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structural calcs - MST2022-00493
m E N G I N E E R I N G Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 208.285.4512 (V) 208.285,0818 (F) #21078 Structural Calculations South River Terrace E� PROF '` MH 2S Triplex B .cr-,G1NF ��' Tigard, ORLU , r,;� ON q/c Ro����� Design Criteria: 2021 ORSC (2018 IBC) 12/22/2021 ASCE 7-16 Wind Speed: 97(ULT); 75(ASD); Kzt=1 .0 Seismic: Ss=0.860, S1 =0.395, SDC=D Roof Snow Load = 25 psf Site Class = D, Soil Bearing = 2000 psf Client: Taylor Morrison 703 Broadway Street, Suite 710 Vancouver, WA 98660 Ph: 360.695. 7700 Fax: 360.693.4442 Architect: Milbrandt Architects OFFICE COPY 25 Central Way, Suite 210 Kirkland, WA 98033 Ph: 425.454.7130 Fax: 425.646.0945 21078_2021.12.22_South River Terrace_2S Triplex B_Structural Calculations pdf Page 1 of 79 CT ENGINEERING • INC I80 Nickerson St Suite 302 Seattle WA 98109 (206)285-4512(V) (206)285-0618(F) Taylor Morrison South River Terrace—Tigard,OR DESIGN SUMMARY: The proposed project consists of a two-story wood-framed single-family/ADU triplex structure that is comprised of Unit 1 and Unit 3 exterior units and Unit 2 interior unit. We understand that this triplex is to be constructed in multiple locations throughout Tigard, Oregon. Design parameters are as noted below. Roof framing is comprised of pre-manufactured pitched chord wood trusses. Upper floor framing is comprised of pre-manufactured parallel chord wood trusses. Lower floor framing is comprised of pre- manufactured wood I-joists. The garage floors are a concrete slab-on-grade. The foundations are conventional strip and spread footings. All structural design is based on the requirements of the 2018 IBC along with the referenced standards listed in the IBC chapter 35. Please note in the calculations where references have been made to previous code cycles of the IBC, those loads and references have been verified to be compliant with the current IBC code cycle. See following two pages showing that the 2018 IBC loadings are same or less than the previous IBC design. Wind design is based on the ASCE 7-16 MWFRS (Envelope Procedure) for 97 mph ultimate wind speed, exposure category B and a Kzt value of 1.00. Seismic lateral design is based on the "equivalent lateral force" procedure with Ss and S1 values from ASCE 7-16 and with soil classification "D". Plywood or OSB shearwalls are the primary lateral force resisting system (R=6.5). Foundations have been sized for Class 4 soils as defined in IBC 1806.2. Codes considered: 2021 ORSC, 2018 IBC and ASCE 7-16. The following computer design software may have been used for various components: Excel Enercaic Forte RISA Tedds Note that various software releases may have been used. Where software references standards prior to the current ORSC/IBC/ASCE code cycle, various design parameters including load factors, load combinations, allowable design stresses, etc., have been verified to meet or exceed those as referenced by the current ORSC/IBC/ASCE code. 21078_2021 12 22_South River Terrace_2S Triplex 8_Structural Calculations pdf Page 2 of 79 10/5121 1 22 PM U.S.Seismic Design Maps 15[Al' OSHPD South River Terrace Latitude, Longitude: 45.43123, -122.77149 Sky o Value Village �C n sG SPY), , a i s "'er c`� 9a� ca/sr yav- United States ostal Service Oregon Rifleworks Q Beach Hut Deli The Jax q �\ 9 Tigard TC WES Shawn Gardner Dancing Go le Tigard Liquor Store p 9 \ Map data r2021 Date 10/5/2021,1:22:02 PM Design Code Reference Document ASCE7-16 Risk Category II Site Class D-Stiff Soil Type Value Description Ss 0.66 MCER ground motion.(for 0.2 second period) Si 0.395 MCER ground motion.(for 1 Os period) SMS 0.994 Site-modified spectral acceleration value SMi null-See Section 11.4.8 Site-modified spectral acceleration valve Sps 0.663 Numenc seismic design value at 0.2 second SA Sol null-See Section 11.4.8 Numeric seismic design value at 1.0 second SA Type Value Description SDC null-See Section 11.4.8 Seismic design category Fa 1.156 Site amplificat on factor at 0.2 second Fv null-See Section 11.4.8 Site amplification factor at 1.0 second PGA 0.391 MCEG peak ground acceleration FPOA 1.209 Site amplification factor at PGA PGAM 0.473 Site modified peak ground acceleration TL 16 Long-period transition period in seconds SsRT 0.86 Probabilistic risk-targeted ground motion (0.2 second) SsUH 0.971 Factored uniform-hazard(2%probability of exceedance in 50 years)spectral acceleration SsD 1.5 Factored deterministic acceleration value.(0.2 second) StRT 0.395 Probabilistic risk-targeted ground motion (1.0 second) S1UH 0.455 Factored uniform-hazard(2%probability of exceedance in 50 years)spectral acceleration S1D 0.6 Factored deterministic acceleration value (1 0 second) PGAd 0.5 Factored deterministic acceleration value (Peak Ground Acceleration) CRS 0.886 Mapped value of the risk coefficient at short penods CRt 0.867 Mapped value of the risk coefficient at a period of 1 s 21078_2021 1222_South River Terrace_25 Triplex B_Structural Calculations.pdf Page 3 of 79 https://seismicmaps.org 1/2 2015 IBC 2018 IBC ASCE 7-10 ASCE 7-16 2017 ORSC 2021 ORSC SEISMIC DESIGN PARAMETERS Ss = 0.972 0.860 Si = 0.423 0.395 SOS= 0.720 0.663 R= 6.5 6.5 Cs= 0.111W 0.102W WIND DESIGN PARAMETERS V ulf. Wind Speed 3 sec.Gust= 120 mph 100 mph PsA = 25.7 psf (LRFD) 17.2 psf (LRFD) Ps = 17.6 psf (LRFD) 12.2 psf {LRFD} Psc = 20.4 psf (LRFD) 14.2 psf {LRFD} Pso = 14.0 psf (LRFD) 9.8 psf {LRFD} SUMMARY: For this site,the wind forces under the 2018 IBC are 20 percent lower than those in the 2015 IBC. No changes to the drawings are needed. For this site,the seismic forces under the 2018 IBC 9 percent lower than those in the 2015 IBC. Therefore no changes to the drawings are needed. 