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Home My WebLink AboutCA_STRUCT_CALCS_220317P.O. Box 3806 Lacey, WA 98509 info@BalancedSE.com (253) 341-7139 The calculations herein have been prepared exclusively for this project only. Balanced Structural Engineering, LLC developed these specific calculations, configurations and loading criteria for this specific location, as of this date. Unless explicitly noted, these calculations do not apply to similar configurations, or to the same configuration at another location. These calculations are only valid with a stamp and signature. PROLINK ESTATE 2223 NE 23RD ST RENTON, WA 98056 STRUCTURAL CALCULATIONS Prepared for: MERRICK LENTZ ARCHITECT Prepared by: Joshua T Mergens, PE, SE Balanced Structural Engineering, LLC Project No.: 22007 Date: March 17, 2022 03/17/2022 DESIGN CRITERIA PROJECT INFORMATION Project Name: PROLINK ESTATE BSE Project No.: 22007 Client Name: MERRICK LENTZ ARCHITECT Scope: VERITICAL & LATERAL DESIGN OF 2-STORY HOUSE DESIGN CRITERIA Governing Design Code: International Building Code Edition: 2018 Gravity loads Roof Dead Load = 15 psf Floor Dead Load = 15 psf Roof Live or Snow Load = 40 psf Floor Live Load = 40 psf Wall Dead Load = 12 psf Lateral Loads Wind: Basic Wind Speed = 97 mph (Ultimate) Exposure = B Basic Wind Speed = 75 mph (Service) Kzt = 1.0 Seismic: Site Class = D Seismic Design Category = D Ss = 1.434 %g S1= 0.492 %g ,le = 1.0 SDs = 1.147 %g SD1 = 0.590 %g R = ρ = Cs = SDS/(R/I) V=ρCsW = 0.176 (LFRD) Cs = 0.7 SDS/(R/I) V=0.7 ρCsW = 0.126 (ASD) Allowable Soil Values Allowable Soil Bearing = 1500 psf GRAVITY DESIGN 4x6 D.F. #2 S =18 in^3 I =49 in^4 Cf =1.3 Dbl. 2x8 D.F. #2 S =26 in^3 I =95 in^4 OK Cf =1.2 S-adjusted for reduced Cf =24 in^3 OK 4x8 D.F. #2 S =31 in^3 I =111 in^4 Cf =1.3 Dbl. 2x10 D.F. #2 S =43 in^3 I =198 in^4 OK Cf =1.1 S-adjusted for reduced Cf =36 in^3 OK 4x12 By inspection, dbl 1-3/4x11-7/8" LVL are an acceptable substitution After the headers were intially sized, it came to our attention that dbl 2x headers were needed in all exteior walls to meet energy code requirements. Below is a list of acceptable substitutions, which are specified in the plans. Subject Header Sizing Project Name Project # Prolink Estate 22007 Project Name Subject Project # 22007PROLINK ESTATE ROOF FRAMING LEGEND RHA Span =6.00 ft DL =15 PSF DL =15 PSF DL =12 PSF SL =25 PSF LL =40 PSF Trib:(19^2)/(2*17)= 10.62 ft 0 = 0.00 ft 0 = 0.00 ft PLF Load:DL =159 plf LL =0 plf SL =265 plf 425 plf LC:DL+SL Size:4x6 Moment of Inertia =49 in^4 Sx =18 in^3 Area =19 in^2 Cd =1.15 Cm =No Cr =No Incising?No Species:DF #2 CL =0.99 Cf/Cv =1.30 Braced?No Moment =1911 ft-#fb =1300 psi F'b =1338 psi Ratio:0.971 OK Shear =1274 #fv =99 psi F'v =207 psi Ratio:0.480 OK 0.100 in L/d =722 L/d Limit =360 OK 0.160 in L/d =451 L/d Limit =240 OK Reactions D L S Factored Left 478 # 0 # 796 # 1274 # Right 478 # 0 # 796 # 1274 # RHB Span =6.00 ft R. Cant. =0.00 ft L. Cant. =0.00 ft DL =15 PSF DL =15 PSF DL =12 PSF SL =25 PSF LL =40 PSF Trib:14.5/2 = 7.25 ft 0 = 0.00 ft 0 = 0.00 ft PLF Load:DL =109 plf LL =0 plf SL =181 plf Point Loads Location Source:DL:LL:SL:EQ: P1:2.75 ft RGD 233 # 0 # 388 #0 lb RGA Span =19.33 ft R. Cant. =0.00 ft L. Cant. =0.00 ft DL =15 PSF DL =15 PSF DL =12 PSF SL =25 PSF LL =40 PSF Trib:17.33/2+17.42/2 = 17.38 ft 0 = 0.00 ft 0 = 0.00 ft PLF Load:DL =261 plf LL =0 plf SL =434 plf Reactions:DL =2519 #LL =0 #SL =4198 # RGB Span =10.00 ft R. Cant. =2.00 ft L. Cant. =0.00 ft DL =15 PSF DL =15 PSF DL =12 PSF SL =25 PSF LL =40 PSF Trib:10.75/2+16/2 = 13.38 ft 0 = 0.00 ft 0 = 0.00 ft PLF Load:DL =201 plf LL =0 plf SL =334 plf Reactions:DL =1003 #LL =0 #SL =1672 # Roof Floor Wall Comment Project Name Project # PROLINK ESTATE 22007 Subject Headers, Beams, and Joists Roof Floor Wall Comment SEE RISA Transient Deflection = Total Load Deflection = Roof Floor Analyzed for max span and load Wall Comment Factored Load = Roof Floor Wall Comment Project Name Project # PROLINK ESTATE 22007 Subject Headers, Beams, and Joists RGC Span =28.00 ft R. Cant. =0.00 ft L. Cant. =2.00 ft DL =15 PSF DL =15 PSF DL =12 PSF SL =25 PSF LL =40 PSF Trib:2/2+17.17/2 = 9.59 ft 0 = 0.00 ft 0 = 0.00 ft PLF Load:DL =144 plf LL =0 plf SL =240 plf Point Loads Location Source:DL:LL:SL:EQ: P1:10.67 ft RGA 2519 lb 0 lb 4198 lb 0 lb RGD Span =11.83 ft R. Cant. =0.00 ft L. Cant. =0.00 ft DL =15 PSF DL =15 PSF DL =12 PSF SL =25 PSF LL =40 PSF Trib:2/2+3.25/2 = 2.63 ft 0 = 0.00 ft 0 = 0.00 ft PLF Load:DL =39 plf LL =0 plf SL =66 plf Reactions:DL =233 #LL =0 #SL =388 # RGE Span =28.00 ft R. Cant. =2.00 ft L. Cant. =2.00 ft DL =15 PSF DL =15 PSF DL =12 PSF SL =25 PSF LL =40 PSF Trib:2/2+5.42/2 = 3.71 ft 0 = 0.00 ft 0 = 0.00 ft PLF Load:DL =56 plf LL =0 plf SL =93 plf Reactions:DL =779 #LL =0 #SL =1299 # RGF Span =16.75 ft R. Cant. =0.00 ft L. Cant. =2.00 ft DL =15 PSF DL =15 PSF DL =12 PSF SL =25 PSF LL =40 PSF Trib:2/2+4.92/2 = 3.46 ft 0 = 0.00 ft 0 = 0.00 ft PLF Load:DL =52 plf LL =0 plf SL =87 plf Reactions:DL =435 #LL =0 #SL =724 # RHC Span =6.00 ft R. Cant. =0.00 ft L. Cant. =0.00 ft DL =15 PSF DL =15 PSF DL =12 PSF SL =25 PSF LL =40 PSF Trib:4.58/2 = 2.29 ft 0 = 0.00 ft 0 = 0.00 ft PLF Load:DL =34 plf LL =0 plf SL =57 plf Point Loads Location Source:DL:LL:SL:EQ: P1:0.42 ft RGF 435 # 0 # 724 #0 lb Roof Floor Wall Comment Roof Floor Wall Comment SEE RISA Roof Floor Wall Comment SEE RISA Roof Floor Wall Comment Roof Floor Wall Comment Designer: Joshua Mergens Company: RISA Date: 03-17-2022 Project: 22007 PROLINK ESTATE Component: RHB lPlROERT EIlSONU O TDAha 4x8 paeMamNObha Beam rayLnD 6 ft gnAnaNtoaL(0 pAnamdA)NObha Wood p ORE rNlPlROERT pAnamdA)Solid Sawn imAoaNObha Visually Graded ThaldaG Douglas Fir-Larch imAoa No.2 cesCG No Rego 1 I/0.3 UayGdnb 0.035 k/ft³ TK lRNlPlROERT uM 0.9 ksi un 0.575 ksi uH 0.18 ksi ul 1.35 ksi R 1600 ksi URTEiINlPlROERT rMNg/n 6 ft rMNdy 6 ft rlgehNngh 6 ft rlgehNMgn 6 ft Cdy 1 TdoaGFAb No cm 1 cU 1.15 v 6.53 cr 1 cl 0.56 rP UT lPEIONrP UT rgAoNcAnaLgmb pALydn/oaNtw)B(rglAndgyNtBnkNf(Udmalndgy Ur ,%0..0%23 Tr ,%.77 0%23 UETOEvSORUNrP UT rgAoNcAnaLgmb TnAmnNpALNtw)B(RyoNpALNtw)B(TnAmnNrglNtBnkNf(RyoNrglNtBnkNf(Udmalndgy Ur ,%5,8 ,%5,8 ,5,,f Tr ,%575 ,%575 ,5,,f Page 1 of 3 rP UNcPpvEI OEPIT EvcN0,57 Load combinations include self weight. R1/Andgy cgoa cU TU 5(N5NUr EvcN59q7 ,%8 0(N5NUrN6N5NTr EvcN59q5,N 5%53 .(N5NUrN6N,%23NTr EvcN59q55N 5%53 UE i pT All diagrams display the governing load combination. R cOEPIT Page 2 of 3 pdyspA-Kgmd+gynA)Ntw(xamndlA)Ntw(pgeaynNtwqBn( T/hhgmnN5NtzN,NBn(pA-,NtEvcN59q7(,NtEvcN59q55N(,NtEvcN59q7( pA-,NtEvcN59q7(q5%003NtEvcN59q7NlPTO(,NtEvcN59q7( T/hhgmnN0NtzN9NBn(pA-,NtEvcN59q7(,NtEvcN59q55N(,NtEvcN59q7( pA-,NtEvcN59q7(q5%52.N ,NtEvcN59q7( c rcSr OEPIT AWC NDS-18: ASD Code Check rdednNTnAna a1/dmao HAd)AM)a SydnbNcDalw aG/)n hh)daoNrgAodyLNqNvayodyLs -dA)q q q q hh)daoNrgAodyLNqNTDaAm q q q q -dA)NcgehmaGGdgyN yA)bGdG ,NwGd ,%8,2NwGd q q -dA)NOayGdgyN yA)bGdG ,NwGd ,%28VNwGd q q u)a-/mA)N yA)bGdGkNuM5@ ,%77NwGd 5%.VNwGd q q vayodyLN4N -dA)NcgehmaGGdgyN yA)bGdG q q ,%99 lAGG vayodyLN4N -dA)NOayGdgyN yA)bGdG q q ,%99 lAGG TDaAmN yA)bGdG ,%,20NwGd ,%0,2NwGd ,%.3 lAGG Ua'&alndgyNcDalw q q ,%03 lAGG Ua'&alndgyNcDalw Ur rr UrN6Nrr Ua'&alndgy ,%,08Ndy ,%,V9Ndy ,%,23Ndy rglAndgy 0%898NBn 0%898NBn 0%898NBn rsΔNAndg 0V73%5 53V8%5 83V%. rsΔNrdednNt/GamNdyh/n(0V,.9,0V, SydnbNcDalw ,%5 ,%0.,%03 Page 3 of 3 Designer: Joshua Mergens Company: RISA Date: 03-17-2022 Project: 22007 PROLINK ESTATE Component: RGC lPlROERT EIlSONU O TDAha 2x4 paeMamNObha Beam rayLnD 30 ft gnAnaNtoaL(0 pAnamdA)NObha Wood p ORE rNlPlROERT pAnamdA)Douglas Fir imAoaNObha Visually Graded ThaldaG Douglas Fir-Larch imAoa Select Structural cesCG No Rego 1 I/0.3 UayGdnb 0.035 k/ft³ TK lRNlPlROERT uM 1.5 ksi un 1 ksi uH 0.18 ksi ul 1.7 ksi R 1900 ksi URTEiINlPlROERT rMNg/n 30 ft rMNdy 30 ft rlgehNngh 30 ft rlgehNMgn 30 ft Cdy 1 TdoaGFAb No cm 1 cU 1.15 v 23.66 cr 0.54 cl 0 rP UT lPEIONrP UT rgAoNcAnaLgmb pALydn/oaNtw)B(rglAndgyNtBnkNf(Udmalndgy Ur ,%2.5 .1%90 Tr 6%.57 .1%90 UETOEvSORUNrP UT rgAoNcAnaLgmb TnAmnNpALNtw)B(RyoNpALNtw)B(TnAmnNrglNtBnkNf(RyoNrglNtBnkNf(Udmalndgy Ur 1%.66 1%.66 1 .11f Tr 1%,6 1%,6 1 .11f Page 1 of 3 Used for Reactions only. rP UNcPpvEI OEPIT EvcN,1.7 Load combinations include self weight. R4/Andgy cgoa cU TU .(N.NUr EvcN.987 1%5 ,(N.NUrNqN.NTr EvcN.98.1N .%.2 -(N.NUrNqN1%02NTr EvcN.98..N .%.2 UE i pT All diagrams display the governing load combination. R cOEPIT Page 2 of 3 pdyspA+Kgmd3gynA)Ntw(xamndlA)Ntw(pgeaynNtw8Bn( T/hhgmnN.NtzN1NBn(pA+1NtEvcN.987(1NtEvcN.98..N(1NtEvcN.987( pA+1NtEvcN.987(85%2,6NtEvcN.987NlPTO(1NtEvcN.987( T/hhgmnN,NtzN,7NBn(pA+1NtEvcN.987(1NtEvcN.98..N(1NtEvcN.987( pA+1NtEvcN.987(87%02,NtEvcN.987NlPTO(1NtEvcN.987( c rcSr OEPIT AWC NDS-18: ASD Code Check rdednNTnAna a4/dmao HAd)AM)a SydnbNcDalw aG/)n hh)daoNrgAodyLN8NvayodyLs +dA)8 8 8 8 hh)daoNrgAodyLN8NTDaAm 8 8 8 8 +dA)NcgehmaGGdgyN yA)bGdG 1NwGd 1%1.NwGd 8 8 +dA)NOayGdgyN yA)bGdG 1NwGd .%0,2NwGd 8 8 u)a+/mA)N yA)bGdGkNuM.V -.,%1.,NwGd .%616NwGd 8 8 vayodyLN@N +dA)NcgehmaGGdgyN yA)bGdG 8 8 5%55 uAd) vayodyLN@N +dA)NOayGdgyN yA)bGdG 8 8 5%55 uAd) TDaAmN yA)bGdG ,%0,.NwGd 1%,10NwGd 5%55 uAd) Ua'&alndgyNcDalw 8 8 .101%-.uAd) Ua'&alndgyNcDalw ThAyN. Ur rr UrNqNrr Ua'&alndgy -02%92-Ndy 9,-%,.9Ndy 557%795Ndy rglAndgy .-%695NBn .-%695NBn .-%695NBn rVsΔNAndg 1%5 1%2 1%- rsΔNrdednNt/GamNdyh/n(,61 -91 ,61 SydnbNcDalw ,97%-,990%0-0.-%67 ThAyN, Ur rr UrNqNrr Ua'&alndgy 71%2.0Ndy .--%262Ndy ,.6%19,Ndy rglAndgy -1NBn -1NBn -1NBn ,rVsΔNAndg 1%9 1%6 1%, rsΔNrdednNt/GamNdyh/n(,61 -91 ,61 SydnbNcDalw 61,%25 .11.%27 .101%-. Page 3 of 3 Designer: Joshua Mergens Company: RISA Date: 03-17-2022 Project: 22007 PROLINK ESTATE Component: RHC lPlROERT EIlSONU O TDAha 4x6 paeMamNObha Beam rayLnD 6 ft gnAnaNtoaL(0 pAnamdA)NObha Wood p ORE rNlPlROERT pAnamdA)Solid Sawn imAoaNObha Visually Graded ThaldaG Douglas Fir-Larch imAoa No.2 cesCG No Rego 1 I/0.3 UayGdnb 0.035 k/ft³ TK lRNlPlROERT uM 0.9 ksi un 0.575 ksi uH 0.18 ksi ul 1.35 ksi R 1600 ksi URTEiINlPlROERT rMNg/n 6 ft rMNdy 6 ft rlgehNngh 6 ft rlgehNMgn 6 ft Cdy 1 TdoaGFAb No cm 1 cU 1.15 v 5.69 cr 1 cl 0.54 rP UT lPEIONrP UT rgAoNcAnaLgmb pALydn/oaNtw)B(rglAndgyNtBnkNf(Udmalndgy Ur ,%0.4 ,%03 Tr ,%530 ,%03 UETOEvSORUNrP UT rgAoNcAnaLgmb TnAmnNpALNtw)B(RyoNpALNtw)B(TnAmnNrglNtBnkNf(RyoNrglNtBnkNf(Udmalndgy Ur ,%,.0 ,%,.0 ,2,,f Tr ,%,45 ,%,45 ,2,,f Page 1 of 3 rP UNcPpvEI OEPIT EvcN3,27 Load combinations include self weight. R1/Andgy cgoa cU TU 2(N2NUr EvcN28q7 ,%6 3(N2NUrN-N2NTr EvcN28q2,N 2%24 .