(s)2,3 Load End 1 ft Load Length 1 ft Comparisons with required sections: Read Provided Section Modulus: 16.71 in3 41.13 in3 Area(Shear): 13.73 in2 20.78 in2 Moment of Inertia(deflection): 74.51 in4 244.21 in4 Moment: -2721 ft-lb 6698 ft-lb Shear: 2838 lb 4295 lb 44/52 page Project:Gravity Calcs Vista Structural Engineering LLC Location:BM-4 14718 Delia St. Multi-Span Floor Beam Portland,OR of [2015 International Building Code(2015 NDS)] StruCalc Version 10.0.1.5 7/18/2017 2:58:18 AM 3.5 IN x 11.875 IN x 28.0 FT(11+5.5+11.5) 2.0 Rigidlam LVL-Roseburg Forest Products Section Adequate By:100.8% Controlling Factor:Shear DEFLECTIONS Left Center Right LOADING DIAGRAM Live Load 0.11 IN L/1205 -0.03 IN L/2292 0.12 IN L/1119 Dead Load 0.05 in -0.01 in 0.06 in Total Load 0.16 IN L/828 -0.04 IN L/1641 0.18 IN L/766 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B C D Live Load 1985 lb 5123 lb 4939 lb 2165 lb Dead Load 933 lb 1886 lb 1822 lb 1027 lb 1 1 Total Load 2918 lb 7009 lb 6761 lb 3192 lb Bearing Length 1.11 in 2.67 in 2.58 in 1.22 in BEAM DATA Left Center Right ------ -- --� -- -- -� Span Length 11 ft 5.5 ft 11.5 ft lift _ 5.5ft 11.5 ft• Unbraced Length-Top 0 ft 0 ft 0 ft Unbraced Length-Bottom 11 ft 5.5 ft 11.5 ft Floor Duration Factor 1.00 Notch Depth 0.00 FLOOR LOADING Left Center Right Floor Live Load FLL= 40 psf 40 psf 40 psf MATERIAL PROPERTIES Floor Dead Load FDL= 18 psf 18 psf 18 psf 2.0 Rigidlam LVL-Roseburg Forest Products Floor Tributary Width Side One TW1= 9 ft 9 ft 9 ft Base Values Adjusted Floor Tributary Width Side Two TW2= 0 ft 0 ft 0 ft Bending Stress: Fb= 3100 psi Fb'= 3104 psi Wall Load WALL= 0 plf 0 plf 0 plf Cd=1.00 CF=1.00 Shear Stress: Fv= 290 psi Fv'= 290 psi POINT LOADS-LEFT SPAN Cd=1.00 Load Number One * Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Live Load 960 lb Comp.-L to Grain: Fc--L= 750 psi Fc--L'= 750 psi Dead Load 458 lb Location 6.5 ft Controlling Moment: 8961 ft-lb RIGHT SPAN * 7.01 Ft from left support of span 3(Right Span) Load Number One Created by combining all dead loads and live loads on span(s)1,3 Live Load 776 lb Controlling Shear: -4001 lb Dead Load 383 lb At a distance d from the right support of span 1(Left Span) Location 7 ft Created by combining all dead loads and live loads on span(s)1,2 *Load obtained from Load Tracker.See Summary Report for details. BEAM LOADING Left Center Right Comparisons with required sections: Read Provided Reduced Floor Live Load 40 psf 40 psf 40 psf Section Modulus: 34.64 in3 82.26 in3 Total Live Load 360 plf 360 plf 360 plf Area(Shear): 20.69 in2 41.56 int Total Dead Load 162 plf 162 plf 162 plf Moment of Inertia(deflection): 157.19 in4 488.41 in4 Beam Self Weight 10 plf 10 plf 10 plf Moment: 8961 ft-lb 21278 ft-lb Total Load 532 plf 532 plf 532 plf Shear: -4001 lb 8035 lb 45/52 page Project:Gravity Calcs Vista Structural Engineering LLC / Location:BM-6 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 2:58:18 AM 1.75 IN x 11.875 IN x 10.0 FT 1.55E Timberstrand LSL-iLevel Trus Joist Section Adequate By:135.5% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.10 IN L/1184 Dead Load 0.05 in Total Load 0.15 IN L/795 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 744 lb 776 lb Dead Load 368 lb 383 lb Total Load 1112 lb 1159 lb Bearing Length 0.71 in 0.74 in BEAM DATA Center Span Length 10 ft —10 ft-- Unbraced Length-Top 0 ft AAA � P Floor Duration Factor 1.00 Notch Depth 0.00 FLOOR LOADING MATERIAL PROPERTIES Side 1 Side 2 1.55E Timberstrand LSL-iLevel Trus Joist Floor Live Load FLL= 40 psf 0 psf Base Values Adiusted Floor Dead Load FDL= 18 psf 0 psf Bending Stress: Fb= 2325 psi Fb'= 2327 psi Floor Tributary Width FTW= 3 ft 0 ft Cd=1.00 CF=1.00 Shear Stress: Fv= 310 psi Fv'= 310 psi Wall Load WALL= 0 plf Cd=1.00 Modulus of Elasticity: E= 1550 ksi E'= 1550 ksi BEAM LOADING Comp.