21078_2021 12 22_South River Terrace_2S Triplex B_Structural Calculations.pdf Page 4 of 79 SHEET TITLE DEAD LOAD SUMMARY CT PROJECT# • ROOF Roofing-asphalt shingles 3.5 psf Misc. 0.9 psf 5/8"plywood (O.S.B.) 2.2 psf Trusses at 24"o.c. 3.0 psf Insulation 1.0 psf (1)5/8"gypsum ceiling 2.8 psf Misc./Mech. 1.6 psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish 3.0 psf NO gypsum concrete 0.0 psf 3/4" plywood (O.S.B.) 2.7 psf Floor Framing (Trusses/Joists) 4.3 psf Insulation 1.0 psf (1) 5/8" gypsum ceiling 2.8 psf Misc. 1.2 psf FLOOR DEAD LOAD 15.0 PSF 21078_2021.12.22_South River Terrace 2S Triplex B_Structural Calculations.pdf Page 5 of 79 r a 4D • is .a -.. -. .. -P, y N `'' i n 1 .f 1 sI j 0 CD j 10 I;, CD o i iN! ir SS III I 1 Ail N 41 G :1 � 1 ® e� _ ,IIrop . .. �i n__71: o� ,•r HIIIIIIIIi-•, iii----17: . .. $/ s ..m` ( ,��s ' Ilia �D=$ 11 - - f -I, , Mlii i -r am Fe 1111 � -1' " 19 — 3 ' 1d) :-.!. 40 rill Eal j 6 p'eill sue_-II t� -- i,eltql.k. ,. .. .., 1,:: QB ▪ =n ��, 3 • :y CD ia i4, 3`i,_,.'rIiV-1m1 ... .. 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II. _ • • }.Kb11iR\ ' i II 1 • I Na 3 •• ,, 4^I ttLIMA —= /% ::� M— O fah 4B nL. : —11 rr.l.wellws-,rY CI '1 • © T$ I 4�' • i ZrY �1 1" 1 i 1 - • i 443. co \ \ /, I,I ! 1 issia 11 `' o I a �� v $ •`•},_ I I— * i cal • o e Y CA iii NNs EE 1 [V sN N Title: Job# Dsgnr: Date: 1.25PM 27 DEC 20 Description: Scope: Timber Beam & Joist 2-story inplex.ecwcaladatia,s , 1. /I Description ROOF FRAMING (1 OF 2) Timber Member Information GTI GT2 Gr3 GT4 GM RBI Timber Section Prilm 7.0x25 0 Pim 7.0x25 0 Prilm 7 0x25.0 Prilm 7 Ox25A Prilm 7 0x25.0 2-2x10 Beam Wdth in 7.000 7.000 7.000 7.000 7.000 3.000 Beam Depth ini 28.000 28.000 28.000 28.000 28.000 9.250 Le Unbraced Length ft, 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Truss Joist- Truss Mist- Truss last- Truss Joist- Truss Joist- Hem Fir,No.? MacMillan, MacMillan, MacMillan, MacMillan, MacMillan, Fb-Basic Allow psi 2 900.0 2,900.0 2,900.0 2,900.0 2 900.0 850 0 Fv-Basic Allow psi 290.0 290.0 290.0 290.0 290.0 150 0 Elastic Modulus ksi 2 000.0 2 000.0 2 000 0 2,000.0 2 000.0 1,300 0 Load Duration Factor 1.150 1.150 1.150 1 150 1.150 1 150 Member Type Manuf/Pine Manuf/Pine Manuf/Pine Manuf/Pine Manuf/Pine Sawn Repetitive Status No No No No No No Center Span Data Span ft 14.00 28.00 42.00 10.50 14.50 5.00 Dead Load #/ft 326.00 188.00 30.00 326.00 30.00 161.00 Live Load #/ft 544.00 313.00 50.00 544.00 50.00 269.00 Dead Load #/ft 138.00 296.00 173.00 Live Load #/ft 231.00 494.00 287.00 Start ft 7.000 End ft 19.000 12 500 1 250 Point#1 DL lbs 630.00 LL lbs 1,050.00 @ X ft 12.500 [sults Ratio= 0.0939 0.2883 0.0694 0.0587 0.1012 0.3990 i Mmax @ Center in-k 255.78 879.51 211 68 143.88 285.16 18.35 @ X= ft 7.00 13.78 21.00 5.25 7.37 2 34 fb Actual psi 279.6 961.6 231.4 157.3 311.8 429.0 Fb:Allowable psi 3,335.0 3,335.0 3,335.0 3,335.0 3,335.0 1,075.3 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 31.3 63.2 11.5 19.6 33.8 48.7 Fv:Allowable psi 333.5 333.5 333.5 333 5 333.5 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 2,282.00 3,519.14 630.00 1,711.50 2,409.57 591 72 LL lbs 3,808.00 5,867.00 1 050.00 2,856 00 4,020.69 986.41 Max.DL+LL lbs 6,090.00 9,386.14 1 680.00 4 567.50 6,430.26 1,578 12 @ Right End DL lbs 2,282.00 3,400.86 630.00 1,711 50 2,355.43 429.53 LL lbs 3,808.00 5,669.00 1 050 00 2,856 00 3,929 31 717 34 Max.DL+LL lbs 6,090.00 9,069.85 1 680 00 4,567 50 6,284.74 1,146 87 [Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK 11 Center DL Defl in -0.011 -0.148 -0.082 -0.003 -0.013 -0.010 UDefl Ratio 15,269.7 2,268.4 6,145.6 36,194.7 13,150.8 5,902.6 Center LL Defl in -0.018 -0.247 -0.137 -0.006 -0.022 -0.017 UDefl Ratio 9,150.6 1 360.2 3,687.3 21,690.2 7 881.6 3,536.2 Center Total Defl in -0.029 -0.395 -0.219 -0.009 -0.035 -0.027 Location ft 7.000 13.888 21.000 5.250 7 308 2.460 UDefl Ratio 5,721.7 850.3 2,304.6 13,562.6 4 928.1 2,211.4 21078 2021.12.22 South River Terrace_2S Triplex B_Slructural Calcu ations.pdf Page 9 of 79 Title: Job I Dsgnr: Date: 1.27PM, 27 DEC 20, Description: Scope: Timber Beam &Joist 2-storyuplexecwCalailations Description ROOF FRAMING (2 OF 2) Timber Member Information Rae Timber Section 4x10 Beam Width in 3.500 Beam Depth in 9-250 Le Unbraced Length ft 0.00 Timber Grade Douglas Fir- Larch,Mo.2 Fb•Basic Allow psi 900.0 Fv-Basic Mow psi 180.0 Elastic Modulus ksi 1,600.0 Load Duration Factor 1.150 Member Type Sawn Repetitive Status No Center Span Data Span ft, 3.00 Dead Load *ft 30.00 Live Load Mt, 50.00 Dead Load #/ft 101.00 Live Load *ft 169.00 Start ft 1 500 End ft 3.000 Point#1 DL lbs 2 282.00 LL lbs 3.808.00 @ X ft 1 500 Results Ratio- 0.9310 Mmax @ Center in-k 57 71 @ X= ft' 1.50 fb Actual psi 1,156.3 Fb Allowable psi 1,242.0 Bending OK fv Actual ps.' 148.5 Fv Allowable psi' 207.0 Shaw OK Reactions @ Left End DL lbs 1,223 87 LL lbs 2 042.37 Max.DL+LL lbs 3 266 25 @ Right End DL lbs 1 299.62 LL lbs 2.169.12 Max. DL+LL lbs 3 468 75 Deflections Ratio OK Center DL Deft in -0,006 UDefl Ratio 5 622.7 Center LL Defl wi -0 011 L/Defl Ratio 3,369.2 Center Total Deft i -0.017 Location ft 1.500 UDefl Ratio 2,106.8 21078 2021 12 22 South River Terrace 2S Triplex B Structural Calculations.pdf Page 10 of 