(N2NUrN-N,%54NTr EvcN28q22N 2%24 UE i pT All diagrams display the governing load combination. R cOEPIT Page 2 of 3 pdyspA9 Kgmd+gynA)Ntw(xamndlA)Ntw(pgeaynNtwqBn( T/hhgmnN2NtzN,NBn(pA9 ,NtEvcN28q7(,NtEvcN28q22N(,NtEvcN28q7( pA9 ,NtEvcN28q7(q2%.84NtEvcN28q7NlPTO(,NtEvcN28q7( T/hhgmnN3NtzN8NBn(pA9 ,NtEvcN28q7(,NtEvcN28q22N(,NtEvcN28q7( pA9 ,NtEvcN28q7(q,%.87N ,NtEvcN28q7( c rcSr OEPIT AWC NDS-18: ASD Code Check rdednNTnAna a1/dmao HAd)AM)a SydnbNcDalw aG/)n hh)daoNrgAodyLNqNvayodyLs 9dA)q q q q hh)daoNrgAodyLNqNTDaAm q q q q 9dA)NcgehmaGGdgyN yA)bGdG ,NwGd ,%63NwGd q q 9dA)NOayGdgyN yA)bGdG ,NwGd ,%78NwGd q q u)a9/mA)N yA)bGdGkNuM2V ,%073NwGd 2%.02NwGd q q vayodyLN@N 9dA)NcgehmaGGdgyN yA)bGdG q q ,%.8 lAGG vayodyLN@N 9dA)NOayGdgyN yA)bGdG q q ,%.8 lAGG TDaAmN yA)bGdG ,%2,8NwGd ,%3,5NwGd ,%42 lAGG Ua'&alndgyNcDalw q q ,%3 lAGG Ua'&alndgyNcDalw Ur rr UrN-Nrr Ua'&alndgy ,%,30Ndy ,%,.5Ndy ,%,8Ndy rglAndgy 3%705NBn 3%728NBn 3%728NBn rsΔNAndg .,.7%2 2683%8 2263%0 rsΔNrdednNt/GamNdyh/n(30,.8,30, SydnbNcDalw ,%,7 ,%27 ,%3 Page 3 of 3 Project Name Subject Project # 22007PROLINK ESTATE 2ND FLOOR FRAMING LEGEND 2B1 Span =16.11 ft DL =15 PSF DL =15 PSF DL =12 PSF SL =25 PSF LL =40 PSF Trib:7.5/2+9.5/2 = 8.50 ft 0 = 0.00 ft 8 = 8.00 ft PLF Load: DL =224 plf LL =0 plf SL =213 plf 436 plf LC:DL+SL Size:5.5x10.5 Moment of Inertia =531 in^4 Sx =101 in^3 Area =58 in^2 Cd =1.15 Cm =No Cr =No Incising?No Species:24f-V4 DF/DF CL =0.98 Cf/Cv =0.98 Braced?No Moment =14144 ft-#fb =1679 psi F'b =2712 psi Ratio:0.619 OK Shear =3512 #fv =91 psi F'v =305 psi Ratio:0.299 OK 0.337 in L/d =573 L/d Limit =360 OK 0.692 in L/d =279 L/d Limit =240 OK Reactions D L S Factored Left 1800 # 0 # 1712 # 3512 # Right 1800 # 0 # 1712 # 3512 # 2B2 Span =13.50 ft R. Cant. =0.00 ft L. Cant. =0.00 ft DL =15 PSF DL =15 PSF DL =12 PSF SL =25 PSF LL =40 PSF Trib:5^2/(2*3)+7.5/2 = 7.92 ft 0 = 0.00 ft 8 = 8.00 ft PLF Load: DL =215 plf LL =0 plf SL =198 plf Point Loads Location Source: DL: LL: SL: EQ: P1:9.50 ft 2B1 1800 lb 0 lb 1712 lb 0 lb 2B3 Span =13.25 ft R. Cant. =0.00 ft L. Cant. =0.00 ft DL =15 PSF DL =15 PSF DL =12 PSF SL =25 PSF LL =40 PSF Trib:2/2+2+28/2 = 17.00 ft 9.75/2 = 4.88 ft 8 = 8.00 ft PLF Load: DL =424 plf LL =195 plf SL =425 plf Point Loads Location Source: DL: LL: SL: EQ: P1:3.33 ft RC2 3816 lb 0 lb 6329 lb 0 lb P2:8.42 ft 2B2 2720 lb 0 lb 2540 lb 0 lb P3:9.67 ft RGE 779 lb 0 lb 1299 lb 0 lb Project Name Project # PROLINK ESTATE 22007 Subject 2nd Floor Headers, Beams, and Joists Factored Load = Roof Floor Wall Comment Total Load Deflection = Roof Floor Wall Transient Deflection = Comment SEE ENERCALC Roof Floor Wall Comment SEE ENERCALC Project Name Project # PROLINK ESTATE 22007 Subject 2nd Floor Headers, Beams, and Joists 2B4 Span =2.67 ft R. Cant. =0.00 ft L. Cant. =0.00 ft DL =15 PSF DL =15 PSF DL =12 PSF SL =25 PSF LL =40 PSF Trib:0 = 0.00 ft 9.75/2 = 4.88 ft 0 = 0.00 ft PLF Load: DL =73 plf LL =195 plf SL =0 plf Point Loads Location Source: DL: LL: SL: EQ: P1:1.67 ft 2B3 6870 lb 1290 lb 8830 lb 0 lb 2B5 Span =8.50 ft DL =15 PSF DL =15 PSF DL =12 PSF SL =25 PSF LL =40 PSF Trib:0 = 0.00 ft 13.5/2+1.33 = 8.08 ft 8 = 8.00 ft PLF Load: DL =217 plf LL =323 plf SL =0 plf 540 plf LC:DL+LL Size:4x12 Moment of Inertia =415 in^4 Sx =74 in^3 Area =39 in^2 Cd =1 Cm =No Cr =No Incising?No Species:DF #2 CL =1.00 Cf/Cv =1.10 Braced?Yes Moment =4880 ft-#fb =793 psi F'b =990 psi Ratio:0.801 OK Shear =2297 #fv =87 psi F'v =180 psi Ratio:0.486 OK 0.057 in L/d =1785 L/d Limit =360 OK 0.096 in L/d =1068 L/d Limit =240 OK Reactions D L S Factored Left 923 # 1374 # 0 # 2297 # Right 923 # 1374 # 0 # 2297 # Factored Load = Transient Deflection = Total Load Deflection = Roof Floor SEE ENERCALC Roof Wall Comment Floor Wall Comment Project Name Project # PROLINK ESTATE 22007 Subject 2nd Floor Headers, Beams, and Joists 2B6 Span =11.50 ft R. Cant. =0.00 ft L. Cant. =0.00 ft W1: 0.00 ft DL =15 PSF DL =15 PSF DL =12 PSF SL =25 PSF LL =40 PSF Trib:0 = 0.00 ft 13.5/2 = 6.75 ft 0 = 0.00 ft PLF Load: DL =101 plf LL =270 plf SL =0 plf W2: 5.75 ft DL =15 PSF DL =15 PSF DL =12 PSF SL =25 PSF LL =40 PSF Trib:0 = 0.00 ft 5.75/2+13.5/2 = 9.63 ft 0 = 0.00 ft PLF Load: DL =144 plf LL =385 plf SL =0 plf W3: 5.75 ft DL =15 PSF DL =15 PSF DL =12 PSF SL =25 PSF LL =40 PSF Trib:0 = 0.00 ft 5.75/2+7.83/2 = 6.79 ft 0 = 0.00 ft PLF Load: DL =102 plf LL =272 plf SL =0 plf W4: 11.50 ft DL =15 PSF DL =15 PSF DL =12 PSF SL =25 PSF LL =40 PSF Trib:0 = 0.00 ft 11.33/2+7.83/2 = 9.58 ft 0 = 0.00 ft PLF Load: DL =144 plf LL =383 plf SL =0 plf 2B7 Span =2.67 ft R. Cant. =0.00 ft L. Cant. =0.00 ft DL =15 PSF DL =15 PSF DL =12 PSF SL =25 PSF LL =40 PSF Trib:0 = 0.00 ft 13.08/2+5.33/2 = 9.21 ft 8 = 8.00 ft PLF Load: DL =234 plf LL =368 plf SL =0 plf Point Loads Location Source: DL: LL: SL: EQ: P1:1.75 ft RC1 3522 lb 0 lb 5870 lb 0 lb 2B8 Span =4.00 ft R. Cant. =0.00 ft L. Cant. =0.00 ft DL =15 PSF DL =15 PSF DL =12 PSF SL =25 PSF LL =40 PSF Trib:5/2+2 = 4.50 ft 0 = 0.00 ft 0 = 0.00 ft PLF Load: DL =68 plf LL =0 plf SL =113 plf Wall Comment Roof Floor Wall Comment SEE ENERCALC Roof Floor Wall Comment SEE ENERCALC Roof Floor Wall Comment Roof Floor Wall Comment Roof Floor Roof Floor Wall Comment RISA 3D Project Name Project # PROLINK ESTATE 22007 Subject 2nd Floor Headers, Beams, and Joists 2HA Span =3.50 ft DL =15 PSF DL =15 PSF DL =12 PSF SL =25 PSF LL =40 PSF Trib:2/2+1.5 = 2.50 ft 1.33 = 1.33 ft 8 = 8.00 ft PLF Load: DL =153 plf LL =53 plf SL =63 plf 240 plf LC:D+3/4(L+S) Size:4x6 Moment of Inertia =49 in^4 Sx =18 in^3 Area =19 in^2 Cd =1.15 Cm =No Cr =No Incising?No Species:DF #2 CL =1.00 Cf/Cv =1.30 Braced?No Moment =368 ft-#fb =250 psi F'b =1341 psi Ratio:0.187 OK Shear =420 #fv =33 psi F'v =207 psi Ratio:0.158 OK 0.004 in L/d =11130 L/d Limit =360 OK 0.010 in L/d =4020 L/d Limit =240 OK Reactions D L S Factored Left 269 # 93 # 109 # 420 # Right 269 # 93 # 109 # 420 # 2HB Span =3.00 ft DL =15 PSF DL =15 PSF DL =12 PSF SL =25 PSF LL =40 PSF Trib:2/2+7.75/2+2/2 = 5.88 ft 0 = 0.00 ft 0 = 0.00 ft PLF Load: DL =88 plf LL =0 plf SL =147 plf 235 plf LC:DL+SL Size:4x6 Moment of Inertia =49 in^4 Sx =18 in^3 Area =19 in^2 Cd =1.15 Cm =No Cr =No Incising?No Species:DF #2 CL =1.00 Cf/Cv =1.30 Braced?No Moment =264 ft-#fb =180 psi F'b =1341 psi Ratio:0.134 OK Shear =353 #fv =27 psi F'v =207 psi Ratio:0.133 OK 0.003 in L/d =10442 L/d Limit =360 OK 0.006 in L/d =6526 L/d Limit =240 OK Reactions D L S Factored Left 132 # 0 # 220 # 353 # Right 132 # 0 # 220 # 353 # Roof Floor Wall Comment Factored Load = Transient Deflection = Total Load Deflection = Roof Floor Wall Comment Factored Load = Transient Deflection = Total Load Deflection = Project Name Project # PROLINK ESTATE 22007 Subject 2nd Floor Headers, Beams, and Joists 2HC Span =6.00 ft DL =15 PSF DL =15 PSF DL =12 PSF SL =25 PSF LL =40 PSF Trib:9.58/2+1.5 = 6.29 ft 0 = 0.00 ft 0 = 0.00 ft PLF Load: DL =94 plf LL =0 plf SL =157 plf 252 plf LC:DL+SL Size:4x6 Moment of Inertia =49 in^4 Sx =18 in^3 Area =19 in^2 Cd =1.15 Cm =No Cr =No Incising?No Species:DF #2 CL =0.99 Cf/Cv =1.30 Braced?No Moment =1132 ft-#fb =770 psi F'b =1338 psi Ratio:0.575 OK Shear =755 #fv =59 psi F'v =207 psi Ratio:0.284 OK 0.059 in L/d =1219 L/d Limit =360 OK 0.094 in L/d =762 L/d Limit =240 OK Reactions D L S Factored Left 283 # 0 # 472 # 755 # Right 283 # 0 # 472 # 755 # 2HD Span =8.00 ft R. Cant. =0.00 ft L. Cant. =0.00 ft DL =15 PSF DL =15 PSF DL =12 PSF SL =25 PSF LL =40 PSF Trib:2+16/2 = 10.00 ft 13.08/2 = 6.54 ft 8 = 8.00 ft PLF Load: DL =344 plf LL =262 plf SL =250 plf Point Loads Location Source: DL: LL: SL: EQ: P1:2.00 ft RHA 478 lb 0 lb 796 lb 0 lb 2HE Span =6.00 ft DL =15 PSF DL =15 PSF DL =12 PSF SL =25 PSF LL =40 PSF Trib:0 = 0.00 ft 12/2 = 6.00 ft 8 = 8.00 ft PLF Load: DL =186 plf LL =240 plf SL =0 plf 426 plf LC:DL+LL Size:4x8 Moment of Inertia =111 in^4 Sx =31 in^3 Area =25 in^2 Cd =1 Cm =No Cr =No Incising?No Species:DF #2 CL =0.99 Cf/Cv =1.30 Braced?No Moment =1917 ft-#fb =750 psi F'b =1162 psi Ratio:0.645 OK Shear =1278 #fv =76 psi F'v =180 psi Ratio:0.420 OK 0.039 in L/d =1830 L/d Limit =360 OK 0.070 in L/d =1031 L/d Limit =240 OK Reactions D L S Factored Left 558 # 720 # 0 # 1278 # Right 558 # 720 # 0 # 1278 # Roof Floor Wall Comment MAX SPAN AND LOAD Factored Load = Transient Deflection = Total Load Deflection = Roof Floor Wall Comment SEE RISA Roof Floor Wall Comment Factored Load = Transient Deflection = Total Load Deflection = Project Name Project # PROLINK ESTATE 22007 Subject 2nd Floor Headers, Beams, and Joists 2HF Span =4.00 ft DL =15 PSF DL =15 PSF DL =12 PSF SL =25 PSF LL =40 PSF Trib:2+11.75/2 = 7.88 ft 1.33 = 1.33 ft 8 = 8.00 ft PLF Load: DL =234 plf LL =53 plf SL =197 plf 431 plf LC:DL+SL Size:4x6 Moment of Inertia =49 in^4 Sx =18 in^3 Area =19 in^2 Cd =1.15 Cm =No Cr =No Incising?No Species:DF #2 CL =1.00 Cf/Cv =1.30 Braced?No Moment =862 ft-#fb =586 psi F'b =1341 psi Ratio:0.437 OK Shear =862 #fv =67 psi F'v =207 psi Ratio:0.324 OK 0.015 in L/d =3286 L/d Limit =360 OK 0.032 in L/d =1501 L/d Limit =240 OK Reactions D L S Factored Left 468 # 106 # 394 # 862 # Right 468 # 106 # 394 # 862 # 2HG Span =3.00 ft DL =15 PSF DL =15 PSF DL =12 PSF SL =25 PSF LL =40 PSF Trib:0 = 0.00 ft 1.33+5.33/2 = 4.00 ft 8 = 8.00 ft PLF Load: DL =156 plf LL =160 plf SL =0 plf 316 plf LC:DL+LL Size:4x6 Moment of Inertia =49 in^4 Sx =18 in^3 Area =19 in^2 Cd =1 Cm =No Cr =No Incising?No Species:DF #2 CL =1.00 Cf/Cv =1.30 Braced?No Moment =355 ft-#fb =242 psi F'b =1167 psi Ratio:0.207 OK Shear =474 #fv =37 psi F'v =180 psi Ratio:0.205 OK 0.004 in L/d =9597 L/d Limit =360 OK 0.007 in L/d =4858 L/d Limit =240 OK Reactions D L S Factored Left 234 # 240 # 0 # 474 # Right 234 # 240 # 0 # 474 # Floor Wall Comment Factored Load = Roof Floor Wall Comment MAX SPAN USED Transient Deflection = Total Load Deflection = Factored Load = Transient Deflection = Total Load Deflection = Roof Project Name Project # PROLINK ESTATE 22007 Subject 2nd Floor Headers, Beams, and Joists 2HH Span =16.00 ft R. Cant. =0.00 ft L. Cant. =0.00 ft DL =15 PSF DL =15 PSF DL =12 PSF SL =25 PSF LL =40 PSF Trib:4 = 4.00 ft 1.33 = 1.33 ft 8 = 8.00 ft PLF Load: DL =176 plf LL =53 plf SL =100 plf Point Loads Location Source: DL: LL: SL: EQ: P1:5.00 ft RHA 478 lb 0 lb 796 lb 0 lb P1:11.00 ft RHA 478 lb 0 lb 796 lb 0 lb 2RA Span =8.92 ft DL =15 PSF DL =15 PSF DL =12 PSF SL =25 PSF LL =40 PSF Trib:2/2 = 1.00 ft 0 = 0.00 ft 0 = 0.00 ft PLF Load: DL =15 plf LL =0 plf SL =25 plf 40 plf LC:DL+SL Size:2x12 Moment of Inertia =178 in^4 Sx =32 in^3 Area =17 in^2 Cd =1.15 Cm =No Cr =Yes Incising?No Species:DF #2 CL =0.62 Cf/Cv =1.00 Braced?No Moment =398 ft-#fb =151 psi F'b =738 psi Ratio:0.205 OK Shear =178 #fv =16 psi F'v =207 psi Ratio:0.077 OK 0.013 in L/d =8560 L/d Limit =360 OK 0.020 in L/d =5350 L/d Limit =240 OK Reactions D L S Factored Left 67 # 0 # 112 # 178 # Right 67 # 0 # 112 # 178 # Factored Load = Transient Deflection = Total Load Deflection = Roof Floor Wall Comment SEE ENERCALC Roof Floor Wall Comment FB1 Span =6.25 ft DL =15 PSF DL =15 PSF DL =12 PSF SL =25 PSF LL =40 PSF Trib:0 = 0.00 ft 13.25/2+11.33/2 = 12.29 ft 0 = 0.00 ft PLF Load: DL =184 plf LL =492 plf SL =0 plf 676 plf LC:DL+LL Size:4x10 Moment of Inertia =231 in^4 Sx =50 in^3 Area =32 in^2 Cd =1 Cm =No Cr =Yes Incising?No Species:DF #2 CL =0.99 Cf/Cv =1.20 Braced?No Moment =3301 ft-#fb =794 psi F'b =1230 psi Ratio:0.645 OK Shear =2112 #fv =98 psi F'v =180 psi Ratio:0.544 OK 0.046 in L/d =1641 L/d Limit =360 OK 0.063 in L/d =1194 L/d Limit =240 OK Reactions D L S Factored Left 576 # 1536 # 0 # 2112 # Right 576 # 1536 # 0 # 2112 # FB2 Span =4.50 ft DL =15 PSF DL =15 PSF DL =12 PSF SL =25 PSF LL =40 PSF Trib:2/2 = 1.00 ft 12.92/2+5/2 = 8.96 ft 9+8 = 17.00 ft PLF Load: DL =353 plf LL =358 plf SL =25 plf 712 plf LC:DL+LL Size:4x10 Moment of Inertia =231 in^4 Sx =50 in^3 Area =32 in^2 Cd =1 Cm =No Cr =Yes Incising?No Species:DF #2 CL =0.99 Cf/Cv =1.20 Braced?No Moment =1802 ft-#fb =433 psi F'b =1231 psi Ratio:0.352 OK Shear =1602 #fv =74 psi F'v =180 psi Ratio:0.412 OK 0.009 in L/d =6031 L/d Limit =360 OK 0.018 in L/d =3037 L/d Limit =240 OK Reactions D L S Factored Left 795 # 806 # 56 # 1602 # Right 795 # 806 # 56 # 1602 # Subject 2nd Floor Headers, Beams, and Joists Project Name Project # PROLINK ESTATE 22007 Factored Load = Transient Deflection = Total Load Deflection = Comment Factored Load = Transient Deflection = Total Load Deflection = Roof Floor Wall Comment Roof Floor Wall Multiple Simple Beam Balanced Structural EngineeringLic. # : KW-06015344 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 22007 prolink estate.ec6 Project Title: Engineer: Project ID: Printed: 17 MAR 2022, 10:09AM Project Descr: 2ND FLOOR FRAMING BEAMSDescription : BEAM Size :3.5x12, GLB, Fully Unbraced Using Allowable Stress Design with IBC 2015 Load Combinations, Major Axis Bending Wood Beam Design : Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 DF/DF 