—L to Grain: Fc- = 900 psi Fc--1-'= 900 psi Beam Total Live Load: wL= 120 plf Beam Total Dead Load: wD= 54 plf Controlling Moment: 3387 ft-lb Beam Self Weight: BSW= 6 plf 5.0 ft from left support Total Maximum Load: wT= 180 plf Created by combining all dead and live loads. POINT LOADS-CENTER SPAN Controlling Shear: -996 lb Load Number One * At a distanced from support. Live Load 320 lb Created by combining all dead and live loads. Dead Load 146 lb Location 5.5 ft Comparisons with required sections: Reo'd Provided *Load obtained from Load Tracker.See Summary Report for details. Section Modulus: 17.46 in3 41.13 in3 Area(Shear): 4.82 in2 20.78 in2 Moment of Inertia(deflection): 74.22 in4 244.21 in4 Moment: 3387 ft-lb 7977 ft-lb Shear: -996 lb 4295 lb 46/52 `r page Project:Gravity Calcs Vista Structural Engineering LLC / 14718 Delia St. Location:MBM-1 Portland,OR Uniformly Loaded Floor Beam of [2015 International Building Code(2015 NDS)] StruCalc Version 10.0.1.5 7/18/2017 2:58:19 AM 3.5 IN x 11.875 IN x 14.0 FT 2.0 Rigidlam LVL-Roseburg Forest Products Section Adequate By:22.6% Controlling Factor:Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.28 IN L/595 Dead Load 0.12 in Total Load 0.40 IN L/419 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 4793 lb 1266 lb Dead Load 1886 lb 585 lb Total Load 6679 lb 1851 lb Bearing Length 2.54 in 0.70 in BEAM DATA Center 1 Span Length 14 ftA 14 ft Unbraced Length-Top 0 ft Floor Duration Factor 1.00 Notch Depth 0.00 FLOOR LOADING MATERIAL PROPERTIES Side 1 Side 2 2.0 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= 3100 psi Fb'= 3104 psi Floor Tributary Width FTW= 2 ft 0 ft Cd=1.00 CF=1.00 Shear Stress: Fv= 290 psi Fv'= 290 psi Wall Load WALL= 0 plf Cd=1.00 Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi BEAM LOADING Comp.1—to Grain: Fc- I = 750 psi Fc- = 750 psi Beam Total Live Load: wL= 80 plf Beam Total Dead Load: wD= 36 plf Controlling Moment: 13073 ft-lb Beam Self Weight: BSW= 10 plf 7.0 ft from left support Total Maximum Load: wT= 126 plf Created by combining all dead and live loads. POINT LOADS-CENTER SPAN Controlling Shear: 6556 lb Load Number One * At a distanced from support. Live Load 4939 lb Created by combining all dead and live loads. Dead Load 1822 lb Location 2 ft Comparisons with required sections: Req'd Provided *Load obtained from Load Tracker.See Summary Report for details. Section Modulus: 50.54 in3 82.26 in3 Area(Shear): 33.91 in2 41.56 in2 Moment of Inertia(deflection): 295.63 in4 488.41 in4 Moment: 13073 ft-lb 21278 ft-lb Shear: 6556 lb 8035 lb 47/52 4- : 4.. t...4.Roseburg T.1 1-29-18 12:01pm 1 Forest Pr xluus Camlvmv 1 of 1 CS Beam 2016.11.3,1 IanBeamEngine 2016.9.0.3 Materials Database 1558 Member Data Description:MAIN FLOOR Member Type: Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: U480 live, U360 total Dead Load: 12 PSF Deck Connection: Glued& Nailed Filename: Beam 1 1 f 13 812 8 5 12 , 2228 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 5.500" 1.750" 388# -- 2 13' 8.750" Wall DFL Plate(625psi) 3.500" 3.500" 983# -- 3 22' 2.500" Wall DFL Plate(625psi) 1.750" 1.750" 237# -51# Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 301#(228p1f) 88#(65p1f) 2 757#(587pIf) 227#(170plf) 3 203#(152pin 35#(26p)f) Design spans 13' 4.125" 8' 4.875" Product: 11 7/8" RFPI-20 16.0" O.C. PASSES DESIGN! CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1081.'# 36404 29% 5.72' Odd Spans D+L Negative Moment 1183.'# 3640.'