79 Title: Job# Dsgnr: Date: 1 28PM, 27 DEC 20 Description: Scope: Multi-Span Timber Beam z-storytr,ue..e<,caiaiaU«.. Description ROOF FRAMING (GT5) General Information Truss Joist-MacMillan,Parallam 2 0E Fb Basic Allow 2,900 0 psi Elastic Modulus 2.000.0 ksi Spans Considered Cant nuous Over Support Fv Basic Allow 290 0 psi Load Duration Factor 1.150 Timber Member Information Description SPAN: SPAN) Span ft 12 00 15.50 Timber Section Prllm: Prllm: 7.0x28.0 7.0x28.0 Beam Width in 7.000 7 000 Beam Depth in 28.000 28.000 End Fixity Pin-Pd' Po-A„ Le Unbraced Length ft 0 00 0 00 Member Type Loads Live Load Used This Span? T Yes Yes Dead Load #ift 326 00 154 00 Live Load #/ft 544 00 256.00 Dead Load Mt 172.00 Live Load #/ft 288.00 Start ft 9.500 End ft 1 12 000 15.500 Results Mmax @ Cntr in-k' 104.5 132.0 @ X- ft 4.48 10.44 Max @ Left End in-k 0 0 -191.2 Max @ Right End in-k -191 2 0 0 fb Actual psi 209 0 209.0 Fb.Allowable psi 3,335.0 3,335,0 Bending OK Bending OK Shear @ Left k 3.89 4.74 Shear @ Right k 6.55 4.38 Iv Actual psi 341 291 Fv Allowable psi 333 5 333 5 Shear OK Shear OK Reactions&Deflection DL @ Left k 1.46 4.23 LL @ Left k 2.43 7.05 Total @ Left k 3.89 11.29 DL @ Right k 4.23 1 64 LL @ Right k 7.05 2 74 Total @ Right k 11.29 4.38 Max.Deflection in -0 006 -0 013 @X- ft 504 920 Query Values Location ft 0.00 0 00 Moment in-k 0.0 -191.2 Shear k 3,9 4 7 Deflection in 0.0000 0.0000 21078 2021 12.22 South River Terrace_2S Triplex B_Struclural Calculations pdf Page 11 of 79 e 1 e . I hi Iii pf t, gt!ml. 111 11;re; II 1 if:11.1z i 1 t.1 41 . .. . ....,,, ....„„ Is.j , ' ., .1 - ; I i• i ' • ' . , . t _ 6%. r + . . , . , . I k I : i :_1 ,.• t'-'-'‘, I I 4 6 — li. 4 I. 1 1; p- • ' Al -, - f i 4 O t :413 0 I - I) i :.1 • • . 7 1 Li 4 ,____2 ., • I. t i.....2.,.1., ...is, ID 4 . ....Za. d. .-- -.1 ' 1.Ar.4 ! 4-77 ; 1' -, 1: 1,... ____ : ' i 'S., — : r‘ I - ;14 _,,,' A ii i av, r: -F. (1 -r:' it co, *kr.... •- t :. . .i __. .1.7L. ... . 1 4. ( %,,, t t 1, 1 . ---t.•• /. I: -.. • u' • *ID 1. s--, -- a ::,1 a !,,,,• ,-v, 1 ,ti ei __._ iirj.". El 3 ISLA JIMMY.' ' '1 .a.- .1."'".- 4' ....." -I• i .4 31 *..• - ,s . , L .... V. . 1 . 4'• . o . . .... . x' -• .- , 4t1-7- --: I 4 AI .....n,....I....* i .I- .• , 4 , 10•4•1.4111,0 4/A ! '', - --'' •I- - . ' - ... • ".I 40 . . ., . 4., • . 0 I I I4 ._. _.. .f...0.' "illIk ;.Mr Migiraffir.7 .4••••• • • .., . '7:::r.. IF ' ' . I lotOtt S'.:' 1 11:4-- i ..4 7 at. i . 7 i 1 - ''' co 4 i- - It 1 ;-.I All I I X 6 l ' :'..)" 6.4 - -tv-- -- - i '•--1`— - •' . t -r • 1 — i il a i m 3 t - 41: --, . .......- i , I 1 • --1V,--. i Si i $ .7: I 1 • . ' ? lit `.. 4 'A • ' • NOW I' a .2 4 tl to 8 g t d gi M Ci r. Title: Job# Dsgnr: Date: 6:03PM, 5 MAY 21 Description: Scope: Timber Beam Joist 2-story uidex.ecw Calculations Description UPPER FLOOR FRAMING (1 OF 4) LTimber Member Information FBI FB2 FB3 FB4 FB5 FB6 FB7 Timber Section 4x12 4x12 4x8 2.2x10 2.2x10 3.2x10 LVL3.500xl4.000 Beam Wdth in 3.500 3.500 3.500 3.000 3.000 4.500 3.500 Beam Depth in 11.250 11.250 7.250 9.250 9.250 9.250 14.000 Le:Unbraced Length ft' 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Douglas Fir- Douglas For- Douglas Fir- Hem Fir,No.2 Hem For,No.2 Hem Fir,No.2 Roseburg,LSE Larch,No.2 Larch,No.2 Larch,No.2 Rigidlam LVI. Fb-Basic Allow psi 900.0 900.0 900.0 850.0 850.0 850.0 2,250.0 Fv-Basic Allow psi 180.0 180.0 180.0 150.0 150.0 150.0 220.0 Elastic Modulus ksi 1,600.0 1,600.0 1,600.0 1,300.0 1,300.0 1,300.0 1,500.0 Load Duration Factor 1.150 1.150 1.150 1.000 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Manuf/Pine Repetitive Status , No No No No No No No Center Span Data Span ft 16.00 16.00 8.00 3 00 3.00 3.00 9.00 Dead Load #/ft 45.00 15.00 120.00 206.00 184.00 135,00 30 00 Live Load #/ft 75.00 40.00 65.00 550.00 490.00 360.00 65.00 Dead Load #/ft 105.00 -105.00 424.00 128.00 120.00 Live Load #/ft 25.00 -25.00 556.00 63 00 50,00 Start ft 1.500 End ft 16.000 6 500 3.000 3.000 9.000 Point#1 DL lbs 2,355.00 LL lbs 3,929.00 @ X ftl 2.000 Lesults Ratio= 0.5482 0.8452 0.1705 0.2551 0.4854 0 9801 0.1088 II Mmax @ Center in-k 46.08 71.04 7.04 10.21 22.33 58.34 32.20 @ X= ft 8.00 8.00 4 00 1.50 1.50 1.99 4.50 fb:Actual psi 624.2 962.2 229 4 238.6 521.9 909.1 281.6 Fb:Allowable psi 1,138.5 1,138.5 1,345.5 935.0 1,075.3 1,173.0 2,587.5 sending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 32.5 50.1 18.2 29.9 65.4 169.1 27.2 Fv:Allowable psi 207.0 207.0 207.0 150.0 172.5 172 5 253.0 Shear OK Shear OK Shear OK Shear OK Shur OK Shear OK Shear sot Reactions 1 @ Left End DL Lips 360.00 960.00 217.50 309.00 912.00 1,179.50 675.00 LL lbs 600.00 520.00 197.50 825.00 1,569.00 1,944.17 517.50 Max.DL+LL lbs 960.00 1,480.00 415.00 1,134,00 2,481.00 3,12367 1,192.50 @ Right End DL lbs 360.00 960.00 217.50 309.00 912.00 1,964.50 675.00 LL lbs 600.00 520.00 197.50 825.00 1,569.00 3,253.83 517.50 Max.DL+LL lbs 960.00 1.480.00 415.00 1,13400 2,481,00 5,218.33 1,192.50 [Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK il Center DL Defl in -0.100 -0.266 -0.017 -0.001 -0.004 -0 006 -0.018 UDefl Ratio 1,922.7 721.0 5.734.6 24,665 4 8,357.0 5 682.0 5,855.4 Center LL Defl in -0.166 -0.144 -0.023 -0.004 0.007 -0 010 -0.014 UDefl Ratio 1,153.6 1331.1 4,198.8 9,238.3 4,857.6 3429.7 7,637.4 Center Total Oeft in -0.266 -0.411 -0.040 -0.005 -0.012 -0 017 -0.033 Location ft 8.000 8.000 4.000 1.500 1.500 1.608 4.500 UDefl Ratio 721.0 467.7 2,424,0 6,721.0 3,072.0 2 138 8 3,314.4 NOTE THAT THE BEAM SIZES SHOWN ARE THE MINIMUM