24F-V4 2,400.0 1,850.0 1,650.0 650.0 1,800.0 950.0 265.0 1,100.0 31.210 Eminbend - xx ksi Wood Species :Wood Grade : Fb - Tension psi psi Fv psi Fb - Compr Ft psi Fc - Prll psi psiFc - Perp Ebend- xx ksi Density pcf 2B2 <1% OVER OK Applied Loads Unif Load: D = 0.2150, S = 0.1980 k/ft, Trib= 1.0 ft Point: D = 1.80, S = 1.712 k @ 9.50 ft .Design Summary Max fb/Fb Ratio =1.004 : 1 Max Reactions (k)HEWSLrL +D+S+HLoad Comb : Span # 1 Left Support D in 9.270 inft 173.22 psi Fb : Allowable :2,524.60 psi Right Support Fv : Allowable :Span # 1 Load Comb :+D+S+H 304.75 psi fb : Actual : Max fv/FvRatio =0.568 : 1 12.510 ft 2,534.80 psi at atfv : Actual : Ratio 9999 Ratio 9999 Max Deflections Transient Downward 0.297 in Transient Upward 0.000 in Total Downward 0.614 in Total Upward 0.000 in 1.98 1.842.72 2.54 Ratio 546 263Ratio LC: S Only LC: +D+S+H LC:LC: BEAM Size :5.5x18, GLB, Fully Unbraced Using Allowable Stress Design with IBC 2015 Load Combinations, Major Axis Bending Wood Beam Design : Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 DF/DF 24F-V4 2,400.0 1,850.0 1,650.0 650.0 1,800.0 950.0 265.0 1,100.0 31.210 Eminbend - xx ksi Wood Species :Wood Grade : Fb - Tension psi psi Fv psi Fb - Compr Ft psi Fc - Prll psi psiFc - Perp Ebend- xx ksi Density pcf 2B3 Applied Loads Unif Load: D = 0.4240, L = 0.1950, S = 0.4250 k/ft, Trib= 1.0 ft Point: D = 3.816, S = 6.329 k @ 3.330 ft Point: D = 2.720, S = 2.540 k @ 8.420 ft Point: D = 0.7790, S = 1.299 k @ 9.670 ft .Design Summary Max fb/Fb Ratio =0.790 : 1 Max Reactions (k)HEWSLrL +D+S+HLoad Comb : Span # 1 Left Support D in 6.537 inft 219.11 psi Fb : Allowable :2,657.90 psi Right Support Fv : Allowable :Span # 1 Load Comb :+D+S+H 304.75 psi fb : Actual : Max fv/FvRatio =0.719 : 1 0.000 ft 2,098.93 psi at atfv : Actual : Ratio 9999 Ratio 9999 Max Deflections Transient Downward 0.195 in Transient Upward 0.000 in Total Downward 0.355 in Total Upward 0.000 in 6.87 1.29 8.836.07 1.29 6.97 Ratio 816 447Ratio LC: S Only LC: +D+S+H LC:LC: Multiple Simple Beam Balanced Structural EngineeringLic. # : KW-06015344 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 22007 prolink estate.ec6 Project Title: Engineer: Project ID: Printed: 17 MAR 2022, 10:09AM Project Descr: BEAM Size :3.5x13.5, GLB, Fully Unbraced Using Allowable Stress Design with IBC 2015 Load Combinations, Major Axis Bending Wood Beam Design : Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 DF/DF 24F-V4 2,400.0 1,850.0 1,650.0 650.0 1,800.0 950.0 265.0 1,100.0 31.210 Eminbend - xx ksi Wood Species :Wood Grade : Fb - Tension psi psi Fv psi Fb - Compr Ft psi Fc - Prll psi psiFc - Perp Ebend- xx ksi Density pcf 2B4 Applied Loads Unif Load: D = 0.0730, L = 0.1950 k/ft, Trib= 1.0 ft Point: D = 6.870, L = 1.290, S = 8.830 k @ 1.670 ft .Design Summary Max fb/Fb Ratio =0.407 : 1 Max Reactions (k)HEWSLrL +D+S+HLoad Comb : Span # 1 Left Support D in 1.673 inft 187.17 psi Fb : Allowable :2,731.18 psi Right Support Fv : Allowable :Span # 1 Load Comb :+D+S+H 304.75 psi fb : Actual : Max fv/FvRatio =0.614 : 1 0.000 ft 1,111.74 psi at atfv : Actual : Ratio 9999 Ratio 9999 Max Deflections Transient Downward 0.004 in Transient Upward 0.000 in Total Downward 0.008 in Total Upward 0.000 in 2.67 0.74 3.314.39 1.07 5.52 Ratio 7405 4130Ratio LC: S Only LC: +D+S+H LC:LC: BEAM Size :3.5x9, GLB, Fully Unbraced Using Allowable Stress Design with IBC 2015 Load Combinations, Major Axis Bending Wood Beam Design : Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 DF/DF 24F-V4 2,400.0 1,850.0 1,650.0 650.0 1,800.0 950.0 265.0 1,100.0 31.210 Eminbend - xx ksi Wood Species :Wood Grade : Fb - Tension psi psi Fv psi Fb - Compr Ft psi Fc - Prll psi psiFc - Perp Ebend- xx ksi Density pcf 2B6 Applied Loads Unif Load: D= 0.1010->0.1440, L = 0.270->0.3850 k/ft, 0.0 to 5.750 ft Unif Load: D= 0.1020->0.1440, L = 0.2720->0.3830 k/ft, 5.750 to 11.50 ft .Design Summary Max fb/Fb Ratio =0.813 : 1 Max Reactions (k)HEWSLrL +D+L+HLoad Comb : Span # 1 Left Support D in 5.597 inft 108.92 psi Fb : Allowable :2,328.34 psi Right Support Fv : Allowable :Span # 1 Load Comb :+D+L+H 265.00 psi fb : Actual : Max fv/FvRatio =0.411 : 1 10.772 ft 1,893.38 psi at atfv : Actual : Ratio 9999 Ratio 9999 Max Deflections Transient Downward 0.339 in Transient Upward 0.000 in Total Downward 0.466 in Total Upward 0.000 in 0.68 1.830.73 1.94 Ratio 407 296Ratio LC: L Only LC: +D+L+H LC:LC: Multiple Simple Beam Balanced Structural EngineeringLic. # : KW-06015344 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 22007 prolink estate.ec6 Project Title: Engineer: Project ID: Printed: 17 MAR 2022, 10:09AM Project Descr: BEAM Size :3.5x9, GLB, Fully Unbraced Using Allowable Stress Design with IBC 2015 Load Combinations, Major Axis Bending Wood Beam Design : Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 DF/DF 24F-V4 2400 1850 1650 650 1800 950 265 1100 31.21 Eminbend - xx ksi Wood Species :Wood Grade : Fb - Tension psi psi Fv psi Fb - Compr Ft psi Fc - Prll psi psiFc - Perp Ebend- xx ksi Density pcf 2B7 Applied Loads Unif Load: D = 0.2340, L = 0.3680 k/ft, Trib= 1.0 ft Point: D = 3.522, S = 5.870 k @ 1.750 ft .Design Summary Max fb/Fb Ratio =0.540 : 1 Max Reactions (k)HEWSLrL +D+S+HLoad Comb : Span # 1 Left Support D in 1.744 inft 299.68 psi Fb : Allowable :2,741.90 psi Right Support Fv : Allowable :Span # 1 Load Comb :+D+S+H 304.75 psi fb : Actual : Max fv/FvRatio =0.983 : 1 1.922 ft 1,481.68 psi at atfv : Actual : Ratio 9999 Ratio 9999 Max Deflections Transient Downward 0.009 in Transient Upward 0.000 in Total Downward 0.016 in Total Upward 0.000 in 1.53 0.49 2.022.62 0.49 3.85 Ratio 3457 2063Ratio LC: S Only LC: +D+S+H LC:LC: BEAM Size :3.5x12, GLB, Fully Unbraced Using Allowable Stress Design with IBC 2015 Load Combinations, Major Axis Bending Wood Beam Design : Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 DF/DF 24F-V4 2400 1850 1650 650 1800 950 265 1100 31.21 Eminbend - xx ksi Wood Species :Wood Grade : Fb - Tension psi psi Fv psi Fb - Compr Ft psi Fc - Prll psi psiFc - Perp Ebend- xx ksi Density pcf 2HH Applied Loads Unif Load: D = 0.1570, L = 0.0530, S = 0.0690 k/ft, Trib= 1.0 ft Point: D = 0.4780, S = 0.7960 k @ 5.0 ft Point: D = 0.4780, S = 0.7960 k @ 11.0 ft .Design Summary Max fb/Fb Ratio =0.802 : 1 Max Reactions (k)HEWSLrL +D+S+HLoad Comb : Span # 1 Left Support D in 8.000 inft 102.32 psi Fb : Allowable :2,423.02 psi Right Support Fv : Allowable :Span # 1 Load Comb :+D+S+H 304.75 psi fb : Actual : Max fv/FvRatio =0.336 : 1 0.000 ft 1,943.14 psi at atfv : Actual : Ratio 9999 Ratio 9999 Max Deflections Transient Downward 0.325 in Transient Upward 0.000 in Total Downward 0.709 in Total Upward 0.000 in 1.73 0.42 1.351.73 0.42 1.35 Ratio 591 270Ratio LC: S Only LC: +D+S+H LC:LC: Designer: Joshua Mergens Company: RISA Date: 03-17-2022 Project: 22007 PROLINK ESTATE Component: 2HD, 1% OVER OK lPlROERT EIlSONU O TDAha 4x12 paeMamNObha Beam rayLnD 8 ft gnAnaNtoaL(0 pAnamdA)NObha Wood p ORE rNlPlROERT pAnamdA)Solid Sawn imAoaNObha Visually Graded ThaldaG Douglas Fir-Larch imAoa No.2 cesCG No Rego 1 I/0.3 UayGdnb 0.035 k/ft³ TK lRNlPlROERT uM 0.9 ksi un 0.575 ksi uH 0.18 ksi ul 1.35 ksi R 1600 ksi URTEiINlPlROERT rMNg/n 8 ft rMNdy 8 ft rlgehNngh 8 ft rlgehNMgn 8 ft Cdy 1 TdoaGFAb No cm 1 cU 1.15 v 9.39 cr 0.99 cl 0.37 rP UT lPEIONrP UT rgAoNcAnaLgmb pALydn/oaNtw)B(rglAndgyNtBnkNf(Udmalndgy Ur ,%0.4 7 Tr ,%.82 7 Ur ,%0.4 4 Tr ,%.82 4 Page 1 of 4 UETOEvSORUNrP UT rgAoNcAnaLgmb TnAmnNpALNtw)B(RyoNpALNtw)B(TnAmnNrglNtBnkNf(RyoNrglNtBnkNf(Udmalndgy Ur ,%900 ,%900 ,6,,f rr ,%727 ,%727 ,6,,f Tr ,%73 ,%73 ,6,,f rP UNcPpvEI OEPIT EvcN7,64 Load combinations include self weight. R1/Andgy cgoa cU TU 6(N6NUr EvcN6254 ,%8 7(N6NUrNqN6Nrr EvcN6258 6 9(N6NUrNqN6NTr EvcN6256,N 6%63 0(N6NUrNqN,%.3Nrr EvcN62566N 6%73 3(N6NUrNqN,%.3NrrNqN,%.3NTr EvcN62566N 6%63 UE i pT All diagrams display the governing load combination. Page 2 of 4 R cOEPIT pdyspA-Kgmd+gynA)Ntw(xamndlA)Ntw(pgeaynNtw5Bn( T/hhgmnN6NtzN,NBn(pA-,NtEvcN6254(,NtEvcN62566NlPTO(,NtEvcN6254( pA-,NtEvcN6254(59%.3.NtEvcN6256,N(,NtEvcN6254( T/hhgmnN7NtzN4NBn(pA-,NtEvcN6254(,NtEvcN62566NlPTO(,NtEvcN6254( pA-,NtEvcN6254(50%780NtEvcN6256,N(,NtEvcN6254( c rcSr OEPIT Page 3 of 4 AWC NDS-18: ASD Code Check rdednNTnAna a1/dmao HAd)AM)a SydnbNcDalw aG/)n hh)daoNrgAodyLN5NvayodyLs -dA)5 5 5 5 hh)daoNrgAodyLN5NTDaAm 5 5 5 5 -dA)NcgehmaGGdgyN yA)bGdG ,NwGd ,%3.7NwGd 5 5 -dA)NOayGdgyN yA)bGdG ,NwGd ,%226NwGd 5 5 u)a-/mA)N yA)bGdGkNuM6V 6%607NwGd 6%678NwGd 5 5 vayodyLN@N -dA)NcgehmaGGdgyN yA)bGdG 5 5 6%,6 uAd) vayodyLN@N -dA)NOayGdgyN yA)bGdG 5 5 6%,6 uAd) TDaAmN yA)bGdG ,%609NwGd ,%7,.NwGd ,%28 lAGG Ua'&alndgyNcDalw 5 5 ,%7.lAGG Ua'&alndgyNcDalw Ur rr UrNqNrr Ua'&alndgy ,%,34Ndy ,%,3Ndy ,%6,4Ndy rglAndgy 9%864NBn 9%4.4NBn 9%4.4NBn rsΔNAndg 623,%6 6877%4 444%6 rsΔNrdednNt/GamNdyh/n(70,92,70, SydnbNcDalw ,%63 ,%68 ,%7. Page 4 of 4 D+L D+S D+(W or E) D+3/4S+3/4L +3/4(W or E)0.6+U Beam Width Wood Species ROOF RHA 0.478 k 0.000 k 0.796 k 0.000 k 0.478 k 1.274 k 0.478 k 1.075 k 0.287 k 1.274 k 4x DF (1) 2.395 k 0.53 RHB 0.472 k 0.000 k 0.753 k 0.000 k 0.472 k 1.225 k 0.472 k 1.037 k 0.283 k 1.225 k 4x DF (1) 2.395 k 0.51 RHC 0.970 k 0.000 k 1.620 k 0.000 k 0.970 k 2.590 k 0.970 k 2.185 k 0.582 k 2.590 k 4x DF (2) 4.791 k 0.54 RGB 1.003 k 0.000 k 1.672 k 0.000 k 1.003 k 2.675 k 1.003 k 2.257 k 0.602 k 2.675 k 4x DF (2) 4.791 k 0.56 RGD 0.233 k 0.000 k 0.388 k 0.000 k 0.233 k 0.621 k 0.233 k 0.524 k 0.140 k 0.621 k 4x DF (1) 2.395 k 0.26 RGE 0.779 k 0.000 k 1.299 k 0.000 k 0.779 k 2.078 k 0.779 k 1.753 k 0.467 k 2.078 k 4x DF (1) 2.395 k 0.87 RGF 0.435 k 0.000 k 0.724 k 0.000 k 0.435 k 1.159 k 0.435 k 0.978 k 0.261 k 1.159 k 4x DF (1) 2.395 k 0.48 2ND FLOOR 2B1 1.800 k 0.000 k 0.796 k 0.000 k 1.800 k 2.597 k 1.800 k 2.398 k 1.080 k 2.597 k 4x DF (2) 4.791 k 0.54 2B5 0.923 k 1.374 k 0.000 k 0.000 k 2.297 k 0.923 k 0.923 k 1.953 k 0.554 k 2.297 k 4x DF (1) 2.395 k 0.96 2B6 0.730 k 1.940 k 0.000 k 0.000 k 2.670 k 0.730 k 0.730 k 2.185 k 0.438 k 2.670 k 4x DF (2) 4.791 k 0.56 2HA 0.269 k 0.093 k 0.109 k 0.000 k 0.362 k 0.378 k 0.269 k 0.420 k 0.161 k 0.420 k 4x DF (1) 2.395 k 0.18 2HB 0.132 k 0.000 k 0.220 k 0.000 k 0.132 k 0.353 k 0.132 k 0.297 k 0.079 k 0.353 k 4x DF (1) 2.395 k 0.15 2HC 0.283 k 0.000 k 0.472 k 0.000 k 0.283 k 0.755 k 0.283 k 0.637 k 0.170 k 0.755 k 4x DF (1) 2.395 k 0.32 2HD 2.012 k 1.048 k 1.988 k 0.000 k 3.060 k 4.000 k 2.012 k 4.289 k 1.207 k 4.289 k 4x DF (2) 4.791 k 0.90 2HE 0.558 k 0.720 k 0.000 k 0.000 k 1.278 k 0.558 k 0.558 k 1.098 k 0.335 k 1.278 k 4x DF (1) 2.395 k 0.53 2HF 0.955 k 0.106 k 1.190 k 0.000 k 1.061 k 2.145 k 0.955 k 1.927 k 0.573 k 2.145 k 4x DF (1) 2.395 k 0.90 2HH 1.890 k 0.420 k 1.600 k 0.000 k 2.310 k 3.490 k 1.890 k 3.405 k 1.134 k 3.490 k 6x DF (1) 3.764 k 0.93 Capcity With DF Bottom Plate = 0.73*625 = 456 psi Capcity With HF Bottom Plate = 0.73*405 = 296 psi Project Name: PROLINK ESTATE Project #: 22007 Subject: TRIMMER STUDS Assume trimmer studs resist 100% of header reaction and king studs resist 100% of wind and load from above. Trimmer studs are braced in x-x direction. With an applied accidental eccentricty of 1.2", 2x6 studs are controled by compression perpendicular to grain for heights up to 8.5' for HF #2 and 10' for DF#2 Level S W or E RatioAllowable# of Studs Max Applied LoadLDMember FramingLoad Combinations Mark Source DL LL SL W or E D+L D+S D+(W or E) D+3/4S+3/4L+ 3/4(W or E) 0.6+U Max Applied Load Beam Width Wood Species Post Height Post Size RC1 RGA+RGB 3.522 k 0.000 k 5.870 k 0.000 k 3.522 k 9.392 k 3.522 k 7.925 k 2.113 k 9.392 k 4x DF 8.00 ft 4x8 RC2 RGC+RGD 3.816 k 0.000 k 6.329 k 0.000 k 3.816 k 10.145 k 3.816 k 8.563 k 2.290 k 10.145 k 4x DF 8.00 ft 4x8 RC3 RGC 3.583 k 0.000 k 5.941 k 