# 32% 13.73' Total Load D+L Shear 551.# 1420.# 38% 13.72' Total Load D+L End Reaction 388.# 1420.# 27% 0' Odd Spans D+L Int.Reaction 983.# 1935.# 50% 13.73' Total Load D+L TL Deflection 0.1015" 0.4448" L/999+ 6.39' Odd Spans D+L LL Deflection 0.0806" 0.3336" 0999+ 6.39' Odd Spans L Control: Max Int.React. DOLs: Live=100% Snow=115% Roof=125% Wird=160% SIMPSON Ali pmducinamesarelrademaasaftheirre�ectiveownes Eric Duncan Strung,Tie Copydgm(C)201fi by Simpson Strong-Tie Company Ir c Alt RIGI rS RESERVED. PACIFIC LUMBER&TRUSS BEAVERTON,OREGON 97005 "Passing is defined as when the member,flolifIed i beam or deeg shown on this drawing meets applicable is deb cdteda toe Loads,Loading Cond awed end Spans listed on rer' 53-793-$368 48/52 apes).The deagn mug be reviewetl by a qualfgetl dedgner or deggn pmfeaMonal esregrired for approval.This desgn aasumas protlucl installation according to the manufacturer s spaclflcatlone. t4 Roseburg SA. 1-29-18 12:02pm Forest Products Cmnpatn 1 Of 1 CS Beam 2016.11.3,1 kmBeamFngine 2016.9.0.3 Materials Database 1558 Member Data Description:MAIN FLOOR Member Type: Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/360 total Dead Load: 12 PSF Deck Connection: Glued& Nailed Filename: BeamI 13 9 12 13912 0� Bearings and Reactions Input N6n Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 5.500" 1.750" 549# -- 2 13' 9.750" Wall DFL Plate(625psi) 3.500" 1.750" 5491 -- Maximum Load Case Reactions Ueed fa applying point loads(or line loads)to carrying members Live Dead 1 423#(284p1f) 127#(79p1f) 2 423#(284p1f) 127#(79p1f) Design spans 13' 2.500" Product: 11 7/811 RFPI-20 19.21" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1814.'# 3640.'# 49% 6.99' Total Load D+L Shear 549.# 1420.# 38% 0' Total Load D+L End Reaction 549.# 1316.# 41% 13.81' Total Load D+L TL Deflection 0.1865" 0.4403" L/850 6.99' Total Load D+L LL Deflection 0.1434" 0.3302' U999+ 6.99' Total Load L Control: Pos.Moment DOLs: Live=100% Snow='115% Roof=125% Wind=180% SIMPSON AI'poductnamesaretredemaksoftheirrespecllveowne� Eric Duncan wTStroPACIFIC LUMBER&TRUSS Copyright(0)2076 by Simpson Strong-Tie Company Inc ALL RIGHTS RESERVED. BEAVERTON,OREGON 97005 "Passing is de8netl as when the member,floor joist,beam or gildet shown on lois drawing meets appllcebledesign cdleda for Loads,Loading Condillona acrd Spans tiled on this 503-79&6368 49/52 sheet.The design must be reviewed by a qualified designer or design ploteedooal as required for approval.Thlsdedgn assumes product Installation acconting to the manufacturer s specificelions. 4 w ti Roseburg S 51-29-18 12:00pm A Forest Products Company 1 of 1 CS Beam 2016.113.1 kniBeamEngine 2016.903 Materials Database 1558 Member Data Description:MAIN FLOOR Member Type: Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/360 total Dead Load: 12 PSF Deck Connection: Glued & Nailed Filename: Beam1 2011 8 2011 8 ®� Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 714# -- 2 20'11.500" Wall DFL Plate(625psi) 2.750" 1.750" 714# -- Maximum Load Case Reactions Used torapplying point loads(online loads)to carrying member, Live Dead 1 2 54(41�f) 16�124p01ff)) Design spans 20' 7.000" Product: DBL 11 7/8" RFPI-400 16.0" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 3672.'# 8630.'# 42% 10.51' Total Load D+L Shear 714.# 2960.# 24% 0' Total Load D+L End Reaction 714.# 2482.