SIZES REQUIRED. TO ACCOMMODATE A DEEPER FLOOR TRUSS, A LARGER FLUSH BEAM (FB) SIZE MAY BE SHOWN ON THE PLANS 21078_2021.12.22_South River Terrace_2S Triplex B_Structural Calculal ohs pdf Page 13 of 79 Title: Job I Dsgnr: Date: 6 04PM, 5 MAY 21 Description: Scope: Timber Beam &Joist 2•storyuiplex.euwwlwbtions I Description UPPER FLOOR FRAMING (2 OF 4) Timber Member Information r FB8 FB9 F810 F811 FB12 FB13 FB14 Timber Section Pr6m 3.5x14.0 4x10 5 125x16.5 5.125x18.5 LV_:3.500x14.000 Prem:3 504.0 Plum 5.250 4.0 Beam Wdth in 3.500 3.500 5.500 5.500 3.500 3.500 5 500 Beam Depth in 14.000 9.250 16.500 16.500 14.000 14.000 14.000 Le Unbraced Length ft 0.00 0.00 0 00 0.00 0.00 0.00 0 00 Timber Grade Roseburg, Douglas Fir- Douglas Fur,24F- Douglas Fr,24F- Roseburg,1.5E Roseburg, Roseburg, Bugbeam 2.2E Lard,,No.2 V4 V4 Rigidlam LVL Bgbeam 2.2E Bgbeam 2.2E Fb-Basic Mow psi 3,000 0 900.0 2,400.0 2,400.0 2,250,0 3 000 0 3,000.0 Fv-Basic Allow psi 265.0 180.0 240.0 240.0 220.0 265.0 265.0 Elastic Modulus ksi 2,200.0 1,600.0 1,800.0 1,800.0 1,500.0 2.200.0 2200.0 Load Duration Factor 1.000 1.150 1.150 1.150 1.150 1 150 1.000 Member Type Manuf/Pine Sawn GluLam GluLam Manuf/Pine Manuf/Pine Manuf/Pine Repetitive Status i No No No No No No No Center Span Data Span ft 13.00 3.00 18.50 19.25 6 00 7 00 17 25 Dead Load #/ft. 128.00 56A0 454.00 30.00 53 00 15 00 210.00 Live Load #/ftl 340 00 109.00 621 00 80,00 110.00 40.00 560.00 Dead Load #/ft 26.00 420.00 -420.00 420.00 120.00 105 00 Live Load #/ft 70.00 550.00 -550.00 550.00 50.00 25.00 Start ft 4.000 10 500 15.500 End ft 13.000 3.000 18 500 19.250 6 000 7.000 Point#1 DL lbs 985.00 1,712.00 1,640.00 LL Ibs 2 622.00 2,856.00 2,735.00 @ X ft' 1.000 1.500 15.500 Point#2 DL lbs 592.00 LL lbs 986.00 @ X ft 10.500 Point#3 DL lbs 430.00 LL lbs 717.00 @ X ft 15.500 LCantitever Span Span ftl 3.00 Uniform Dead Load #/ft, 323.00 Uniform Live Load #/ftl 388.00 Point#1 DL lbs; 519.00 LL lbs; 480.00 @X N 3.000 Point#2 DL lb 3,401.00 LL Ibs 5,669.00 @ X ftIl 0.500 Results Ratio= 0.4035 0.7242 0.7615 0.3930 0.0745 0.3265 0.6376 1 Mmax @ Center in-k 138.40 42.41 510.91 262.63 17.98 0.00 343.68 @ X= ft 6.60 1.01 8.14 15.48 3.00 0.00 8.62 Mmax @ Cantilever in-k 0.00 0.00 0.00 0.00 0.00 -128.78 0.00 fb Actual psi 1,210.5 849.8 2,047.2 1,052.4 157.3 1,126.3 1,912.9 Fb Allowable psi 3,000.0 1,242.0 2,688.5 2,677.9 2,587.5 3,450.0 3,000.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv Actual psi 90.7 149.9 196.7 106.6 18.8 71.1 112.8 Fv Allowable psi 265.0 207.0 276.0 276.0 253.0 304.8 265.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK NOTE THAT THE BEAM SIZES SHOWN ARE THE MINIMUM SIZES REQUIRED. TO ACCOMMODATE A DEEPER FLOOR TRUSS, A LARGER FLUSH BEAM (FB) SIZE MAY BE SHOWN ON THE PLANS 21078_2021 12 22_South River Terrace_2S fnplex B_Structural Calculations.pdf Page 14 of 79 Title: Job# Dsgnr: Date: 6 04PM, 5 MAY 21 Description: Scope: Timber Beam & Joist 2-story tnpler,ec'Calculations — Description UPPER FLOOR FRAMING (2 OF 4) Reactions U @ Left End DL lbs 913.00 1,370.67 5,371.93 761.64 519.00 -253.00 1,811 25 LL lbs 2,428.08 2,736.50 7,959.98 1,503.68 480.00 -632 57 4,830.00 Max. DL+LL lbs 3,341.08 4,107.17 13331.91 2,265.32 999.00 -88557 6,641.25 @ Right End DL lbs 985.00 1,042.33 2,401.07 3,030.86 519.00 5,982 00 1,811.25 LL lbs 2,621.92 1.862.50 3,687.52 4,833.81 480.00 8,400 57 4,830.00 Max.DL+LL lbs 3,606.92 2,904.83 6,088.59 7,864.67 999.00 14382.57 6,641.25 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center OL Defl in -0.054 -0.005 -0.279 -0.121 -0.004 0.011 -0.151 1 UDefl Ratio 2,879.0 7,882.1 794.6 1,913.9 17,134 5 7,640.6 1,369,0 Center LL Defl in -0.144 -0.009 -0.411 -0.215 -0 004 0.017 -0.403 UDefl Ratio 1,081.8 3,927.2 540.4 1,076.4 18,526.7 5,047.3 513.4 Center Total Defl in -0.198 -0.014 -0.690 -0.335 -0.008 0 028 -0.554 Location ft 6.552 1.416 8.880 10.549 3.000 4 172 8.625 UDeft Ratio 786.4 2,621.3 321.7 689.0 8,901 7 3,040 5 373.4 Cantilever DL Deft in -0.036 Cantilever LL Defl in -0 048 Total Cant.Defl in -0 085 UDefl Ratio 849.3 NOTE THAT THE BEAM SIZES SHOWN ARE THE MINIMUM SIZES REQUIRED. TO ACCOMMODATE A DEEPER FLOOR TRUSS, A LARGER FLUSH BEAM (FB) SIZE MAY BE SHOWN ON THE PLANS 21078_2021 12 22_South River Terrace_2S Triplex B_Structura Calculations.pdf Page 15 of 79 Title: Job* Dsgnr: Dote: 6:04PM 5 MAY 21, Description: Scope: Timber Beam&Joist 2-slerytripieicoossOOIWi0liona Description UPPER FLOOR FRAMING (3 OF 4) Timber Member Information FBIS FBl6 FB17 FBl8 FB19 FB20 FB21 Timber Section LVL 3$00x14.000 LV1.3.500x14.000 LVL 3.500x14.000 Prim.5.25x14.0 2.2,00 6x10 2-2x10 Beam Width in' 3 500 3.500 3.500 5.500 3.000 5.500 3.000 Beam Depth in, 14.000 14.000 14.000 14.000 9.250 9.500 9.250 Le Unbraced Length ft 0.00 0.00 0 00 0 00 0.00 0.00 0.00 Timber Grade Roseburg,1.5E Roseburg,1.5E Roseburg,1.5E Roseburg, Hem Fir,No.2 Douglas Fir- Hem Fir,No.2 Rgidiam LVL Rigdbm LVL Rgidiam LVL Bigbeam 2.2E Larch,No.l Fb-Basic Allow psi 2,250.0 2,250.0 2,250.0 3,000.0 850.0 1,350.0 850.0 Fv-Basic Allow psi 220.0 220.0 220.0 265.0 150.0 170.0 150.0 Elastic Modulus ksi 1,500.0 1,500.0 1,500.0 2,200.0 1,300.0 1,600.0 1,300.0 Load Duration Factor 1.000 1.000 1.000 1.000 1.150 1.150 1.150 Member Type Manuf/Pine Manuf/Pine Manuf/Pine Manuf/Pine Sawn Sawn Sawn Repetitive Status No No No No No No No center Span Data Span ft 5.00 8.50 18.00 19.75 3.00 6.00 6.00 Dead Load #/ft 109.00 94.00 30.00 10 00 135.00 128.00 128.00 Live Load #/ft 290.00 250.00 80.00 27.00 360.00 