0.000 k 3.583 k 9.524 k 3.583 k 8.039 k 2.150 k 9.524 k 4x DF 8.00 ft 6x6 2C1 2B2 2.720 k 0.000 k 2.540 k 0.000 k 2.720 k 5.260 k 2.720 k 4.625 k 1.632 k 5.260 k 6x DF 9.00 ft 6x6 2C2 2B3 6.870 k 1.290 k 8.830 k 0.000 k 8.160 k 15.700 k 6.870 k 14.460 k 4.122 k 15.700 k 6x DF 9.00 ft 6x8 2C3 2B4 4.390 k 1.070 k 5.520 k 0.000 k 5.460 k 9.910 k 4.390 k 9.333 k 2.634 k 9.910 k 6x DF 9.00 ft 6x6 2C4 2B7 2.634 k 0.490 k 3.850 k 0.000 k 3.124 k 6.484 k 2.634 k 5.889 k 1.580 k 6.484 k 4x DF 9.00 ft 4x6 2C5 2B8 0.272 k 0.000 k 0.453 k 0.000 k 0.272 k 0.724 k 0.272 k 0.611 k 0.163 k 0.724 k 4x DF 9.00 ft 4x6 Mark Source Max Applied Load Beam Width Brg Length Wood Species Area Allowable Ratio RC1 RGA+RGB 9.392 k 4x 7.25 in DF 25 in^2 11.571 k 0.81 RC2 RGC+RGD 10.145 k 4x 7.25 in DF 25 in^2 11.571 k 0.88 RC3 RGC 9.524 k 6x 5.50 in DF 30 in^2 13.794 k 0.69 2C1 2B2 5.260 k 6x 5.50 in DF 30 in^2 13.794 k 0.38 2C2 2B3 15.700 k 6x 7.25 in DF 40 in^2 18.183 k 0.86 2C3 2B4 9.910 k 6x 5.50 in DF 30 in^2 13.794 k 0.72 2C4 2B7 6.484 k 4x 5.50 in DF 19 in^2 8.778 k 0.74 2C5 2B8 0.724 k 6x 5.50 in DF 30 in^2 13.794 k 0.05 *SEE RISA 3D Capcity With DF Bottom Plate = 0.73*625 = 456 psi Capcity With HF Bottom Plate = 0.73*405 = 296 psi *SEE ENERCALC FOR POST DESIGN, ALL POSTS ARE DESIGNED WITH A MINIMUM ACCIDENTAL ECCENTRICITY OF 1.2" AND K = 1.0 UNLESS NOTED OTHERWISE Perpendicular to Grain Check Project #:Project Name: Post Loads Post Loads Subject: 22007PROLINK ESTATE Designer: Joshua Mergens Company: RISA Date: 03-17-2022 Project: 22007 PROLINK ESTATE Component: RC1 PROPERTIES INPUT DATA Shape 4x8 Member Type Column Length 8 ft Rotate (deg)0 Material Type Wood MATERIAL PROPERTIES Material Solid Sawn Grade Type Visually Graded Species Douglas Fir-Larch Grade No.2 Cm/Ks No Emod 1 Nu 0.3 Density 0.035 k/ft³ SHAPE PROPERTIES Fb 0.9 ksi Ft 0.575 ksi Fv 0.18 ksi Fc 1.35 ksi E 1600 ksi DESIGN PROPERTIES Lb out 8 ft Lb in 8 ft Lcomp top 8 ft Lcomp bot 8 ft Kin 1 Sidesway No Cr 1 CD 1.15 RB 7.54 CL 0.99 CP 0.35 LOADS POINT LOADS Load Category Magnitude (klf)Location (ft, %)Direction DL 3.522 100% SL 5.87 100% DL 0.352 100% SL 0.587 100% LOAD COMBINATIONS IBC 2018 Load combinations include self weight and P-Delta. Page 1 of 4 Equation Code CD ASD 1) 1 DL IBC 16-8 0.9 2) 1 DL + 1 SL IBC 16-10 1.15 3) 1 DL + 0.75 SL IBC 16-11 1.15 DIAGRAMS All diagrams display the governing load combination. REACTIONS Page 2 of 4 Min/Max Horizontal (k)Vertical (k)Moment (k-ft) Support 1 (@ 8 ft)Max 0.117 (IBC 16-8 POST)0 (IBC 16-10 )0 (IBC 16-10 ) Max 0.117 (IBC 16-8 POST)0 (IBC 16-10 )0 (IBC 16-10 ) Support 2 (@ 0 ft)Max -0.044 (IBC 16-8)-3.571 (IBC 16-8)0 (IBC 16-10 ) Max -0.044 (IBC 16-8)-9.441 (IBC 16-8 POST)0 (IBC 16-10 ) CALCULATIONS Page 3 of 4 AWC NDS-18: ASD Code Check Limit State Required Available Unity Check Result Applied Loading - Bending/Axial ---- Applied Loading - Shear ---- Axial Compression Analysis 0.37 ksi 0.576 ksi -- Axial Tension Analysis 0 ksi 0.794 ksi -- Flexural Analysis, Fb1'0.368 ksi 1.337 ksi -- Bending & Axial Compression Analysis --0.73 Pass Bending & Axial Tension Analysis --0.27 Pass Shear Analysis 0.007 ksi 0.207 ksi 0.03 Pass Page 4 of 4 Designer: Joshua Mergens Company: RISA Date: 03-17-2022 Project: 22007 PROLINK ESTATE Component: RC2 PROPERTIES INPUT DATA Shape 4x8 Member Type Column Length 8 ft Rotate (deg)0 Material Type Wood MATERIAL PROPERTIES Material Solid Sawn Grade Type Visually Graded Species Douglas Fir-Larch Grade No.2 Cm/Ks No Emod 1 Nu 0.3 Density 0.035 k/ft³ SHAPE PROPERTIES Fb 0.9 ksi Ft 0.575 ksi Fv 0.18 ksi Fc 1.35 ksi E 1600 ksi DESIGN PROPERTIES Lb out 8 ft Lb in 8 ft Lcomp top 8 ft Lcomp bot 8 ft Kin 1 Sidesway No Cr 1 CD 1.15 RB 7.54 CL 0.99 CP 0.35 LOADS POINT LOADS Load Category Magnitude (klf)Location (ft, %)Direction DL 3.816 100% SL 6.329 100% DL 0.358 100% SL 0.633 100% LOAD COMBINATIONS IBC 2018 Load combinations include self weight and P-Delta. Page 1 of 4 Equation Code CD ASD 1) 1 DL IBC 16-8 0.9 2) 1 DL + 1 SL IBC 16-10 1.15 3) 1 DL + 0.75 SL IBC 16-11 1.15 DIAGRAMS All diagrams display the governing load combination. REACTIONS Page 2 of 4 Min/Max Horizontal (k)Vertical (k)Moment (k-ft) Support 1 (@ 8 ft)Max 0.124 (IBC 16-8 POST)0 (IBC 16-10 )0 (IBC 16-10 ) Max 0.124 (IBC 16-8 POST)0 (IBC 16-10 )0 (IBC 16-10 ) Support 2 (@ 0 ft)Max -0.045 (IBC 16-8)-3.865 (IBC 16-8)0 (IBC 16-10 ) Max -0.045 (IBC 16-8)-10.194 (IBC 16-8 POST)0 (IBC 16-10 ) CALCULATIONS Page 3 of 4 AWC NDS-18: ASD Code Check Limit State Required Available Unity Check Result Applied Loading - Bending/Axial ---- Applied Loading - Shear ---- Axial Compression Analysis 0.4 ksi 0.576 ksi -- Axial Tension Analysis 0 ksi 0.794 ksi -- Flexural Analysis, Fb1'0.388 ksi 1.337 ksi -- Bending & Axial Compression Analysis --0.82 Pass Bending & Axial Tension Analysis --0.29 Pass Shear Analysis 0.007 ksi 0.207 ksi 0.04 Pass Page 4 of 4 Designer: Joshua Mergens Company: RISA Date: 03-17-2022 Project: 22007 PROLINK ESTATE Component: RC3 PROPERTIES INPUT DATA Shape 6x6 Member Type Column Length 8 ft Rotate (deg)0 Material Type Wood MATERIAL PROPERTIES Material Solid Sawn Grade Type Visually Graded Species Douglas Fir-Larch Grade No.1 Cm/Ks No Emod 1 Nu 0.3 Density 0.035 k/ft³ SHAPE PROPERTIES Fb 1.2 ksi Ft 0.825 ksi Fv 0.17 ksi Fc 1 ksi E 1600 ksi DESIGN PROPERTIES Lb out 8 ft Lb in 8 ft Lcomp top 8 ft Lcomp bot 8 ft Kin 1 Sidesway No Cr 1 CD 1.15 RB 4.18 CL 1 CP 0.79 LOADS POINT LOADS Load Category Magnitude (klf)Location (ft, %)Direction DL 3.583 100% SL 5.941 100% DL 0.353 100% SL 0.594 100% LOAD COMBINATIONS IBC 2018 Load combinations include self weight and P-Delta. Page 1 of 4 Equation Code CD ASD 1) 1 DL IBC 16-8 0.9 2) 1 DL + 1 SL IBC 16-10 1.15 3) 1 DL + 0.75 SL IBC 16-11 1.15 DIAGRAMS All diagrams display the governing load combination. REACTIONS Page 2 of 4 Min/Max Horizontal (k)Vertical (k)Moment (k-ft) Support 1 (@ 8 ft)Max 0.118 (IBC 16-8 POST)0 (IBC 16-10 )0 (IBC 16-10 ) Max 0.118 (IBC 16-8 POST)0 (IBC 16-10 )0 (IBC 16-10 ) Support 2 (@ 0 ft)Max -0.044 (IBC 16-8)-3.642 (IBC 16-8)0 (IBC 16-10 ) Max -0.044 (IBC 16-8)-9.583 (IBC 16-8 POST)0 (IBC 16-10 ) CALCULATIONS Page 3 of 4 AWC NDS-18: ASD Code Check Limit State Required Available Unity Check Result Applied Loading - Bending/Axial ---- Applied Loading - Shear ---- Axial Compression Analysis 0.315 ksi 0.906 ksi -- Axial Tension Analysis 0 ksi 0.949 ksi -- Flexural Analysis, Fb1'0.41 ksi 1.38 ksi -- Bending & Axial Compression Analysis --0.49 Pass Bending & Axial Tension Analysis --0.3 Pass Shear Analysis 0.006 ksi 0.196 ksi 0.03 Pass Page 4 of 4 Designer: Joshua Mergens Company: RISA Date: 03-17-2022 Project: 22007 PROLINK ESTATE Component: 2C1 PROPERTIES INPUT DATA Shape 6x6 Member Type Column Length 9 ft Rotate (deg)0 Material Type Wood MATERIAL PROPERTIES Material Solid Sawn Grade Type Visually Graded Species Douglas Fir-Larch Grade No.1 Cm/Ks No Emod 1 Nu 0.3 Density 0.035 k/ft³ SHAPE PROPERTIES Fb 1.2 ksi Ft 0.825 ksi Fv 0.17 ksi Fc 1 ksi E 1600 ksi DESIGN PROPERTIES Lb out 9 ft Lb in 9 ft Lcomp top 9 ft Lcomp bot 9 ft Kin 1 Sidesway No Cr 1 CD 1.15 RB 4.43 CL 1 CP 0.72 LOADS POINT LOADS Load Category Magnitude (klf)Location (ft, %)Direction DL 3.436 100% LL 1.292 100% SL 3.362 100% DL 0.344 100% LL 0.129 100% SL 0.336 100% Page 1 of 4 LOAD COMBINATIONS IBC 2018 Load combinations include self weight and P-Delta. Equation Code CD ASD 1) 1 DL IBC 16-8 0.9 2) 1 DL + 1 LL IBC 16-9 1 3) 1 DL + 1 SL IBC 16-10 1.15 4) 1 DL + 0.75 LL IBC 16-11 1.25 5) 1 DL + 0.75 LL + 0.75 SL IBC 16-11 1.15 DIAGRAMS All diagrams display the governing load combination. Page 2 of 4 REACTIONS Min/Max Horizontal (k)Vertical (k)Moment (k-ft) Support 1 (@ 9 ft)Max 0.077 (IBC 16-10 )0 (IBC 16-10 )0 (IBC 16-10 ) Max 0.077 (IBC 16-10 )0 (IBC 16-10 )0 (IBC 16-10 ) Support 2 (@ 0 ft)Max -0.038 (IBC 16-8)-3.502 (IBC 16-8)0 (IBC 16-10 ) Max -0.038 (IBC 16-8)-6.993 (IBC 16-10 )0 (IBC 16-10 ) CALCULATIONS Page 3 of 4 AWC NDS-18: ASD Code Check Limit State Required Available Unity Check Result Applied Loading - Bending/Axial ---- Applied Loading - Shear ---- Axial Compression Analysis 0.229 ksi 0.826 ksi -- Axial Tension Analysis 0 ksi 0.949 ksi -- Flexural Analysis, Fb1'0.3 ksi 1.38 ksi -- Bending & Axial Compression Analysis --0.34 Pass Bending & Axial Tension Analysis --0.22 Pass Shear Analysis 0.004 ksi 0.196 ksi 0.02 Pass Page 4 of 4 Designer: Joshua Mergens Company: RISA Date: 03-17-2022 Project: 22007 PROLINK ESTATE Component: 2C2 PROPERTIES INPUT DATA Shape 6x8 Member Type Column Length 9 ft Rotate (deg)0 Material Type Wood MATERIAL PROPERTIES Material Solid Sawn Grade Type Visually Graded Species Douglas Fir-Larch Grade No.1 Cm/Ks No Emod 1 Nu 0.3 Density 0.035 k/ft³ SHAPE PROPERTIES Fb 1.2 ksi Ft 0.825 ksi Fv 0.17 ksi Fc 1 ksi E 1600 ksi DESIGN PROPERTIES Lb out 9 ft Lb in 9 ft Lcomp top 9 ft Lcomp bot 9 ft Kin 1 Sidesway No Cr 1 CD 1.15 RB 5.17 CL 1 CP 0.72 LOADS POINT LOADS Load Category Magnitude (klf)Location (ft, %)Direction DL 6.87 100% LL 1.29 100% SL 8.83 100% DL 0.687 100% LL 0.129 100% SL 0.883 100% Page 1 of 4 LOAD COMBINATIONS IBC 2018 Load combinations include self weight and P-Delta. Equation Code CD ASD 1) 1 DL IBC 16-8 0.9 2) 1 DL + 1 LL IBC 16-9 1 3) 1 DL + 1 SL IBC 16-10 1.15 4) 1 DL + 0.75 LL IBC 16-11 1.25 5) 1 DL + 0.75 LL + 0.75 SL IBC 16-11 1.15 DIAGRAMS All diagrams display the governing load combination. Page 2 of 4 REACTIONS Min/Max Horizontal (k)Vertical (k)Moment (k-ft) Support 1 (@ 9 ft)Max 0.174 (IBC 16-9)0 (IBC 16-10 )0 (IBC 16-10 ) Max 0.174 (IBC 16-9)0 (IBC 16-10 )0 (IBC 16-10 ) Support 2 (@ 0 ft)Max -0.076 (IBC 16-8)-6.96 (IBC 16-8)0 (IBC 16-10 ) Max -0.076 (IBC 16-8)-15.79 (IBC 16-9)0 (IBC 16-10 ) CALCULATIONS Page 3 of 4 AWC NDS-18: ASD Code Check Limit State Required Available Unity Check Result Applied Loading - Bending/Axial ---- Applied Loading - Shear ---- Axial Compression Analysis 0.381 ksi 0.826 ksi -- Axial Tension Analysis 0 ksi 0.949 ksi -- Flexural Analysis, Fb1'0.365 ksi 1.376 ksi -- Bending & Axial Compression Analysis --0.53 Pass Bending & Axial Tension Analysis --0.27 Pass Shear Analysis 0.006 ksi 0.196 ksi 0.03 Pass Page 4 of 4 Designer: Joshua Mergens Company: RISA Date: 03-17-2022 Project: 22007 PROLINK ESTATE Component: 2C3 PROPERTIES INPUT DATA Shape 6x6 Member Type Column Length 9 ft Rotate (deg)0 Material Type Wood MATERIAL PROPERTIES Material Solid Sawn Grade Type Visually Graded Species Douglas Fir-Larch Grade No.1 Cm/Ks No Emod 1 Nu 0.3 Density 0.035 k/ft³ SHAPE PROPERTIES Fb 1.2 ksi Ft 0.825 ksi Fv 0.17 ksi Fc 1 ksi E 1600 ksi DESIGN PROPERTIES Lb out 9 ft Lb in 9 ft Lcomp top 9 ft Lcomp bot 9 ft Kin 1 Sidesway No Cr 1 CD 1.15 RB 4.43 CL 1 CP 0.72 LOADS POINT LOADS Load Category Magnitude (klf)Location (ft, %)Direction DL 4.34 100% LL 1.07 100% SL 5.52 100% DL 0.434 100% LL 0.107 100% SL 0.552 100% Page 1 of 4 LOAD COMBINATIONS IBC 2018 Load combinations include self weight and P-Delta. Equation Code CD ASD 1) 1 DL IBC 16-8 0.9 2) 1 DL + 1 LL IBC 16-9 1 3) 1 DL + 1 SL IBC 16-10 1.15 4) 1 DL + 0.75 LL IBC 16-11 1.25 5) 1 DL + 0.75 LL + 0.75 SL IBC 16-11 1.15 DIAGRAMS All diagrams display the governing load combination. Page 2 of 4 REACTIONS Min/Max Horizontal (k)Vertical (k)Moment (k-ft) Support 1 (@ 9 ft)Max 0.11 (IBC 16-9)0 (IBC 16-10 )0 (IBC 16-10 ) Max 0.11 (IBC 16-9)0 (IBC 16-10 )0 (IBC 16-10 ) Support 2 (@ 0 ft)Max -0.048 (IBC 16-8)-4.406 (IBC 16-8)0 (IBC 16-10 ) Max -0.048 (IBC 16-8)-9.926 (IBC 16-9)0 (IBC 16-10 ) CALCULATIONS Page 3 of 4 AWC NDS-18: ASD Code Check Limit State Required Available Unity Check Result Applied Loading - Bending/Axial ---- Applied Loading - Shear ---- Axial Compression Analysis 0.326 ksi 0.826 ksi -- Axial Tension Analysis 