# 28% 20.96' Total Load D+L TL Deflection 0.4044" 0.6861" L/610 10.51' Total Load D+L LL Deflection 0.3111" 0.5146" L/794 10.51' Total Load L Control: LL Deflection DOLs: L'Ive=100% Snot/=115% Roof=125% Win&'160% SIMP$Ofr) All product names aro trademarkso(theirrespaceveowners Eric Duncan StrinvieTSB; Copyright(C)2016 by Simpson Strong-Tie Company Inc./W.RIGHTS RESERVED PACIFIC LUMBER&TRUSS BEAVERTON,OREGON 97005 thewt b isdngmd rs be is ra member,�at hail d,beset or gimar shown on this drawing d for a p roval. is dod gear,for Loads,Loading Conditions,and o e mserrd on thla 503.793-8368 50/52 gwclsissoi Tho gaggn ntuta ae rev+awed oy a qualified dsagner or tledgn pmteasidnal as requlmd for approval.This deagn aswmas product lnnalialion according W the manutacturers ecatMona t41. -29-18 Roseburg S� i 44am 1 l:a4am A Forest Products Compunc I of 1 CS Beam 2.016.11.3.1 IunBeamEngiae 2016.9.0.3 Materials Database 1558 Member Data Description:UPPER FLOOR Member Type: Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, 0360 total Dead Load: 12 PSF Deck Connection: Glued& Nailed Filename: Beam1 16 5 8 /0 1658 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 5.500" 1.750" 666# -- 2 16' 5.500" Wall DFL Plate(625psi) 1.750" 1.750" 666# — Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 5124(320plf) 154#(960) 2 5120(3200f) 154(98pif) Design spans 16' 0.000" Product: 11 7/8" RFPI-20 19.2" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 26623* 3640.'# 73% 8.39' Total Load D+L Shear 666.# 1420.# 46% 0' Total Load D+L End Reaction 666.# 950.# 70% 16.46 Total Load D+L TL Deflection 0.3821" 0.5333" L(502 8.39' Total Load D+L LL Deflection 0.2940" 0.4000" L/653 8.39' Total Load L Control: LL Deflection DOLs: Live=100% Sna =115eh Roof=125% Wind=160% SIMPSON Ail p oduct names a e t edema kaof their awpecttve owners Eric Duncan PACIFIC LUMBER&TRUSS •�`itl. Copyright(C)2016 by Simpson Strcng-Tie Company lnn ALL RIGFITS RESERVED. BEAVERTON,OREGON 97005 •'Pawing lsdefined es when the member,aoorjoisi,boom orgirdet shown on this drawing meals applicable design odteda for Loads,Loading Conditions,and Spans Ilered on this 503,793-536 51/52 areal.The design mud be reviewed by a quaefied designer or design profesionsi as mqulwd for approval.This design aswmes product indailation according to the manufacturers seaclgcatlona tiRoseburg 3-11-29-18 11:44am ;1 Fanwt Prtxttrc[s C.nmpun}' 1 of 1 CS Beam 2016.11.3.1 las Beam&gine 2016.9 03 Materials Database 1558 Member Data Description:UPPER FLOOR Member Type: Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L1360 total Dead Load: 12 PSF Deck Connection: Glued & Nailed Filename: Beam1 171 4 17 1 4 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(62Spsi) 5.500" 1.750" 577# -- 2 1T 1.250" Wall DFL Plate(625psi) 1.750" 1.750" 577# -- Maximum Load Case Reactions Ueed for applying point toads(or Tina bads)to carrying members Live Dead 1 444#(333plf) 133#(100plf) 2 444#(333plf) 13300(100plf) Design spans 16' 7.750" Product: 11 7/8" RFPI-20 16.0" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 2401.'# 3640.'# 65% 8.71' Total Load D+L Shear 577.# 1420.# 40% 0' Total Load D+L End Reaction 577.# 950.# 60% 17.1' Total Load D+L TL Deflection 0.3785" 0.5549" L1527 8.71' Total Load D+L LL Deflection 0.2912" 0.4161" 11686 8.71' Total Load L Control: LL Deflection DOLs: Live=100% Snow=115% Roof=125% Winrk160% SIMPSOf9 Alt p o fuct names am Iwdema ka of!heir especllve owners Eric Duncan fitouterPACIFIC LUMBER&TRUSS Copyright(C)2016 by Simpson Strong-Tie Company Inc ALL RIGHTS RESERVED. BEAVERTON,OREGON 97005 "Passing is defined aswhen the member,tloorjcia.beam or girder shown on thisdrawing meets apphcabie deagr criteria I'orload&Loading Conditions,and Spans tided on thus 503-793•$36$ 52/52 areal The design must be reviewed by a quaiiaed designer nrdeagn professional as required for approval This design assumes product installation according to the manufacturer s speciacationa