340.00 340.00 Dead Load #/ft 90.00 90.00 135.00 118.00 110.00 110.00 Live Load #/ft 360.00 63.00 50.00 50.00 Start ft 2 500 End ft 5.000 8.500 19.750 3.000 3.000 6.000 Point#1 DL lbs. 782.00 900.00 1,224.00 LL lbs 1,063.00 1,576.00 2,042.00 @ X ftl 3.500 2 500 3.000 i Results Ratio= 0.0912 0.1868 0.3857 0 6303 0.1984 0.6881 0.7372 11 �Mmax @ Center in-k 18.34 47.03 99.22 339.74 9 13 88.38 33.91 @ X= ft 2.50 4.25 5.76 9.40 1.50 3.00 3.00 lb Actual psi 160.4 411.4 867 9 1 891.0 213.3 1,068.3 792.7 Fb Allowable psi 2,250.0 2,250.0 2,250.0 3,000.0 1,075.3 1,552.5 1,075.3 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv Actual psi 20.1 41.1 719 121.1 26.7 83.7 75.8 Fv Allowable psi 220.0 220.0 220 0 265 0 172.5 195.5 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Leactions11 @ Left End DL lbs 497.50 782.00 899.94 1,901 81 379.50 1,243.50 714.00 LL lbs 725.00 1,062.50 1576.31 4,35509 634.50 2,153.50 1,170.00 Max.DL+LL lbs 1,222.50 1,844,50 2 476.25 6,256 90 1 014.00 3,397.00 1,884.00 @ Right End DL lbs 497.50 782.00 422.06 1,524 44 379.50 1,078.50 714.00 LL lbs 725.00 1,062.50 926.69 3,96416 634.50 2,078.50 1,170.00 Max.DL+LL lbs 1,222.50 1,844,50 1 348.75 5,488 59 1 014.00 3,157.00 1,884.00 LDeflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK 11 Center DL Defl in -0.002 -0.018 -0.136 -0 207 -0.002 -0.024 -0.027 UDefl Ratio 25,740.0 5,666 3 1,592.8 1.146.9 20,083.3 3,047.4 2,668.6 Center LL Defl in -0.003 -0 024 -0.261 -0.521 -0.003 -0.042 -0.044 UDefl Ratio 17,663.0 4,170.4 827.1 455.2 12,012.0 1,706.9 1,628.5 Center Total Defl in -0.006 -0 042 -0.397 -0.727 -0.005 -0.066 -0.071 Location ft 2.500 4.250 8.496 9 717 1.500 2.976 3.000 UDefl Ratio 10,475.0 2,402 3 544 5 325.9 7,516.4 1,094.1 1,011.4 NOTE THAT THE BEAM SIZES SHOWN ARE THE MINIMUM SIZES REQUIRED. TO ACCOMMODATE A DEEPER FLOOR TRUSS, A LARGER FLUSH BEAM (FB) SIZE MAY BE SHOWN ON THE PLANS 21078_2021 12.22_South River Terrace_2S Triplex B_Structural Calculations.pdf Page 16 of 79 Title: Job# Dsgnr: Date: 6 04PM. 5 MAY 21 Description: Scope: Timber Beam &Joist 2•alorytripiex.ecarCalodatrma Description UPPER FLOOR FRAMING (4 OF 4) Timber Member Information F822 Timber Section 2-2x13 Beam Wdth in 3.000 Beam Depth in' 9 250 Le Unbraced Length ft 0.00 Timber Grade Hem Fir,No.2 Fb-BascAllow Psi: 850.0 Fv-Basic Allow psi 150.0 Elastic Modulus ksi' 1.300.0 Load Duration Factor 1.150 Member Type Sawn Repetitive Status No Center Span Data Span ftS 8.00 Dead Load WIt 109.00 Live Load #/ft 290.00 Point#1 DL Ibs$ 45 00 LL Ibs 75.00 @ X 0 750 Point#2 DL lbs; 90.00 LL Ibsi 150.00 @ X ft; 4 000 Point#3 DL lbs, 45.00 LL Ibs 75.00 @ X t4 7 250 Results Ratio- 0.9814 Mmax @ Center in-kr 45.14 @ X= ft 4.00 fb Actual psi 1.055.2 Fb Allowable psi 1 075 3 Bending OK iv Actual psi 76.2 Fv Allowable psi 172 5 Mew OK Reactions @ Left End DL Ibs' 526 00 LL lbs 1,31000 Max.DL+LL lbs 1,836.00 @ Right End DL lbs 526.00 LL lbs 1,310.00 Max. DL+LL lbs 1,836.00 Deflections Rat o OK Center DL Deft n -0.047 L/Defl Ratio 2,029.8 Center LL Deft in -0.118 UDefl Ratio 816.1 Center Total Defl in -0.165 Location R 4.000 LfDefl Ratio 582.1 NOTE THAT THE BEAM SIZES SHOWN ARE THE MINIMUM SIZES REQUIRED. TO ACCOMMODATE A DEEPER FLOOR TRUSS, A LARGER FLUSH BEAM (FB) SIZE MAY BE SHOWN ON THE PLANS 21078_2021.12.22_South River Terrace 2S Triplex B Structural Calculations pdf Page 17 of 79 e a s , I ,,s • "o.4.i33 6 G i a. F 1 s 3 .E ° 4) CBo Cp, x ID 46 I3 !Ipm! 10 =49 0- j�q •lan�Ril K mo i z ti -�; EM mil ga. : , z L 1 ,, r , Pi c r Id it ' •,a, ,-, a -•; e? r km.cr_la If • «PA y , ._ r L.! ■1tu41wviiorlE 46 so - "6k R 4B 4D B 'LII:ME ...kf,...r 'A- c▪ ri A y 100.1 xa-I - ▪ ,I i_ . 4D 0• r (lit_ ; 'd, .rr v• - 4 jEft> J - 66,, - ,= - • !r 9�' tea f IIL1111111:: Pie a i iii 3i .g s:� eli 0A IN ; %;II CS. l b \el" ' °iiii 4' . x i � - ii PI • O— ;—] L i—t; ' D S:oer , L►e31 lm • __IL 0111 _ iV' _ � ► ' 'k—i -` 9D 'ID ., @ �, ��_ 'Alp � f k,cp rs f !� 3 Z r `°'' y„....,_ 1.4Lok r al=r-.Ticeirelitrizat,57.. j Z ,i 0 IA I - v�E dp 1�., ® i:: kat- 13. s s . 9 se;bil - .� 4D I' //''� 4B d 41:q a i;c 3 1 j 4 'L' 3 { iA N 2 65 wt. ,N 40, .S(,. . N >F s X.. K 5 A 2 O Title: Job# Dsgnr: Date: 1 36PM, 27 DEC 20 Description: Scope: Timber Beam & Joist 2-story tholex.ecw Gkulauons I Description CRAWLSPACE FRAMING Timber Member Information CBI Timber Section 4x8 Beam Wdth in 3 500 Beam Depth in 7 250 Le Unbraced Length ft 0.00 Timber Grade Douglas Fv Larch,N0.2 Fb-Bas c APow psi 900 0 Fv-Basic Allow psi 180 0 Elastic Modulus ksi 1,600 0 Load Duration Factor 1.000 Member Type Sawn Repetitive Status No Center Span Data Span ft 5.50 Dead Load #!fl 180.00 Live Load #/ft 480 00 Results Rat o- 0 8348 Mmax @ Center in-k 29.95 @X- ft 275 fb Actual psi 976.7 Fb Allowable psi 1170.0 Bending OK fv Actual psi 84.1 Fv Allowable psi 180.0 Sow OK Reactions @ Left End DL lbs 495.00 LL lbs 1,320 00 Max.DL+LL lbs 1,815 00 @ Right End DL lbs 495 00 LL lbs 1,320 00 Max.DL+LL lbs 1,815.00 Deflections Rato OK Center DL Deft inJ -0.021 UDefl Ratio 3,167 2 Center LL Deft n -0.056 UDefl Ratio 1 187.7 Center Total Dell n -0 076 Location ft 2 750 UDefl Ratio 863.8 21078_2021.12 22_South River Terrace_2S Triplex B_Structural Calculations.pdf Page 19 of 79 180♦ickerson St. C T E N G I N E E R I N G Suite 102 N Seattle. .%A Prukett SOUTH RIVER TERRACE 98109 Pak:: 1206)283-4512 Client TAYLOR MORRISON 1•AX: Page Number: i206128541618 gQUAph FZIAME0 WALL STUDS O PE. Out Dtscusston w/LmSert SuPPUER) BALLoon FwrnEO Sruo.s Pe CO mPRI.Seo OF LVL I3l4r512 O �r (lc 13Nf ko on 6ulk TuflGr nr, 11E h'iLt Uslnc3 SND HEIGHT OF jr' . 