0 ksi 0.949 ksi -- Flexural Analysis, Fb1'0.427 ksi 1.38 ksi -- Bending & Axial Compression Analysis --0.57 Pass Bending & Axial Tension Analysis --0.31 Pass Shear Analysis 0.005 ksi 0.196 ksi 0.03 Pass Page 4 of 4 Designer: Joshua Mergens Company: RISA Date: 03-17-2022 Project: 22007 PROLINK ESTATE Component: 2C4 PROPERTIES INPUT DATA Shape 4x6 Member Type Column Length 9 ft Rotate (deg)0 Material Type Wood MATERIAL PROPERTIES Material Solid Sawn Grade Type Visually Graded Species Douglas Fir-Larch Grade No.2 Cm/Ks No Emod 1 Nu 0.3 Density 0.035 k/ft³ SHAPE PROPERTIES Fb 0.9 ksi Ft 0.575 ksi Fv 0.18 ksi Fc 1.35 ksi E 1600 ksi DESIGN PROPERTIES Lb out 9 ft Lb in 9 ft Lcomp top 9 ft Lcomp bot 9 ft Kin 1 Sidesway No Cr 1 CD 1.15 RB 6.96 CL 0.99 CP 0.27 LOADS POINT LOADS Load Category Magnitude (klf)Location (ft, %)Direction DL 2.634 100% LL 0.491 100% SL 3.847 100% DL 0.263 100% LL 0.049 100% SL 0.385 100% Page 1 of 4 LOAD COMBINATIONS IBC 2018 Load combinations include self weight and P-Delta. Equation Code CD ASD 1) 1 DL IBC 16-8 0.9 2) 1 DL + 1 LL IBC 16-9 1 3) 1 DL + 1 SL IBC 16-10 1.15 4) 1 DL + 0.75 LL IBC 16-11 1.25 5) 1 DL + 0.75 LL + 0.75 SL IBC 16-11 1.15 DIAGRAMS All diagrams display the governing load combination. Page 2 of 4 REACTIONS Min/Max Horizontal (k)Vertical (k)Moment (k-ft) Support 1 (@ 9 ft)Max 0.072 (IBC 16-9)0 (IBC 16-10 )0 (IBC 16-10 ) Max 0.072 (IBC 16-9)0 (IBC 16-10 )0 (IBC 16-10 ) Support 2 (@ 0 ft)Max -0.029 (IBC 16-8)-2.676 (IBC 16-8)0 (IBC 16-10 ) Max -0.029 (IBC 16-8)-6.523 (IBC 16-9)0 (IBC 16-10 ) CALCULATIONS Page 3 of 4 AWC NDS-18: ASD Code Check Limit State Required Available Unity Check Result Applied Loading - Bending/Axial ---- Applied Loading - Shear ---- Axial Compression Analysis 0.337 ksi 0.469 ksi -- Axial Tension Analysis 0 ksi 0.86 ksi -- Flexural Analysis, Fb1'0.441 ksi 1.339 ksi -- Bending & Axial Compression Analysis --0.97 Pass Bending & Axial Tension Analysis --0.33 Pass Shear Analysis 0.006 ksi 0.207 ksi 0.03 Pass Page 4 of 4 Project Name Subject Project # 22007PROLINK ESTATE Pre-Fabricated Balcony Pre-Fabricated Balcony and its connections shall be designed by others. The calculations below demonstrate the post capacity and post connections to support the balcony; Code: ASCE 7-16 97 mph B Height =18.00 ft 40.00 ft Elev. =100 ft 12.40 Kz =0.61 Kzt =1.00 Kd =0.85 Ke =1.00 B PRESSURE COEFFICIENTS ASD Pressures area ft2 GCpi (+) GCpi (-) zone GCp (+) GCp (-) (+) (-) 0 0.18 -0.18 8.78 -9.52 10 0.18 -0.18 4 1.0 -1.1 8.78 -9.52 20 0.18 -0.18 4 0.94 -1.04 8.33 -9.07 50 0.18 -0.18 4 0.88 -0.98 7.88 -8.63 100 0.18 -0.18 4 0.82 -0.92 7.44 -8.18 200 0.18 -0.18 4 0.76 -0.86 6.99 -7.74 500 0.18 -0.18 4 0.7 -0.8 6.55 -7.29 0 0.18 -0.18 8.78 -11.75 10 0.18 -0.18 5 1 -1.4 8.78 -11.75 20 0.18 -0.18 5 0.94 -1.28 8.33 -10.86 50 0.18 -0.18 5 0.88 -1.16 7.88 -9.97 100 0.18 -0.18 5 0.82 -1.04 7.44 -9.07 200 0.18 -0.18 5 0.76 -0.92 6.99 -8.18 500 0.18 -0.18 5 0.7 -0.8 6.55 -7.29 Zone 4 = Middle Zone Zone 5 - Corner Zone Corner Zone Dimension: a =4.00 ft Exposure Wall Project # 22007 Subject Components and Cladding Wind Pressure Project Name PROLINK ESTATE 26.8 26.6-1 Table 26.10.1 26.10.1 Wind Speed = Exposure Cat. = 30.4 Components and Cladding Wind Pressure Least Horiz. Dim.= ASCE Reference qh = 0.00256KzKztKdKeV2 = Table 26.10.1 **DESIGN FOR WORST CASE 6FT OPENING Ht =8.00 ft K =1.0 x-x Braced Wall Location:End Zone Size:1.50 in x 5.50 in 2x6 Fb Cf Cr F'b/Cd =(900 psi)(1.30) (1.35)=1580 psi Fc Cf F'c*/Cd =(1350 psi)(1.10)=1485 psi E' =1600000 psi E'Min =580000 psi (DF #2) DL =159 plf x 2.00 ft =318 #Trib Width =6/2+8 = 11.00 ft LL =0 plf x 2.00 ft =0 #Trib Area =88.00 sqft SL =265 plf x 2.00 ft =530 #w =-10.0 PSF Load from Above PD =0 #w =-109.6 plf PL =0 # PS =0 # Cd Moment*Axial fb fc F'b FbE Fc*Cp F'c FcE Interaction DL+LL 1.0 381.6 k-ft 318 # 50 psi 39 psi 1580 psi 2966 psi 1485 psi 0.71 1053 psi 1565 psi 0.03 DL+SL 1.15 1017.6 k-ft 848 # 135 psi 103 psi 1816 psi 2966 psi 1708 psi 0.66 1127 psi 1565 psi 0.09 DL+3/4(LL+SL)1.15 858.6 k-ft 716 # 114 psi 87 psi 1816 psi 2966 psi 1708 psi 0.66 1127 psi 1565 psi 0.07 DL+3/4(LL+SL+W)1.6 8752.0 k-ft 716 # 1157 psi 87 psi 2527 psi 2966 psi 2376 psi 0.54 1272 psi 1565 psi 0.49 DL+W 1.6 10906.1 k-ft 318 # 1442 psi 39 psi 2527 psi 2966 psi 2376 psi 0.54 1272 psi 1565 psi 0.59 *Use accidental eccentrictiy of 1.2" in strong axis Interaction Less Than 1.0 Therefore OK Deflection = 0.30 in l/d =316 Allowable L/d =180 OK Compression perpendicular to grain: F'c-perp =405 psi Capacity =3341 #Stress Ratio =0.25 OK ROOF LEVEL KING STUDS Project Name: PROLINK ESTATE Subject: Common and King Stud Checks Project #: 22007 Project Name: PROLINK ESTATE Subject: Common and King Stud Checks Project #: 22007 **DESIGN FOR WORST CASE 8FT OPENING Ht =9.00 ft K =1.0 x-x Braced Wall Location:End Zone Size:1.50 in x 5.50 in 2x6 Fb Cf Cr F'b/Cd =(900 psi)(1.30) (1.35)=1580 psi Fc Cf F'c*/Cd =(1350 psi)(1.10)=1485 psi E' =1600000 psi E'Min =580000 psi (DF #2) DL =344 plf x 2.00 ft =688 #Trib Width =8/2+8 = 12.00 ft LL =262 plf x 2.00 ft =523 #Trib Area =108.00 sqft SL =250 plf x 2.00 ft =500 #w =-9.1 PSF Load from Above PD =0 #w =-108.9 plf PL =0 # PS =0 # Cd Moment*Axial fb fc F'b FbE Fc*Cp F'c FcE Interaction DL+LL 1.0 1453.7 k-ft 1211 # 192 psi 147 psi 1580 psi 2636 psi 1485 psi 0.62 928 psi 1236 psi 0.16 DL+SL 1.15 1425.8 k-ft 1188 # 189 psi 144 psi 1816 psi 2636 psi 1708 psi 0.57 976 psi 1236 psi 0.14 DL+3/4(LL+SL)1.15 1746.7 k-ft 1456 # 231 psi 176 psi 1816 psi 2636 psi 1708 psi 0.57 976 psi 1236 psi 0.18 DL+3/4(LL+SL+W)1.6 11669.0 k-ft 1456 # 1543 psi 176 psi 2527 psi 2636 psi 2376 psi 0.53 1269 psi 1236 psi 0.73 DL+W 1.6 14055.5 k-ft 688 # 1859 psi 83 psi 2527 psi 2636 psi 2376 psi 0.54 1272 psi 1236 psi 0.79 *Use accidental eccentrictiy of 1.2" in strong axis Interaction Less Than 1.0 Therefore OK Deflection = 0.48 in l/d =224 Allowable L/d =180 OK Compression perpendicular to grain: F'c-perp =405 psi Capacity =3341 #Stress Ratio =0.44 OK By inspection, all other bearing wall studs are okay by inspection 2ND LEVEL KING STUDS Project Name: PROLINK ESTATE Subject: Common and King Stud Checks Project #: 22007 Ht =9.00 ft K =1.0 x-x Braced Wall Location:End Zone Size:3.00 in x 5.50 in (2)2x6 Fb Cf Cr F'b/Cd =(900 psi)(1.30) (1.35)=1580 psi Fc Cf F'c*/Cd =(1350 psi)(1.10)=1485 psi E' =1600000 psi E'Min =580000 psi (DF #2) DL =176 plf x 2.00 ft =352 #Trib Width =16/2+8 = 16.00 ft LL =53 plf x 2.00 ft =106 #Trib Area =144.00 sqft SL =100 plf x 2.00 ft =200 #w =-9.1 PSF Load from Above PD =0 #w =-145.2 plf PL =0 # PS =0 # Cd Moment*Axial fb fc F'b FbE Fc*Cp F'c FcE Interaction DL+LL 1.0 550.0 k-ft 458 # 36 psi 28 psi 1580 psi 10545 psi 1485 psi 0.62 928 psi 1236 psi 0.02 DL+SL 1.15 662.3 k-ft 552 # 44 psi 33 psi 1816 psi 10545 psi 1708 psi 0.57 976 psi 1236 psi 0.03 DL+3/4(LL+SL)1.15 698.0 k-ft 582 # 46 psi 35 psi 1816 psi 10545 psi 1708 psi 0.57 976 psi 1236 psi 0.03 DL+3/4(LL+SL+W)1.6 13927.7 k-ft 582 # 921 psi 35 psi 2527 psi 10545 psi 2376 psi 0.53 1269 psi 1236 psi 0.38 DL+W 1.6 18061.9 k-ft 352 # 1194 psi 21 psi 2527 psi 10545 psi 2376 psi 0.54 1272 psi 1236 psi 0.48 *Use accidental eccentrictiy of 1.2" in strong axis Interaction Less Than 1.0 Therefore OK Deflection = 0.32 in l/d =335 Allowable L/d =180 OK Compression perpendicular to grain: F'c-perp =405 psi Capacity =6683 #Stress Ratio =0.09 OK KING STUDS AT GARAGE DOOR Maximum Load to Perimeter Footing DL =15 PSF DL =15 PSF DL =12 PSF SL =25 PSF LL =40 PSF Tirb:28/2+2 = 16.00 ft 18/2 = 9.00 ft 17 = 17.00 ft PLF Load: DL =579 plf SL =400 plf LL =360 plf D+S =979 plf D+L =939 plf D+3/4(S+L) =1149 plf (Controls) Footing Width =16 in Allowable Bearing Pressure =1500 PSF Applied Bearing Pressure = P/(Ftg Width) = 862 PSF OK Maximum Allowable Point Load on Perimeter Footing 28 in 4.67 ft Ftg Width =16 in W =1149 plf Abrg =6.22 sqft Pallow = (6.22)(1500) - (4.67)(1149) =3971 # @ Openings: (Allowable incresed at openings because w is only on one side) Pallow = (6.22)(1500) - (4.67)(1149)/2 =6652 # Project Name: PROLINK ESTATE Subject: Foundation Design Project #: 22007 Perimeter Foundation Floor WallRoof Project Name: PROLINK ESTATE Subject: Foundation Design Project #: 22007 Maximum Load to Interior Footing DL =15 PSF DL =15 PSF DL =12 PSF SL =25 PSF LL =40 PSF Tirb:14/2+2 = 9.00 ft 5.17/2+13.83/2 = 9.50 ft 9 = 9.00 ft PLF Load: DL =386 plf SL =225 plf LL =380 plf D+S =611 plf D+L =766 plf D+3/4(S+L) =839 plf (Controls) Footing Width =16 in Allowable Bearing Pressure =1500 PSF Applied Bearing Pressure = P/(Ftg Width) = 629 PSF OK Maximum Allowable Point Load on Interior Footing 28 in 4.67 ft Ftg Width =16 in W =839 plf Abrg =6.22 sqft Pallow = (6.22)(1500) - (4.67)(839) =5417 # @ Openings: (Allowable incresed at openings because w is only on one side) Pallow = (6.22)(1500) - (4.67)(839)/2 =7375 # Interior Foundation Roof Floor Wall Level SOURCE Load Opening Foundation Add'l Area Required (sqft) Ftg Dim (in) ROOF RHA 1274 #N Perimeter N/A RHB 1225 #N Perimeter N/A RHC 2590 #N Perimeter N/A RGB 2675 #N Perimeter N/A RGD 621 #N Perimeter N/A RGE 2078 #N Perimeter N/A RGF 1159 #N Perimeter N/A 2ND FLOOR 2B1 2597 #N Perimeter N/A 2B5 2297 #N Perimeter N/A 2B6 2670 #N Perimeter N/A 2HA 420 #N Perimeter N/A 2HB 353 #N Perimeter N/A 2HC 755 #N Perimeter N/A 2HD 4289 #Y Perimeter N/A 2HE 1278 #N Perimeter N/A 2HF 2145 #N Perimeter N/A 2HH 3490 #N Perimeter N/A Level SOURCE Load Opening Foundation Add'l Area Required (sqft) Ftg Dim (in) RC3 RGC 9524 #n Perimeter 3.70 36" SQ. 2C1 2B2 5260 #n Perimeter 0.86 30" SQ. 2C2 2B3 15700 #n Perimeter 7.82 48" SQ. 2C3 2B4 9910 #n Perimeter 3.96 36" SQ. 2C4 2B7 6484 #n Perimeter 1.68 30" SQ. 2C5 2B8 724 #n Perimeter N/A Allowable Bearing Pressure = 1500 PSF New Perimeter Foundation: Allowable Point Load =3971 # Allowable Point Load @ Oppenings =6652 # New Interior Foundation: Allowable Point Load =5417 # Allowable Point Load @ Oppenings =7375 # Expanded Footings Under Posts Expanded Footings Under Trimmers Project #: 22007 Subject: Foundation Design Project Name: PROLINK ESTATE Company Designer Job Number Model Name : : : : Balanced Structural Engineering, LLC AM 22007 Prolink Estate Checked By : JM 3/17/2022 9:43:35 PM RISA-3D Version 19 [ 22007 Prolink Risa 3D.r3d ]Page 1 Company Designer Job Number Model Name : : : : Balanced Structural Engineering, LLC AM 22007 Prolink Estate Checked By : JM 3/17/2022 9:43:35 PM RISA-3D Version 19 [ 22007 Prolink Risa 3D.r3d ]Page 2 Company Designer Job Number Model Name : : : : Balanced Structural Engineering, LLC AM 22007 Prolink Estate Checked By : JM 3/17/2022 9:43:35 PM RISA-3D Version 19 [ 22007 Prolink Risa 3D.r3d ]Page 3 Node Coordinates Label X [ft]Y [ft]Z [ft]Detach From Diaphragm 1 N1 5 24 0 2 N2 9 24 0 3 N3 5 15.25 0 4 N4 5 21 0 5 N5 5 25.5 0 Node Boundary Conditions Node Label X [k/in]Y [k/in]Z [k/in]Y Rot [k-ft/rad] 1 N3 Reaction Reaction Reaction 2 N5 Reaction Reaction Reaction Nodal Loads and Enforced Displacements No Data to Print... Member Point Loads No Data to Print... Wall Panel Point Loads No Data to Print... Diaphragm Point Loads No Data to Print... Member Distributed Loads (BLC 1 : DL) Member Label Direction Start Magnitude [k/ft, F, ksf, k-ft/ft]End Magnitude [k/ft, F, ksf, k-ft/ft]Start Location [(ft, %)]End Location [(ft, %)] 1 M1 Y -0.068 -0.068 0 %100 Company Designer Job Number Model Name : : : : Balanced Structural Engineering, LLC AM 22007 Prolink Estate Checked By : JM 3/17/2022 9:43:35 PM RISA-3D Version 19 [ 22007 Prolink Risa 3D.r3d ]Page 4 Member Distributed Loads (BLC 2 : SL) Member Label Direction Start Magnitude [k/ft, F, ksf, k-ft/ft]End Magnitude [k/ft, F, ksf, k-ft/ft]Start Location [(ft, %)]End Location [(ft, %)] 1 M1 Y -0.113 -0.113 0 %100 Wall Panel Distributed Loads No Data to Print... Diaphragm Distributed Loads No Data to Print... Basic Load Cases BLC Description Category Distributed 1 DL None 1 2 SL None 1 Load Combinations Description Solve P-Delta BLC Factor BLC Factor 1 DL +SL Yes Y 1 1 2 1 Load Combination Design Description CD Service Hot Rolled Cold Formed Wood Concrete Masonry Aluminum Stainless Connection 1 DL +SL 1.15 Yes Yes Yes Yes Yes Yes Yes Yes Node Reactions LC Node Label X [k]Y [k]Z [k]MX [k-ft]MY [k-ft]MZ [k-ft] 1 1 N3 0.141 0.724 0 0 0 0 2 1 N5 -0.141 0 0 0 0 0 3 1 Totals:0 0.724 0 4 1 COG (ft):X: 7 Y: 24 Z: 0 Company Designer Job Number Model Name : : : : Balanced Structural Engineering, LLC AM 22007 Prolink Estate Checked By : JM 3/17/2022 9:43:35 PM RISA-3D Version 19 [ 22007 Prolink Risa 3D.r3d ]Page 5 Member Section Forces LC Member Label Sec Axial[k]y Shear[k]z Shear[k]Torque[k-ft]y-y Moment[k-ft]z-z Moment[k-ft] 1 1 M1 1 -0.35 0.386 0 0 0 0.244 2 2 -0.35 0.205 0 0 0 -0.051 3 3 -0.35 0.024 0 0 0 -0.165 4 4 -0.35 -0.157 0 0 0 -0.098 5 5 -0.35 -0.338 0 0 0 0.149 6 1 M2 1 0 0.141 0 0 0 0 7 2 0.387 -0.21 0 0 0 0.256 8 3 0.724 0.142 0 0 0 0.73 9 4 0.724 0.142 0 0 0 0.365 10 5 0.724 0.142 0 0 0 0 11 1 M3 1 0.482 -0.061 0 0 0 -0.149 12 2 0.482 -0.061 0 0 0 -0.073 13 3 0.482 -0.061 0 0 0 0.004 14 4 0.482 -0.061 0 0 0 0.08 15 5 0.482 -0.061 0 0 0 0.157 Maximum Member Section Forces LC Member Label Axial[k]Loc[ft]y Shear[k]Loc[ft]z Shear[k]Loc[ft]Torque[k-ft]Loc[ft]y-y Moment[k-ft]Loc[ft]z-z Moment[k-ft]Loc[ft] 1 1 M1 max -0.35 4 0.386 0 0 4 0 4 0 4 0.244 0 2 min -0.35 0 -0.338 4 0 0 0 0 0 0 -0.167 2.125 3 1 M2 max 0.724 10.25 0.142 10.25 0 10.25 0 10.25 0 10.25 0.806 4.591 4 min 0 0 -0.21 1.602 0 0 0 0 0 0 -0.211 1.495 5 1 M3 max 0.482 5 -0.061 5 0 5 0 5 0 5 0.157 5 6 min 0.482 0 -0.061 0 0 0 0 0 0 0 -0.149 0 Member End Reactions LC Member Label Member End Axial[k]y Shear[k]z Shear[k]Torque[k-ft]y-y Moment[k-ft]z-z Moment[k-ft] 1 1 M1 I -0.35 0.386 0 0 0 0.244 2 J -0.35 -0.338 0 0 0 0.149 3 1 M2 I 0 0.141 0 0 0 0 4 J 0.724 0.142 0 0 0 0 5 1 M3 I 0.482 -0.061 0 0 0 -0.149 6 J 0.482 -0.061 0 0 0 0.157 Company Designer Job Number Model Name : : : : Balanced Structural Engineering, LLC AM 22007 Prolink Estate Checked By : JM 3/17/2022 9:43:35 PM RISA-3D Version 19 [ 22007 Prolink Risa 3D.r3d ]Page 6 Member Section Deflections -Service No Data to Print... Beam Deflections LC Member Label Span Location [ft]y' [in](n) L'/y' Ratio 1 1 M1 1 4 0.027 3567 2 1 M3 1 0 -0.081 1474 Beam Deflection Checks Beam Design Rule Span Defl [in]Ratio LC Defl [in]Ratio LC Defl [in]Ratio LC 1 M1 Typical 1 0.027 3567 1(1+2)N/A N/A N/A N/A N/A N/A 2 M3 Typical 1 -0.081 1474 1(1+2)N/A N/A N/A N/A N/A N/A AISC 15TH (360-16): ASD Member Steel Code Checks No Data to Print... AISI S100-16: ASD Member Cold Formed Steel Code Checks No Data to Print... AWC NDS-18: ASD Member Wood Code Checks LC Member Shape UC Max Loc[ft]Shear UC Loc[ft]Dir Fc' [ksi]Ft' [ksi]Fb1' [ksi]Fb2' [ksi]Fv' [ksi]RB CL CP Eqn 1 1 M1 4X4 0.361 0 0.282 0 y 1.08 0.906 1.246 1.246 0.167 3.703 1 0.785 3.9-1 2 1 M2 4X6 0.428 4.591 0.079 4.484 y 0.813 0.86 1.338 1.413 0.207 7.431 0.994 0.476 3.9-3 3 1 M3 4X4 0.22 5 0.045 5 y 0.881 0.906 1.246 1.246 0.167 4.14 1 0.641 3.9-3 AA ADM1-05: ASD -BUILDING Member Aluminum Code Checks No Data to Print... AISC 14TH (360-10): ASD Member Stainless Steel Code Checks No Data to Print... Company Designer Job Number Model Name : : : : Balanced Structural Engineering, LLC AM 22007 Prolink Estate Checked By : JM 3/17/2022 9:43:35 PM RISA-3D Version 19 [ 22007 Prolink Risa 3D.r3d ]Page 7 Wall Panel Forces No Data to Print... Concrete Wall Reinforcement No Data to Print... Masonry Wall Reinforcement No Data to Print... Masonry Lintel Reinforcement No Data to Print... ACI 318-19 Wall Panel Concrete Code Checks (In-Plane) No Data to Print... ACI 318-19 Wall Panel Concrete Code Checks (Out-of-Plane) No Data to Print... TMS 402-16: ASD Wall Panel Masonry Code Checks (In-Plane) No Data to Print... TMS 402-16: ASD Wall Panel Masonry Code Checks (Out-of-Plane) No Data to Print... Wall Panel TMS 402-16: ASD Masonry Code Checks for Lintels No Data to Print... AWC NDS-18: ASD Wall Panel Wood Code Checks (Axial) No Data to Print... AWC NDS-18: ASD Wall Panel Wood Code Checks (In-Plane) No Data to Print... Company Designer Job Number Model Name : : : : Balanced Structural Engineering, LLC AM 22007 Prolink Estate Checked By : JM 3/17/2022 9:43:35 PM RISA-3D Version 19 [ 22007 Prolink Risa 3D.r3d ]Page 8 AWC NDS-18: ASD Wall Panel Wood Code Checks (Header) No Data to Print... AISI S100-16: ASD Wall Panel CFS Code Checks (Axial) No Data to Print... AISI S100-16: ASD Wall Panel CFS Code Checks (In-Plane) No Data to Print... ACI 318-19 Wall Panel Concrete Code Checks (Seismic) No Data to Print... Masonry Wall Suggested Design No Data to Print... Wood Wall Suggested Design No Data to Print... X-Direction Story Drift -Service No Data to Print... Z-Direction Story Drift -Service No Data to Print... X-Direction Story Drift -Strength No Data to Print... Z-Direction Story Drift -Strength No Data to Print... FLOOR JOIST DESIGN Design Considerations:For Solid Sawn:For TJI: DL = 15 PSF Cr = 1.15 Floor Choice Rating = 39 Min. LL = 40 PSF Cd = 1.0 Fully Braced L/d Total Limit = 360 L/d Transient Limit = 360 See Subsequent Sheets For Full Calculations 18'-0" 11-7/8" TJI 110's @ 16" O.C. W/ GYP. CEILING BELOW Max Allowable Span TJI Joist 14'-0" 9-1/2" TJI 110's @ 16" O.C. 17'-0" 11-7/8" TJI 110's @ 16" O.C. Solid Sawn Floor Joist Span Table Max Allowable Span Joist 2x6 D.F. #2 @ 16" O.C. 2x8 D.F. #2 @ 16" O.C. 2x10 D.F. #2 @ 16" O.C. 2x12 D.F. #2 @ 16" O.C. 8'-9" 11'-6" 14'-6" 17'-3" TJI Floor Joist Span Table Subject Floor Joist Span Tables Project Name Project # Standard Calculations N/A Joist 1 Span =8.75 ft DL =15 PSF DL =15 PSF DL =12 PSF SL =25 PSF LL =40 PSF Trib:0 = 0.00 ft 1.33 = 1.33 ft 0 = 0.00 ft PLF Load: DL =20 plf LL =53 plf SL =0 plf 73 plf LC:DL+LL Size:2x6 Moment of Inertia =21 in^4 Sx =8 in^3 Area =8 in^2 Cd =1 Cm =No Cr =Yes Incising?No Species:DF #2 CL =1.00 Cf/Cv =1.30 Braced?Yes Moment =700 ft-#fb =1111 psi F'b =1346 psi Ratio:0.826 OK Shear =320 #fv =58 psi F'v =180 psi Ratio:0.323 OK 0.211 in L/d =498 L/d Limit =360 OK 0.290 in L/d =362 L/d Limit =360 OK Reactions D L S Factored Left 87 # 233 # 0 # 320 # Right 87 # 233 # 0 # 320 # Joist 2 Span =11.50 ft DL =15 PSF DL =15 PSF DL =12 PSF SL =25 PSF LL =40 PSF Trib:0 = 0.00 ft 1.33 = 1.33 ft 0 = 0.00 ft PLF Load: DL =20 plf LL =53 plf SL =0 plf 73 plf LC:DL+LL Size:2x8 Moment of Inertia =48 in^4 Sx =13 in^3 Area =11 in^2 Cd =1 Cm =No Cr =Yes Incising?No Species:DF #2 CL =1.00 Cf/Cv =1.20 Braced?Yes Moment =1209 ft-#fb =1104 psi F'b =1242 psi Ratio:0.889 OK Shear =421 #fv =58 psi F'v =180 psi Ratio:0.322 OK 0.275 in L/d =502 L/d Limit =360 OK 0.378 in L/d =365 L/d Limit =360 OK Reactions D L S Factored Left 115 # 306 # 0 # 421 # Right 115 # 306 # 0 # 421 # Project Name Project # Stnadard Calcs N/A Subject Standard Joists Wall Comment Factored Load = Transient Deflection = Total Load Deflection = Roof Floor Transient Deflection = Total Load Deflection = Roof Floor Wall Comment Factored Load = Project Name Project # Stnadard Calcs N/A Subject Standard Joists Joist 3 Span =14.50 ft DL =15 PSF DL =15 PSF DL =12 PSF SL =25 PSF LL =40 PSF Trib:0 = 0.00 ft 1.33 = 1.33 ft 0 = 0.00 ft PLF Load: DL =20 plf LL =53 plf SL =0 plf 73 plf LC:DL+LL Size:2x10 Moment of Inertia =99 in^4 Sx =21 in^3 Area =14 in^2 Cd =1 Cm =No Cr =Yes Incising?No Species:DF #2 CL =1.00 Cf/Cv =1.10 Braced?Yes Moment =1922 ft-#fb =1078 psi F'b =1139 psi Ratio:0.947 OK Shear =530 #fv =57 psi F'v =180 psi Ratio:0.319 OK 0.334 in L/d =521 L/d Limit =360 OK 0.460 in L/d =379 L/d Limit =360 OK Reactions D L S Factored Left 145 # 386 # 0 # 530 # Right 145 # 386 # 0 # 530 # Joist 4 Span =17.25 ft DL =15 PSF DL =15 PSF DL =12 PSF SL =25 PSF LL =40 PSF Trib:0 = 0.00 ft 1.33 = 1.33 ft 0 = 0.00 ft PLF Load: DL =20 plf LL =53 plf SL =0 plf 73 plf LC:DL+LL Size:2x12 Moment of Inertia =178 in^4 Sx =32 in^3 Area =17 in^2 Cd =1 Cm =No Cr =Yes Incising?No Species:DF #2 CL =1.00 Cf/Cv =1.00 Braced?Yes Moment =2721 ft-#fb =1032 psi F'b =1035 psi Ratio:0.997 OK Shear =631 #fv =56 psi F'v =180 psi Ratio:0.312 OK 0.372 in L/d =556 L/d Limit =360 OK 0.512 in L/d =404 L/d Limit =360 OK Reactions D L S Factored Left 172 # 459 # 0 # 631 # Right 172 # 459 # 0 # 631 # Roof Floor Wall Comment Factored Load = Transient Deflection = Total Load Deflection = Roof Floor Wall Comment Factored Load = Transient Deflection = Total Load Deflection = Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)527 @ 2 1/2"1041 (2.25")Passed (51%)1.00 1.0 D + 1.0 L (All Spans) Shear (lbs)513 @ 3 1/2"1220 Passed (42%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)1840 @ 7' 3 1/2"2500 Passed (74%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.270 @ 7' 3 1/2"0.354 Passed (L/629)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.371 @ 7' 3 1/2"0.708 Passed (L/458)--1.0 D + 1.0 L (All Spans) TJ-Pro™ Rating 39 39 Passed ---- System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/480) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •A structural analysis of the deck has not been performed. •Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge™ Panel (24" Span Rating) that is glued and nailed down. •Additional considerations for the TJ-Pro™ Rating include: None. • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Total Accessories 1 - Stud wall - SPF 3.50"2.25"1.75"146 389 535 1 1/4" Rim Board 2 - Stud wall - SPF 3.50"2.25"1.75"146 389 535 1 1/4" Rim Board •TJI joists are only analyzed using Maximum Allowable bracing solutions. •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)3' 7" o/c Bottom Edge (Lu)14' 5" o/c Dead Floor Live Vertical Load Location Spacing (0.90)(1.00)Comments 1 - Uniform (PSF)0 to 14' 7"16"15.0 40.0 Default Load Member Notes Maximum Allowable Span for 9-1/2" TJI 110's @ 16" o.c. Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED Level, 9-1/2" TJI 1 piece(s) 9 1/2" TJI® 110 @ 16" OC ForteWEB Software Operator Job Notes 12/30/2021 7:10:54 PM UTC Joshua Mergens Balanced Structural Engineering (253) 341-7139 JoshM@BalancedSE.com ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: Standard Floor Joists Page 1 / 1 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)637 @ 2 1/2"1041 (2.25")Passed (61%)1.00 1.0 D + 1.0 L (All Spans) Shear (lbs)623 @ 3 1/2"1560 Passed (40%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)2701 @ 8' 9 1/2"3160 Passed (85%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.346 @ 8' 9 1/2"0.429 Passed (L/596)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.475 @ 8' 9 1/2"0.858 Passed (L/433)--1.0 D + 1.0 L (All Spans) TJ-Pro™ Rating 39 39 Passed ---- System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/480) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •A structural analysis of the deck has not been performed. •Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge™ Panel (24" Span Rating) that is glued and nailed down. •Additional considerations for the TJ-Pro™ Rating include: None. • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Total Accessories 1 - Stud wall - SPF 3.50"2.25"1.75"176 469 645 1 1/4" Rim Board 2 - Stud wall - SPF 3.50"2.25"1.75"176 469 645 1 1/4" Rim Board •TJI joists are only analyzed using Maximum Allowable bracing solutions. •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)3' 4" o/c Bottom Edge (Lu)17' 5" o/c Dead Floor Live Vertical Load Location Spacing (0.90)(1.00)Comments 1 - Uniform (PSF)0 to 17' 7"16"15.0 40.0 Default Load Member Notes Maximum Allowable Span for 11-7/8" TJI 110's @ 16" o.c. Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED Level, 11-7/8" TJI No Gyp 1 piece(s) 11 7/8" TJI® 110 @ 16" OC ForteWEB Software Operator Job Notes 12/30/2021 7:11:38 PM UTC Joshua Mergens Balanced Structural Engineering (253) 341-7139 JoshM@BalancedSE.com ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: Standard Floor Joists Page 1 / 1 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)674 @ 2 1/2"1041 (2.25")Passed (65%)1.00 1.0 D + 1.0 L (All Spans) Shear (lbs)660 @ 3 1/2"1560 Passed (42%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)3025 @ 9' 3 1/2"3160 Passed (96%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.429 @ 9' 3 1/2"0.454 Passed (L/508)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.589 @ 9' 3 1/2"0.908 Passed (L/370)--1.0 D + 1.0 L (All Spans) TJ-Pro™ Rating 40 39 Passed ---- System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/480) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •A structural analysis of the deck has not been performed. •Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge™ Panel (24" Span Rating) that is glued and nailed down. •Additional considerations for the TJ-Pro™ Rating include: 1/2" Gypsum ceiling. • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Total Accessories 1 - Stud wall - SPF 3.50"2.25"1.75"186 496 682 1 1/4" Rim Board 2 - Stud wall - SPF 3.50"2.25"1.75"186 496 682 1 1/4" Rim Board •TJI joists are only analyzed using Maximum Allowable bracing solutions. •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)3' 1" o/c Bottom Edge (Lu)18' 5" o/c Dead Floor Live Vertical Load Location Spacing (0.90)(1.00)Comments 1 - Uniform (PSF)0 to 18' 7"16"15.0 40.0 Default Load Member Notes Maximum Allowable Span for 11-7/8" TJI 110's @ 16" o.c. Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED Level, 11-7/8" TJI Gyp Ceiling 1 piece(s) 11 7/8" TJI® 110 @ 16" OC ForteWEB Software Operator Job Notes 12/30/2021 7:12:49 PM UTC Joshua Mergens Balanced Structural Engineering (253) 341-7139 JoshM@BalancedSE.com ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: Standard Floor Joists Page 1 / 1 LATERAL DESIGN Project Name Subject Project # 22007PROLINK ESTATE 2ND FLOOR LATERAL LEGEND Project Name Subject Project # 22007PROLINK ESTATE 1ST FLOOR LATERAL LEGEND Seismic Analysis:IBC 2018 / ASCE 7-16 Site Class:D (IBC 1613.3.2, ASCE Table 20.3-1) Site Location: (From https://hazards.atcouncil.org/) Latitude:47.511766 Longitude:-122.188 Site Coefficients: (From https://hazards.atcouncil.org/) SS =1.434 Fa =1.200 S1 =0.492 FV =1.800 SMS = Fa * SS =1.721 (IBC Eq.16-37) SM1 = FV * S1 =0.886 (IBC Eq.16-38) Spectral Response Parameters: SDS = 2/3 * SMS =1.147 (IBC Eq.16-39) SD1 = 2/3 * SM1 =0.590 (IBC Eq.16-40) Structure Period: Ta = Ct * (hn)x=0.2216 (ASCE Eq. 12.8-7) hn =24.70 ft Structural Height Ct =0.02 (ASCE Table 12.8-2) x =0.75 (ASCE Table 12.8-2) Cu =1.4 (ASCE Table 12.8-1) T(MAX) = Cu * Ta =0.31 (ASCE 12.8.2) Risk Category: I or II I or II, III, IV (ASCE Table 1.5-1) IE =1.00 (ASCE Table 1.5-2) Seismic Design Category:D (IBC 1613.3.5, ASCE 11.6) Seismic Design Category(SDS):D IBC Table 1613.3.5(1), ASCE Table 11.6-1 Short Period (SDS) Seismic Design Category(SD1):D IBC Table 1613.3.5(2), ASCE Table 11.6-2 1 Second Period (SD1) Seismic Response Coefficients: CS =SDS /(R/IE) =0.1765 (ASCE Eq 12.8-2) R =6.50 (ASCE 7 Table 12.2-1) (Wood Sheathed Shearwalls) Ω0 =3.00 Cd =4.00 IE =1.00 (ASCE Table 1.5-2) CS(Max) =0.41 SD1 / ((R / IE) * Ta) =0.41 (ASCE Eq 12.8-3)for T <= TL OK TL=16 29.60 (ASCE Eq 12.8-4)for T <= TL OK ASCE Section 12.8 & 11.4.5 CS(Min) =0.05 (ASCE fig. 22-12 thru 22-16) 0.044 SDS I >=.01 =0.05 (ASCE Eq 12.8-5) Not Required S1<=0.6g (ASCE Eq 12.8-6) V = CS * W =0.176 W (Ultimate, LRFD) Va = 0.7*CS * W =0.126 W (Service, ASD) SD1*TL / ((R / IE) * Ta^2)= Project Name:Project #: PROLINK ESTATE 22007 Subject: Seismic Analysis Building Weight: Weight Tributary to Roof: Roof Area = ±1448 sqft Wt Roof =15 PSF (1448)(15) =21717 # Linear ft of Ext Walls Below = ±147.42 ft Wt Wall =12 PSF Ht of Walls Below =8.00 ft Wall Weight = (147)(12)(8/2) =7076 # Linial ft of Int Wall Below = ±154.58 ft Wt Wall =10 PSF (155)(10)(8/2) =6183 # Total Tributary to Roof =34976 # Building Weight Continued: Weight Tributary to 2nd Floor/1st Level Roof: 2nd Floor +1st Floor Roof = ±299 sqft Wt Floor =15 PSF (299)(15) =4489 # Linear ft of Ext Walls Below = ±169.51 ft Wt Wall =12 PSF Height Walls Below=9.00 ft (170)(12)(9/2) =9154 # Linial ft of Int Wall Below = ±57.26 ft Wt Wall =10 PSF (57)(10)(9/2) =2577 # Weight From Walls Above =13259 # Total Trib to 2nd Floor =29479 # Total Building Weight =64455 # Total Base Shears: V = (0.176 )(64455 #) = 11376 #(Ultimate, LRFD) V = (0.126 )(64455 #) = 8126 #(Service, ASD) Project Name: Project #: PROLINK ESTATE 22007 Subject: Seismic Forces Project Name: Project #: PROLINK ESTATE 22007 Subject: Seismic Forces Vertical Distribution of Seismic Forces Per ASCE 12.8.3: Total Seismic Load =8126 #(Service) k =1 Diaphragm Weight Height Weight*Ht^k Cvx (%)Fx Roof 34976 #18.00 ft 629575 70.4 5717 # 2nd Floor/1srt Level Roof 29479 #9.00 ft 265310.1585 29.6 2409 # Σ 64455 # 894885 100.0 8126 # ρ ρQE ρ ρQE Roof 1.3 7432 #1.3 7432 # 2nd Floor/1srt Level Roof 1.3 3132 #1.3 3132 # Σ 10563 # 10563 # Btwn 1 & 2 Btwn A & B Roof Type Pitched Exp =B V =97 MPH Kzt =1 Enclosure:Enclosed z =17.95 ft (Highest Z) h =24.00 ft Pitch 8:12 (Highest Pressure, Conservative) Kd =0.85 Ke =1.00 qz =0.00256KzKztKdKeV^2 Kz =0.60 qz =12.39 PSF qh =0.00256KhKztKdV^2 Kh =0.66 qh =13.46 PSF P =qGCp-qi(GCpi) G =0.85 Gcpi =± 0.18 L =44.00 ft B =45.67 ft Roof Area =0 sqft (Per Side of Ridge for pitched, 0 is conservative) P Net P Wall (+ Gcpi)P Wall (- Gcpi) Windward Wall 0.8 6.00 PSF 10.85 PSF Leeward Wall -0.5 -8.14 PSF -3.30 PSF Side Wall -0.7 -8.01 PSF -8.01 PSF 0.00 PSF Leeward P @ Roof Cp A CP B P-Up P-Down P-Up -0.20 0.27 -3.64 PSF 4.21 PSF -7.13 PSF 4.99 PSF Horz. Distance From End LC A LC B P-Up P-Down P-Net Lat 0 to h/2 -1.1 -0.18 -11.25 PSF 0.00 PSF 9.61 PSF h/2 to h -0.8 -0.18 -8.61 PSF 0.00 PSF 7.41 PSF h to 2h -0.6 -0.18 -6.85 PSF 0.00 PSF 5.94 PSF >2h -0.5 -0.18 -5.98 PSF 0.00 PSF 5.21 PSF GCpn Pp z @ Top of Parapet =0.00 ft Windard 1.5 17.65 PSF qp = qz @ Top of Parapet =11.77 PSF Leeward 1.0 11.77 PSF 14.14 PSF Windward P @ Roof Normal to Ridge Theta<10 and Parallel to Ridge Normal to Ridge P-Net Lateral Project Name:Project #: PROLINK ESTATE 22007 Subject: Wind Pressures Parpets, Pp = qp(GCpn) (Note a smaller L/B is conservative, use smaller L/B from each orthoganal direction to be conservative ) Walls Location Cp P @ Wall Diaphragm Total Horz. Dist.Z** Location Area Pressure*** Load Min Pressure Min Load Story Shear (Ultimate) Story Shear (Service) W (Service) Base Shear (Service) Roof Normal to Ridge =60 sqft 4.99 PSF 299 # 8 PSF 480 # Roof Paralell to Ridge =0 sqft 8.72 PSF* 0 # 8 PSF 0 # Windward Parapets =0 sqft 17.65 PSF 0 # 8 PSF 0 # Leeward Parpets =0 sqft 11.77 PSF 0 # 8 PSF 0 # Walls Trib. to Diaphragm =300 sqft 14.15 PSF 4245 # 16 PSF 4800 # Roof Normal to Ridge =40 sqft 4.99 PSF 200 # 8 PSF 320 # Roof Paralell to Ridge =0 sqft 11.31 PSF* 0 # 8 PSF 0 # Windward Parapets =0 sqft 17.65 PSF 0 # 8 PSF 0 # Leeward Parpets =0 sqft 11.77 PSF 0 # 8 PSF 0 # Walls Trib. to Diaphragm =425 sqft 13.72 PSF 5825 # 16 PSF 6792 # *Avg Pressure Based on Horiz Distance **Z @ Top of Tributary Height of Walls at Each Diaphragm ***Wall Pressures are Adjusted Based on Z Wind From 1-3 Roof 40.17 ft 18.00 ft 5280 # 79 PLF 7435 # 3168 # 4267 # 86 PLF 2nd Floor/1st Level Roof 49.52 ft 9.00 ft 7112 # Wind Loading Project Name: Project #: PROLINK ESTATE 22007 Subject: Wind Loading Project Name: Project #: PROLINK ESTATE 22007 Subject: Diaphragm Total Horz. Dist.Z** Location Area Pressure*** Load Min Pressure Min Load Story Shear (Ultimate) Story Shear (Service) W (Service) Base Shear (Service) Roof Normal to Ridge =260 sqft 4.99 PSF 1297 # 8 PSF 2080 # Roof Paralell to Ridge =0 sqft 8.61 PSF* 0 # 8 PSF 0 # Windward Parapets =0 sqft 17.65 PSF 0 # 8 PSF 0 # Leeward Parpets =0 sqft 11.77 PSF 0 # 8 PSF 0 # Walls Trib. to Diaphragm =176 sqft 14.15 PSF 2490 # 16 PSF 2816 # Roof Normal to Ridge =15 sqft 4.99 PSF 75 # 8 PSF 120 # Roof Paralell to Ridge =0 sqft 8.61 PSF* 0 # 8 PSF 0 # Windward Parapets =0 sqft 17.65 PSF 0 # 8 PSF 0 # Leeward Parpets =0 sqft 11.77 PSF 0 # 8 PSF 0 # Walls Trib. to Diaphragm =418 sqft 13.72 PSF 5735 # 16 PSF 6688 # *Avg Pressure Based on Horiz Distance **Z @ Top of Tributary Height of Walls at Each Diaphragm ***Wall Pressures are Adjusted Based on Z 67 PLF 7022 # 2938 # Wind from A-C Roof 93 PLF4085 #6808 # 2nd Floor/1st Level Roof 44.00 ft 18.00 ft 4896 # 44.00 ft 9.00 ft Diaphragms Roof Diaphragm Wind: Line W L B Aspect Ratio Open Front?V v Diaphragm Type Floor or Roof? Capacity D/C Ratio M T=C 1 to 2 79 PLF 20.67 ft 38.00 ft 0.5 No 815 #21 PLF Unblocked Case 2, 3, 4, 5, 6 Roof 170 PLF 0.13 4212 ft-#111 # 2 to 3 79 PLF 28.83 ft 32.75 ft 0.9 No 1137 #35 PLF Unblocked Case 2, 3, 4, 5, 6 Roof 170 PLF 0.20 8194 ft-#250 # ∑49.50 ft Line W L B Aspect Ratio Open Front?V v Diaphragm Type Floor or Roof? Capacity D/C Ratio M T=C A to C 67 PLF 44.00 ft 26.00 ft 1.7 No 1469 #56 PLF Unblocked Case 2, 3, 4, 5, 6 Roof 170 PLF 0.33 16157 ft-#621 # ∑44.00 ft Note: B dimension for Line A to C is taken as average for purposes of develping forces, assuming smallest B dimesion diaphragm shear, v = V/11.83 = 101 plf B dimension for Line 2 to 3 is taken as average for purposes of develping forces, assuming smallest B dimesion diaphragm shear, v = V/25.5= 45 plf Project Name:Project #: PROLINK ESTATE 22007 Subject: Diaphgram Distribution Project Name:Project #: PROLINK ESTATE 22007 Subject: Diaphgram Distribution Roof Diaphragm Seismic: 7432 #(From previous sheet) Line L B Diaphrgm Area Aspect Ratio Open Front?% Force W V 1 to 2 20.67 ft 38.00 ft 785 sqft 0.5 No 45.4 3375 #163 PLF 1687 # 2 to 3 28.83 ft 32.75 ft 944 sqft 0.9 No 54.6 4057 #141 PLF 2028 # ∑49.50 ft ∑1730 sqft 100.0 7432 # 7432 #(From previous sheet) Line L B Diaphrgm Area Aspect Ratio Open Front?% Force W V A to C 44.00 ft 26.00 ft 1144 sqft 1.7 No 100.0 7432 #169 PLF 3716 # ∑44.00 ft ∑1144 sqft 100.0 7432 # See following sheets for seismic diaphragm design 2nd Floor/1st Level Roof Diaphragm Wind: Line W L B Aspect Open V v Diaphragm Type Floor or Capacity D/C Ratio M T=C 1 to 2A 86 PLF 3.91 ft 10.33 ft 0.4 No 168 #16 PLF Unblocked Case 2, 3, 4, 5, 6 Roof 170 PLF 0.10 165 ft-#16 # 2A to 2B 86 PLF 27.17 ft 23.50 ft 1.2 No 1171 #50 PLF Unblocked Case 2, 3, 4, 5, 6 Roof 170 PLF 0.29 7952 ft-#338 # 2B to 3 86 PLF 18.33 ft 36.67 ft 0.5 No 790 #22 PLF Unblocked Case 2, 3, 4, 5, 6 Roof 170 PLF 0.13 3619 ft-#99 # ∑49.41 ft Line W L B Aspect Open V v Diaphragm Type Floor or Capacity D/C Ratio M T=C A to B 93 PLF 19.50 ft 22.92 ft 0.9 No 905 #40 PLF Unblocked Case 2, 3, 4, 5, 6 Roof 170 PLF 0.23 4413 ft-#193 # B to C 93 PLF 24.50 ft 40.67 ft 0.6 No 1137 #28 PLF Unblocked Case 2, 3, 4, 5, 6 Roof 170 PLF 0.16 6966 ft-#171 # ∑44.00 ft Note: B dimension for Line A to B is taken as average for purposes of develping forces, assuming smallest B dimesion diaphragm shear, v = V/12.5 = 72 plf B dimension for Line B to C is taken as average for purposes of develping forces, assuming smallest B dimesion diaphragm shear, v = V/33.33= 34 plf B dimension for Line 2A to 2B is taken as average for purposes of develping forces, assuming smallest B dimesion diaphragm shear, v = V/10.33= 113 plf Total Seismic Force = Total Seismic Force = Project Name:Project #: PROLINK ESTATE 22007 Subject: Diaphgram Distribution 2nd Floor/1st Level Roof Diaphragm Seismic: 3132 #(From previous sheet) Line L B Diaphrgm Area Aspect Ratio Open Front?