1kTu L SiuD 1-1EiGHT s 20'- 04 +/- , au/ we NI QEvuctrt TuE HEIGHT To Aucc,ovr Ft,t ?He 11tl)ctn6 Fahrh THE 11TT'R.mrcplFtT>' STAIR .P10lnW STAIR STTunGER BuTnn() UP To -Ike $RLLoon FitAmEO Szvof. © Pev- Out h4,rcussion to I E ( cx111cT, It+a Timm. 3aLtton Fafm WALL/ RR e CnItGokl 2 e0 AS L v o J n LLS Wl FL O-111 Lt. Fni LS H E J 1-tu,t, RN Rt RLLowheLt Der-WI-ton OP 4)/17_6 . 0 (1J was LOPID 1 0•t1'L (CI C )43t410 `C1C)w1nc t(GCp) - (Gcpi) ] (Gcp ) 0.90 (Cep;) " IS ih 0.502“, KzztKdVZ Kl ono Kzt t Iroo a.Sis V 1115 rrph 91, 1 Coo:A 256) (G 1O)(I•o p ) (0..PS) 0z0 )2 t ZI 9 iPS F (CAC)wtAt * (21.9 psP) C tx P.sR U)nno Lope ( ,41)(I54 PAR) t b.6 pip za> Jqy ? PJF 21078_2021.12.22_South River Terrace 2S Triplex B_Structural Calculations.pdf Page 20 of 79 Structural Engineers Title : Job* Dsgnr. Date: Description: Scope: WALL STUDS - - ,_ - swsr.,sa+w-..�:...«Z........,r,......o...�c_.........s...�r..u..: �,,......� Description SOUTH RIVER TERRACE SF Timber Member Information BF STUD Timber Section LVL•1 750x5 500 Beam W dth in 1.750 Beam Depth in 5 500 Le:Unbraced Length ft 15.00 Timber Grade Roseburg,2.0E Rigid1 m LVL Fb-Basic Allow psi 3,100 0 Fv-Basic Allow psi 290.0 Elastic Modulus ksi 2,000.0 Load Duration Factor 1.000 Member Type Manuf/Pine Repetitive Status Repetitive LCenter Span Data Span ft 15.00 Dead Load #/ft Live Load #/ft 9.30 LResults Ratio= 0.1840 Mmax @ Center in-k 3.14 @ X= ft 7.50 fb:Actual psi 355.7 Fb:Allowable psi 1,933.2 Bending OK fv:Actual psi 10.3 Fv:Allowable psi 290.0 Shear OK LReactions .'".?.=+::` Ig3;%,.. '-ti W.ra a rEWTAZS rGL5G`z. I @ Left End DL lbs 0.00 IL lbs 69.75 Max.DL-FLL lbs 69.75 @ Right End DL lbs 0.00 LL lbs 69.75 Max.DL+LL lbs 69.75 Deflections „ { •t:+1 Jw ;�6..'iii,t:lf+t,:GC'.! - 7w•i. i+..J.....< ...x.ae».-. _. Center DL Defl in 0.000 L/Def1 Ratio 0.0 Center LL Deft in -0.218 LIDefl Ratio 824 6 Center Total Defl in -0.218 Location ft 7.500 L/Defl Ratio 824.6 IA1Ro Logo Pe) SNo , (1 !tin ( Ib1t2 1 - 1-3 l 1t ��Ff o.224 `�P/Bzr — CIL Det.tt)ai z �tto 120 21078 2021.12 22 South'River Terr ce'7STriple Structural Cal ulaations.ppdf Page 21 of 79 7 il - rT Zo 1 rs (f) n0 d I !_ 1 `,1. '' it _, 69/� r rrJ h ^J f PO } CO L.1 1: _ M .. r.: ,. S ee B °_ in D— I.;. N K I` 2 r \ J� 1 L 6 . li f�18 yr is a 3 2 m m a N a I E t§ i i Y�` i I 0 c_ .= u 0 '-dv ,_. ,-,,, i J . Q c' . 1-1 DI i cif' I_ ©o fl • g J- -41,. 1 '—-- iT' 7,:la :r-1 e- A Sv i. sel E ow Q Dom , 4L ;�H : ,_ ,. feti N�� cai i 8 AOr "b 1 K. 8 1 a' 2 m m m 1 I r cc 5 A OSHPD SW 175th Ave & SW Scholls Ferry Rd, Beaverton, OR 97007, USA Latitude, Longitude: 45.42642619999999, -122.8535937000000 i Mountainside High School 7 SW Scholts Ferry Rd CD 210 SW Friendly to SW Friendly Ln ro GO 9 e SW Larkspring Ln Map data©2019 Google Date 5/23/2019,1 47.25 PM Design Code Reference Document ASCE7-10 Risk Category II Site Class C-Very Dense Soil and Soft Rock Type Value Description Ss 0.956 MCER ground motion.(for 0.2 second penod) S, 0.425 MCER ground motion_(for 1.0s penod) Sms 0.973 Site-modified spectral acceleration value Sim 0 584 Site-modified spectral acceleration value Sos 0 649 Numenc seismic design value at 0.2 second SA SDI 0 389 Numeric seismic design value at 1.0 second SA Type Value Description SDC D Seismic design category F. 1.018 Sae amplificat on factor at 0.2 second F„ 1.375 Sae amplification factor at 1.0 second PGA 0 421 MCE,peak ground acceleration FPGA 1 Site amplification factor at PGA PGAM 0.421 Site modified peak ground acceleration Ti, 16 Long-period transition period in seconds SsRT 0.956 Probabilistic nsk-targeted ground motion.(0.2 second) SsUH 1.068 Factored uniform-hazard(2%probability of exceedance in 50 years)spectra(acceleration SsD 1.5 Factored deterministic acceleration value.(0.2 second) S1RT 0.425 Probabilistic nsk-targeted ground motion.(1.0 second) S1 UH 0.488 Factored uniform-hazard(2%probability of exceedance in 50 years)spectral acceleration. S1D 0.6 Factored deterministic acceleration value.(1.0 second) PGAd 0.507 Factored deterministic acceleration value.(Peak Ground Acceleration) Cris 0.895 Mapped value of the nsk coefficient at short periods CRr 0.871 Mapped value of the nsk coefficient at a period of 1 s 21078_2021.12.22_South River Terrace 2S Triplex B_Structural Calculations.pdf Page 24 of 79 MCER Response Spectrum 1.00 o .+, o, m 0.50 0.25 0.00 0 5 1 15 Penod. T(sec) — Saig i Design Response Spectrum 0.8 0.6 0.4 0.2 0.0 0 5 10 15 Period T(sec) — Sa(g) DISCLAIMER While the information presented on this website is believed to be correct,SEAOC/OSHPD and its sponsors and contributors assume no responsibility or liability for its accuracy.The material presented in this web application should not be used or relied upon for any specific application without competent examination and verification of its accuracy,suitability and applicability by engineers or other licensed professionals.SEAOC I OSHPD do not intend that the use of this information replace the sound judgment of such competent professionals,having experience and knowledge in the field of practice,nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the seismic data provided by this website.Users of the information from this website assume all liability arising from such use.Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the search results of this webstie. 