% Force W V 1 to 2A 3.91 ft 10.33 ft 40 sqft 0.4 No 3.0 94 #24 PLF 47 # 2A to 2B 27.17 ft 23.50 ft 638 sqft 1.2 No 47.3 1480 #54 PLF 740 # 2B to 3 18.33 ft 36.67 ft 672 sqft 0.5 No 49.8 1558 #85 PLF 779 # ∑49.41 ft ∑1351 sqft 100.0 3132 # 3132 #(From previous sheet) Line L B Diaphrgm Area Aspect Ratio Open Front?% Force W V A to B 19.50 ft 22.92 ft 447 sqft 0.9 No 31.0 970 #50 PLF 485 # B to C 24.50 ft 40.67 ft 996 sqft 0.6 No 69.0 2162 #88 PLF 1081 # ∑44.00 ft ∑1443 sqft 100.0 3132 # See following sheets for seismic diaphragm design Total Seismic Force = Total Seismic Force = Diaphragm Forces, ASCE 7-16, 12.10 Diaphragm Fx Wx Fpx Fmin Fmax Design Base Shear Roof 5717 # 5717 # 34976 34976 # 5717 # 5732 # 11464 # 5732 # 2nd Floor/1st Floor Roof 2409 # 8126 # 29479 64455 # 3716 # 4831 # 9662 # 4831 # Fmin = 0.2 SDS IeWpx/1.4 (Divide by 1.4 for ASD loads) Fmax = 0.4 SDS IeWpx/1.4 (Divide by 1.4 for ASD loads) Project Name:Project #: PROLINK ESTATE 22007 Subject: Roof diaphragms to be 1/2" ply or 7/16" OSB with 8d's nailed with Seismic Diaphragm Forces ෍ 𝐹𝑖 ௡ ௜ୀ௫ ෍ 𝑊𝑖 ௡ ௜ୀ௫ Project Name:Project #: PROLINK ESTATE 22007 Subject: Seismic Diaphragm Forces Roof Diaphragm Seismic: 5732 #(From previous sheet) Line L B Diaphrgm Area Aspect Ratio Open Front?% Force W V v Diaphragm Type Floor or Roof? Capacity D/C Ratio M T=C 1 to 2 20.67 ft 38.00 ft 785 sqft 0.54 No 45.4117 2603 #126 PLF 1302 #34 PLF Unblocked Case 2, 3, 4, 5, 6 Roof 170 PLF 0.20 6726 ft-#177 # 2 to 3 28.83 ft 32.75 ft 944 sqft 0.88 No 54.5883 3129 #109 PLF 1565 #48 PLF Unblocked Case 2, 3, 4, 5, 6 Roof 170 PLF 0.28 11276 ft-#344 # ∑49.50 ft ∑1730 sqft 100.0 5732 # 5732 #(From previous sheet) Line L B Diaphrgm Aspect Open % Force W V v Diaphragm Type Floor or Capacity D/C M T=C A to C 44.00 ft 26.00 ft 1144 sqft 1.69 No 100 5732 # 130 PLF 2866 # 110 PLF Unblocked Case 2, 3, 4, 5, 6 Roof 170 PLF 0.65 31527 ft-#1213 # ∑44.00 ft ∑1144 sqft 100 5732 # Note: B dimension for Line A to C is taken as average for purposes of develping forces, assuming smallest B dimesion diaphragm shear, v = V/11.83 = 242 plf B dimesion to not need blocking from A to C, 2866/170 = 17 ft B dimension for Line 2 to 3 is taken as average for purposes of develping forces, assuming smallest B dimesion diaphragm shear, v = V/25.5= 61 plf Total Seismic Force = Total Seismic Force = Project Name:Project #: PROLINK ESTATE 22007 Subject: Seismic Diaphragm Forces 2nd Floor/1st Level Roof Diaphragm Seismic: 4831 #(From previous sheet) Line L B Diaphrgm Aspect Open % Force W V v Diaphragm Type Floor or Capacity D/C M T=C 1 to 2A 3.91 10.33 40.3903 0.3785092 No 2.98956 144 # 37 PLF 72 # 7 PLF Unblocked Case 2, 3, 4, 5, 6 Roof 170 PLF 0.04 71 ft-#7 # 2A to 2B 27.17 23.5 638.495 1.1561702 No 47.2593 2283 # 84 PLF 1142 # 49 PLF Unblocked Case 2, 3, 4, 5, 6 Roof 170 PLF 0.29 7754 ft-#330 # 2B to 3 18.33 36.67 672.1611 0.4998636 No 49.7511 2404 # 131 PLF 1202 # 33 PLF Unblocked Case 2, 3, 4, 5, 6 Roof 170 PLF 0.19 5507 ft-#150 # ∑49.41 ft ∑1351 sqft 100 4831 # 4831 #(From previous sheet) Line L B Diaphrgm Aspect Open % Force W V v Diaphragm Type Floor or Capacity D/C M T=C A to B 19.5 22.915 446.8425 0.850971 No 30.9633 1496 # 77 PLF 748 # 33 PLF Unblocked Case 2, 3, 4, 5, 6 Roof 170 PLF 0.19 3646 ft-#159 # B to C 24.5 40.665 996.2925 0.6024837 No 69.0367 3335 # 136 PLF 1668 # 41 PLF Unblocked Case 2, 3, 4, 5, 6 Roof 170 PLF 0.24 10214 ft-#251 # ∑44.00 ft ∑1443 sqft 100 4831 # Note: B dimension for Line A to B is taken as average for purposes of develping forces, assuming smallest B dimesion diaphragm shear, v = V/12.5 = 60 plf B dimension for Line B to C is taken as average for purposes of develping forces, assuming smallest B dimesion diaphragm shear, v = V/33.33= 50 plf B dimension for Line 2A to 2B is taken as average for purposes of develping forces, assuming smallest B dimesion diaphragm shear, v = V/10.33= 111 plf Total Seismic Force = Total Seismic Force = Top Chord Check: Tension cap of single #2 DF 2x6: F't = (575) (1.3) (1.6)=1196 PSI Ft Cf Cd Area =8.25 in^2 Tension Cap =9867 # Max Chord Force =621 #OK Capacity of 10d Nail =(118)(1.6)=189 # Splice Length =4.00 ft # of Rows =2 Row Spacing =6 in Splice Capacity =3021 #OK Project Name: Project #: PROLINK ESTATE 22007 Subject: Top Chord Check Diaphragm Levels Totals Roof 1 2 3 From Roof Diaphragms 815 815 + 1137 1137 0 0 0 0 0 0 0 3904 # Cumulative Total 815 #1952 #1137 #0 #0 #0 #0 #0 #0 #0 # Redistribution 754 # 0 # 1198 # 0 # 0 # 0 # 0 # 0 # 0 # 0 # 2nd Floor/1st Level Roof 1 2A 2B 3 From Above 1569 #1952 #2335 #0 #0 0 0 0 0 0 From 2nd Floor/1st Level Roof Diaphragms 168 168 + 1171 1171 + 790 0 0 0 0 0 0 0 #3468 # Cumulative Total 1737 #3291 #4296 #0 #0 #0 #0 #0 #0 #0 #9324 # Diaphragm Levels Totals Roof 1 2 3 From Roof Diaphragms 1687 1687 + 2028 2028 0 0 0 0 0 0 0 7430 # Cumulative Total 1687 #3715 #2028 #0 #0 #0 #0 #0 #0 #0 # Redistribution 0 # 0 # 0 # 0 # 0 # 0 # 0 # 0 # 0 # 0 # 2nd Floor/1st Level Roof 1 2A 2B 3 From Above 1687 # 3715 # 2028 # 0 # 0 # 0 # 0 # 0 # 0 # 0 # From 2nd Floor/1st Level Roof Diaphragms 47 47 + 740 740 + 779 779 0 0 0 0 0 0 #3132 # Cumulative Total 1734 # 4502 # 3547 # 779 # 0 # 0 # 0 # 0 # 0 # 0 # 10562 # Shear Lines Shear Lines Seismic Loads to Lines Wind Loads to Lines Project Name:Project #: PROLINK ESTATE 22007 Subject: Loads to Lines Project Name:Project #: PROLINK ESTATE 22007 Subject: Loads to Lines Diaphragm Levels Totals Roof A B C From Roof Diaphragms 1469 0 1469 0 0 0 0 0 0 0 2938 # Cumulative Total 1469 #0 #1469 #0 #0 #0 #0 #0 #0 #0 # Redistribution 0 # 0 # 0 # 0 # 0 # 0 # 0 # 0 # 0 # 0 # 2nd Floor/1st Level Roof A B C From Above 1469 # 0 # 1469 # 0 0 0 0 0 0 0 From 2nd Floor/1st Level Roof Diaphragms 905 905 + 1137 1137 0 0 0 0 0 0 0 #4084 # Cumulative Total 2374 # 2042 # 2606 # 0 # 0 # 0 # 0 # 0 # 0 # 0 # 7022 # Diaphragm Levels Totals Roof A B C From Roof Diaphragms 3716 0 3716 0 0 0 0 0 0 0 7432 # Cumulative Total 3716 #0 #3716 #0 #0 #0 #0 #0 #0 #0 # Redistribution 0 # 0 # 0 # 0 # 0 # 0 # 0 # 0 # 0 # 0 # 2nd Floor/1st Level Roof A B C From Above 3716 # 0 # 3716 # 0 # 0 # 0 # 0 # 0 # 0 # 0 # From 2nd Floor/1st Level Roof Diaphragms 485 485 + 1081 1081 0 0 0 0 0 0 0 #3132 # Cumulative Total 4201 # 1566 # 4797 # 0 # 0 # 0 # 0 # 0 # 0 # 0 # 10564 # Wind Loads to Lines Seismic Loads to Lines Shear Lines Shear Lines Wood Shearwalls 1 R 1687 #11.67 11.67 ft 145 PLF 0.69 N/A 1 8.00 ft 1156 #130 PLF 11.67 400 # Ignore 2 R 3715 #7.25+11.09 18.34 ft 203 PLF 1.10 N/A 1 8.00 ft 1621 #123 PLF 7.25 1175 # MST37 8.00 ft 1621 #89 PLF 11.09 1126 # MST37 3 R 2028 #10.42+6.5 16.92 ft 120 PLF 1.23 N/A 1 8.00 ft 959 #143 PLF 6.5 494 # Ignore 8.00 ft 959 #121 PLF 10.42 331 # Ignore A R 3716 #11.83 11.83 ft 314 PLF 0.68 N/A 2 8.00 ft 2513 #105 PLF 11.83 1893 # MST37 C R 3716 #3.5+3.5+6+6.5 19.50 ft 191 PLF 2.29 218 1 8.00 ft 1525 #94 PLF 6 1244 # MST37 8.00 ft 1525 #94 PLF 6.5 1220 # MST37 8.00 ft 1525 #94 PLF 6+6 963 # MST37 8.00 ft 1525 #94 PLF 6.5+6 940 # MST37 8.00 ft 1525 #94 PLF 3.5 1361 # MST37 * Designed per FTAO, v shown is for holdown sizing only, see FTAO calculations for nailing With Cd = 1.6, strap loads to beams are OK by inspection Walls at 45 degree angles are reduced by .707 Wood Shearwalls 1 2F/1R 1737 #8+11.67 19.67 ft 88 PLF 1.13 N/A 1 9.00 ft 795 #87 PLF 8 446 # Ignore 2A 2F/1R 4502 #5.42 5.42 ft 831 PLF 1.66 N/A 3 EA. SIDE 9.00 ft 7476 #87 PLF 5.42 7239 # HDQ8 2B 2F/1R 4296 #22.33 22.33 ft 192 PLF 0.40 N/A 1 9.00 ft 1731 #147 PLF 22.33 87 # Ignore 3 2F/1R 779 #22 22.00 ft 35 PLF 0.41 N/A 1 9.00 ft 319 #147 PLF 22 -1301 # None A 2F/1R 4201 #11.83 11.83 ft 355 PLF 0.76 N/A 2 9.00 ft 3196 #139 PLF 11.83 2374 # 4266 # HDU4 B 2F/1R 2042 #12 12.00 ft 170 PLF 0.75 N/A 1 9.00 ft 1532 #100 PLF 12 931 # LTT20B C*2F/1R 4797 #12.17+10.5 22.67 ft 212 PLF 0.86 N/A 3 9.00 ft 1904 #100 PLF 10.5 1379 # 1361 # HDU2 9.00 ft 1904 #100 PLF 12.17 1296 # LTT20B * Designed per FTAO, v shown is for holdown sizing only, see FTAO calculations for nailing Holdown/ Strap Shear Wall Design Project Name: Project #: PROLINK ESTATE 22007 Subject: Wall HtLine Level V Wall Available Total Wall Where h/bs >2.0, V adj = v/(1.25-.125*h/bs) for wall segments approximately the same length and v adj = v/(2bs/h) elsehwere. Weight Down Net UpliftWall (ft)Level Wall Available Uplift/ Comp.Line V Wall Type Wall HtMin H/B v adjTotal Wall Where h/bs >2.0, V adj = v/(1.25-.125*h/bs) for wall segments approximately the same length and v adj = v/(2bs/h) elsehwere. v Holdown/ Strap Uplift/ Comp. Weight Down Wall Net Uplift Total UpliftvMin H/B v adj Wall Type Project Information Code: Date: Designer: Client: Project: Wall Line: V 2575 lbf Opening 1 Adj. Factor L1 3.00 ft ha1 2.00 ft P1=ho1/L1= 1.33 N/A L2 3.17 ft ho1 4.00 ft P2=ho1/L2= 1.26 N/A hwall 9.00 ft hb1 3.00 ft Lwall 12.17 ft Lo1 6.00 ft 1. Hold-down forces: H = Vhwall/Lwall 1904 lbf 6. Unit shear beside opening 417 plf 2. Unit shear above + below opening 417 plf 381 plf 2575 lbf OK 3. Total boundary force above + below openings 7. Resistance to corner forces First opening: O1 = va1 x (Lo1) = 2285 lbf R1 = V1*L1 = 1252 lbf R2 = V2*L2 = 1323 lbf 4. Corner forces F1 = O1(L1)/(L1+L2) = 1111 lbf 8. Difference corner force + resistance F2 = O1(L2)/(L1+L2) = 1174 lbf R1-F1 = 141 lbf R2-F2 = 149 lbf 5. Tributary length of openings T1 = (L1*Lo1)/(L1+L2) = 2.92 ft 9. Unit shear in corner zones T2 = (L2*Lo1)/(L1+L2) = 3.08 ft vc1 = (R1-F1)/L1 = 47 plf vc2 = (R2-F2)/L2 = 47 plf Check Summary of Shear Values for One Opening Line 1: vc1(ha1+hb1)+V1(ho1)=H? 235 1669 1904 lbf Line 2: va1(ha1+hb1)-vc1(ha1+hb1)-V1(ho1)=0? 1904 235 1669 0 Line 3: vc2(ha1+hb1)+V2(ho1)=H?235 1669 1904 lbf 417 plf 0.305 in. 0.283 in. 1174 lbf 0.011 %0.010 % 1904 lbf See Page 2 See Page 3 2nd Floor Line C, Wall Segment 1 (load ratioed by wall length) Shear Wall Calculation Variables Wall Pier Aspect Ratio V1 = (V/L)(L1+T1)/L1 = V2 = (V/L)(T2+L2)/L2 = First opening: va1 = vb1 = H/(ha1+hb1) = Check V1*L1+V2*L2=V? Req. Strap Force 4-Term Story Drift % 3-Term Story Drift % Req. HD Force (H) Design Summary Req. Sheathing Capacity 4-Term Deflection 3-Term Deflection Project Information Code: Date: Designer: Client: Project: Wall Line: V 2222 lbf Opening 1 Adj. Factor L1 3.50 ft ha1 2.00 ft P1=ho1/L1= 1.14 N/A L2 3.50 ft ho1 4.00 ft P2=ho1/L2= 1.14 N/A hwall 9.00 ft hb1 3.00 ft Lwall 10.50 ft Lo1 3.50 ft 1. Hold-down forces: H = Vhwall/Lwall 1905 lbf 6. Unit shear beside opening 317 plf 2. Unit shear above + below opening 317 plf 381 plf 2222 lbf OK 3. Total boundary force above + below openings 7. Resistance to corner forces First opening: O1 = va1 x (Lo1) = 1333 lbf R1 = V1*L1 = 1111 lbf R2 = V2*L2 = 1111 lbf 4. Corner forces F1 = O1(L1)/(L1+L2) = 667 lbf 8. Difference corner force + resistance F2 = O1(L2)/(L1+L2) = 667 lbf R1-F1 = 444 lbf R2-F2 = 444 lbf 5. Tributary length of openings T1 = (L1*Lo1)/(L1+L2) = 1.75 ft 9. Unit shear in corner zones T2 = (L2*Lo1)/(L1+L2) = 1.75 ft vc1 = (R1-F1)/L1 = 127 plf vc2 = (R2-F2)/L2 = 127 plf Check Summary of Shear Values for One Opening Line 1: vc1(ha1+hb1)+V1(ho1)=H? 635 1270 1905 lbf Line 2: va1(ha1+hb1)-vc1(ha1+hb1)-V1(ho1)=0? 1905 635 1270 0 Line 3: vc2(ha1+hb1)+V2(ho1)=H?635 1270 1905 lbf 381 plf 0.199 in. 0.189 in. 667 lbf 0.007 %0.007 % 1905 lbf See Page 2 See Page 3 2nd Floor Line C, Wall Segment 2 (load ratioed by wall length) Shear Wall Calculation Variables Wall Pier Aspect Ratio V1 = (V/L)(L1+T1)/L1 = V2 = (V/L)(T2+L2)/L2 = First opening: va1 = vb1 = H/(ha1+hb1) = Check V1*L1+V2*L2=V? Design Summary Req. Sheathing Capacity 4-Term Deflection 3-Term Deflection Req. Strap Force 4-Term Story Drift % 3-Term Story Drift % Req. HD Force (H)