21078_2021 12 22 South River Terrace_2S Triplex B Structural Calculalions.pdf Page 25 of 79 2015 IBC SEISMIC OVERVIEW SHEET TITLE: 2015 IBC SEISMIC OVERVIEW CT PROJECT#: 21053-Unit 1 (521400B) Step# 2015 IBC ASCE 7-10 1. OCCUPANCY CATEGORY TYPE= II Table 1604.5 Table 1.5-1 2. IMPORTANCE FACTOR IF= 1.00 Section 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo. Engr. S.C. = C Section 1613.3.5 Section 11.4.2/Ch. 20 Table 1613.3.3(2) Table 20 3-1 4. 0.2 Sec. Spectral Response Ss= 0.96 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec. Spectral Response Si= 0.43 Figure 1613.3.1(2) Figure 22-2 Latitude= 45.43 N Longitude= -122.85 W httallearthquake.usgs.aovklesignmans/us/aoolicatiortohp htto.//earthauake.usqs.gov/hazards/ 6. Site Coefficient(short period) Fa= 1.02 Figure 1613.5.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.38 Figure 1613.5.3(2) Table 11 4-2 SMs= Fa' Ss SMs= 0.97 EQ 16-37 EQ 11.4-1 SM,- Fv* Si SM1= 0.58 EQ 16-38 EQ 11 4-2 S s=2/3'SMs Sos= 0.65 EQ 16-39 EQ 11.4-3 S�,=2/3*SMl Sal= 0.39 EQ 16-40 EQ 11.4-4 8, Seismic Design Category 0.2s SDCs= D Table 1613.5.6(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC, = 0 Table 1613.5.6(2) Table 11.6-2 10. Seismic Design Category SDC= 0 Max. Max. 11.(N&S) Wood structural panels - - N/A Table 12 2-1 12.(N&S) Response Modification Coef. R= 6.5 N/A Table 12.2-1 13.(N&S) Overstrength Factor :'o 3.0 N/A Table 12.2-1 14(N&S) Deflection Amplification Factor Co= 4.0 N/A Table 12.2-1 11.(E&W) Wood structural panels - - N/A Table 12.2-1 12.(E&W) Response Modification Coef R= 6.5 N/A Table 12.2-1 13.(E&W) Overstrength Factor "'Q 3.0 N/A Table 12.2-1 14.(E&W) Deflection Amplification Factor Co= 4.0 N/A Table 12.2-1 15 Plan Structural Irregularities - No N/A Table 12.3-1 16 Vertical Structural Irregularities - No N/A Table 12.3-2 17, Permitted Procedure Equiv. Lateral Force --- Table 12.6-1 21078_2021.12.22_South River Terrace_2S Triplex B_Structural Calculations.pdf Page 26 of 79 • 2015 IBC EQUIV, LAT, FORCE N&S SHEET TITLE: N&S: IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 CT PROJECT#: 21053-Unit 1 (521400B) Sos= 0.65 h„ = 18.42(ft) So,= 0.39 x = 0.75 ASCE 7(Table 12.8-2) R= 6.5 C,= 0.020 ASCE 7(Table 12.8-2) IF_ 1.0 T= 0.178 ASCE 7(EQ 12.8-7) S,= 0.43 k = 1 ASCE 7(Section 12.8 3) TL= 16 ASCE 7(Section 11.4 5.Figure 22-12) Cs=Sos/(R/IE) 0.100 W ASCE 7(EQ 12.8-2) Cs=So,/(T"(R/IE)) (for T<Ti) 0.337 W ASCE 7(EQ 12.8-3)(MAX.) Cs=(So,*TO/(Tz"(RIlE)) (for T>T,) 0.000 W ASCE 7(EQ 12.8-4)(MAX.) Cs=0.044* Sas-IF >0.01 0.010 W ASCE 7(EQ 12.8-5)(MIN) Cs=(0.5 S,)/(R/IE) 0.033 W ASCE 7(EQ 12.8-6)(MIN.if Si>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.100 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-10 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) C, = DIAPHR Story Elevation Height AREA DL w, w, "h,"` w, "h,'` DESIGN SUM LEVEL Height (ft) h; (ft) (sqft) (ksf) (kips) (kips) Vi DESIGN Vi Roof - 18.42 18.42 1580 0.025 39.5 727.6 0.60 3.63 3.63 Upper 8.09 10 33 10.33 1580 0.030 47.4 489.6 0.40 2.44 6.07 0.00 0.00 0.00 0 0.000 0 0.0 0.00 0.00 6.07 0.00 0.00 SUM= 86.9 1217.2 1.00 6.07 E=V= 8.67 (LRFD) 0.7 E= 6.07 (ASD) 21078__2021.1222_South River Terrace_2S Triplex B_Structural Calculations pdf Page 27 of 79 2015 IBC EQUIV. LAT.FORCE E&W ' SHEET TITLE E&W:IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 CT PROJECT# 21053-Unit 1 (521400B) SDs= 0.65 h„ = 18.42(ft) Sp,= 0.39 X = 0.75 ASCE 7(Table 12.8-2) R= 6.5 C,= 0.020 ASCE 7(Table 12.8-2) IE= 1.0 T= 0.178 ASCE 7(EQ 12.8-7) Si= 0.43 k = 1 ASCE 7(Section 12.8.3) Ti= 16 ASCE 7(Section 11.4.5:Figure 22-12) Cs=Sos/(RJIE) 0.100 W ASCE 7(EQ 12.8-2) Cs=So,/(T"(R/IE)) (for 7"‹T;) 0.337 W ASCE 7(EQ 12.8-3)(MAX.) Cs=(Sol'TO/(T2*(R/IE)) (for T>T;) 0.000 W ASCE 7(EQ 12.8-4)(MAX.) Cs=0.044" Sos•IE >0.01 0.010 W ASCE 7(EQ 12.8-5)(MIN.) Cs=(0.5 S1)/(RAE) 0.033 W ASCE 7(EQ 12.8-6)(MIN.if S,>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.100 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-10 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) C,, _ DIAPHR. Story Elevation Height AREA DL w, w, "h," wr `h,." DESIGN SUM LEVEL Height (ft) h, (ft) (sqft) (ksf) (kips) (kips) :jw, `h,'` Vi DESIGN Vi Roof - 18.42 18 42 1580 0.025 39.5 727.6 0.60 3.63 3.63 Upper 8.09 10.33 10.33 1580 0.030 47.4 489.6 0.40 2.44 6.07 0.00 0.00 0.00 0 0.000 0 0.0 0.00 0.00 6.07 0.00 0.00 SUM= 86.9 1217.2 1.00 6.07 E=V= 8.67 (LRFD) 0.7 E= 6.07 (ASD) 21078_2021.12.22_South River Terrace 2S Triplex B_Structural Calculations.pdf Page 28 of 79 • • r, �^ in m m m a "O u. CL j S V N. 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X CO CO N I))h O CI m 0 0 ID W I. N. O O O O N N 0) OI P) C) N- V NJ a) LI) _q O V f- N 01 4- .0 m V O V 0 0 N1� O N V N r C.j ID C) C) Na. W CD}N 00 C)ID - 10 N N ,- )- O o O 1y ' Cl )- N.. IN V F C �o WVjN N 0 NI CI fr n Q. 1- W [n U GO N If)1, O CI CA O O) t0 <0 1'- I- O O O O pp O O O 1- 1. I� aa N O. N C)C. N IX U1 O V 1� N m .- Z O V O V 0 0 0 0 10 w 1� 1� V O 10 M O N L V co O 0 0�U)mN mNM r to N N ,- '- .- N 404 N CI 1n N Z OI4O .700 U O 2 1i UI N = E t II L II it II II 11 II 11 11 II 11 a u yii •y II II 11 II II 11 11 II II II Q 0 ro N C)0 0 Cf V Sg g v < - N C) < m is = N N N I O a CI O C. Z In S 2 o c5 c3 > r 2 R M ;; c c c n Y �' N U N CO o 0 0 4 N W a g 1 A on ~ a a a a E E _ a n a i g ry w CC > 0.m C W o i m 9 m o o gILI � c c , < § V 0 a ! Ea 0 0 0 u uceCra3 u) u) O. O. < u) = NI rn a s 3 N W U a C C II N I-W `$ }s 'p C. Z CC J N O _ W ' Y- Z a > o s.o o N i U Se> O O N m I 0 O_ N ASCE 7-10 Wind Summary SHEET TITLE MAIN WIND FORCE RESISTING SYSTEM-LOADS FROM ASCE 7-10 CHAPTER 28.PART 1(or)SEAW RAPID SOLUTION CT PROJECT 4 21053-Unit 1(521400B) SEE SEAW RAPID SOLUTION SPREADSHEET AND INSERT VALUES BELOW MAIN WIND Wind(N-S) Wind(E-W) Min/Part 2(Max.) MinlPart 2(Max.) Wind(N-S)(LRFD) Wind(E-W)(LRFD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SvM LEVEL Height (ft) h.(ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Vi(N-S) V(N-S) Vi(E W) V it W) Roof - 18.42 18.42 0.00 0.00 0.00 0.00 6 94 6 94 4.51 4 51 Upper 8.09 10.33 10.33 0.00 0.00 0.00 0.00 2.44 9.37 3-36 r 87 O 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 9.37 0-00 7 87 O 0.00 0.00 V(n-s)= 0.00 V(e-w)= 0.00 V(n-s)= 9.37 V(e-w)= 7.87 kips kips kips(LRFD) kips(LRFD) DESIGN WIND-Min./Part 2/Part 1-ASD Wind(N-S)ILRFO) Wind(E-W)(LRFD) Wind(N-S)(ASO) Wind E-W (ASD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(NS) Vi(E•W) V(E-W) Vi(N-S) V(N-S) VI(E-W) V(E-W) Roof - 18.42 18.42 6.94 6.94 4.51 4.61 4.16 4.16 2.71 2.71 Upper 8.09 10.33 10.33 2.44 9.37 3.36 7.87 1.46 5.62 2.01 4.72 O 0.00 0.00 0.00 0.00 9.37 0.00 7.87 0.00 5.62 0,00 4,72 O 0.00 0.00 V(n-s)= 9.37 V(e-w)= 7.87 V(n-s)= 6.62 V(e-w)= 4.72 kips(LRFD) kips(LRFD) kips(ASD) kips(ASD) 21078 2021 12 22_South River Terrace_2S Triplex B_Structural Calculations.pdf Page 30 of 79 co C 0 C) CDCD tO 0 CO 0 0 0 0 0 0 O 0 0 CD CD C CS CD O C CDK E $ goli 0 N, o `I 02C! el0000000000000000000 0 0 g v g 0 q 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 c%) c0 O pp O co 0 co 0 .00 (00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4) 12 V o t0 on N O to O to O M 0 0 0 0 0 0 0 o 0 0 0 0 0 0 0 0 0 0 0 0) D -c 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o 0 o 0 0 0 d OD O V O C) O M O to 0 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 a g d 0 O. CO O N O. In. 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O 0 0 O 0 0 0 0 0 0 0 0 0 0 O o O o o Ip o 0 (V f0 W m y O O r d d d 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C d d d d d d 0 0 o ri co > l6 II II GI 0 N 0 0 00 0 0 0 o O C. O CD 0 0 0 0 0 0 0 00 0 0 0 0 ID 3 W >12 2 d 0 r d o d 0 d d d 0 0 0 0 0 0 0 0 o O 0 0 0 0 0 0 0 0 0 0 N > U u u > A COO if) 0 N 0 0 00 0 0 0 0 0 0 0 0 0 0 Co 0 0 0 0 0 0 0 0 0 0 0 N N m 2• 14 G N y O O .- O O O O O O O o 0 0 0 0 0 N y O O O O 0 o o 0 o o o 0 0 ot 0 (n cO > '-' 2 N y 00 ' 0100y E 00000000000000000000000 (n lac S a- 0o 0 0 .- o VV) 0 0 0 0 00 0 0 00 0 0 00 0 0 0 0 0 00 o 0 0 1 a) m co N v 0 0 4- 0 0 0 0 0 CD o d CD 0 06 O O O O O O O O O O O O O N CC p > A N /''� Cl) O 11) O Cl) O 1a 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 S`y / F N O N O N O N 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O 0 O y } N ; 0 0 0 O o 0 00 0 0 0 0 d O 00 0 o d O 06 0 0 06 06 O d J C C • N I C a U) W 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o m e N O O O O O O O CD O C. ID 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N f0 1 J 0 es N L U q L 0) a.W 0Y N O VI O f 7 0 1a o 00 0 0 0 0 0 0 00 0 0 0 0 0 0 0 0 0 0 0 0 'I) J N o v O O Qi O M 0 (V 0 0 0 O o 0 o d d 0 0 0 0 0 0 o O O 0 0 O O O J N b = N O O O C) 0 0 0 0 0 0 0 0 0 0 O 0 0 0 0 0 0 0 0 0 0 0 0 0 O co N �. z N. O 0) O Cl) O .- O O O O O O o O O O 0 O O O CD O O O 06 d O N O O SS O C C L # V V J a p O W F co In al 1p 0 0 0 CO 0 (0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 d J 0 94 6 0cri N O Q 4 0) N. N N CO CO wCC " n w a Ii �a ' (p 'Z 1- i m Nus U J = N3 O ea N 10 X 7 ' C ' ' W a O o a 7 z _ N ' 2015 IBC SEISMIC OVERVIEW SHEET TITLE. 2015 IBC SEISMIC OVERVIEW CT PROJECT#' 21053-Unit 2(521200B) Step# 2015 IBC ASCE 7-10 1. OCCUPANCY CATEGORY TYPE = II Table 1604.5 Table 1.5-1 2. IMPORTANCE FACTOR IF- 1.00 Section 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo. Engr. S.C. = C Section 1613.3.5 Section 11.4.2/Ch. 20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec. Spectral Response Ss= 0.96 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec. Spectral Response Si= 0.43 Figure 1613.3 1(2) Figure 22-2 Latitude= 45.43 N Longitude= -122.85 W httc llearthauake.usas.aov/desianmaps/us/appbcat!on,php http-l/earthquake,usgs.gov/hazards/ 6. Site Coefficient(short period) Fa- 1.02 Figure 1613.5.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.38 Figure 1613.5.3(2) Table 11.4-2 SMs= Fa*Ss Sus= 0.97 EQ 16-37 EQ 11.4-1 SM1= F„*S. SMI= 0.58 EQ 16-38 EQ 11.4-2 SDS=2/3* SMS Sox= 0.65 EQ 16-39 EQ 11.4-3 So,=2/3' SM, SD1= 0.39 EQ 16-40 EQ 11,4-4 8. Seismic Design Category 0.2s SDCs= D Table 1613.5.6(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC. = D Table 1613.5.6(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11.(N&S) Wood structural panels --- --- N/A Table 12.2-1 12.(N&S) Response Modification Coef. R= 6,5 N/A Table 12 2-1 13.(N&S) Overstrength Factor 3.0 N/A Table 12.2-1 14.(N&S) Deflection Amplifcation Factor C„= 4.0 N/A Table 12.2-1 11.(E&W) Wood structural panels --- --- N/A Table 12.2-1 12.(E&W) Response Modification Coef. R_ 6.5 N/A Table 12.2-1 13.(E&W) Overstrength Factor Y:: 3.0 N/A Table 12.2-1 14.(E&W) Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 15. Plan Structural Irregulanties - No N/A Table 12.3-1 16. Vertical Structural Irregularities - No N/A Table 12.3-2 17. Permitted Procedure Equiv. Lateral Force - Table 12.6-1 21078 2021.12.22_South River Terrace_2S Triplex B_Structural Calculations.pdf Page 37 of 79 2015 IBC EQUIV.LAT FORCE N&S SHEET TITLE: N&S:IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 CT PROJECT#: 21053-Unit 2(521200B) Sos= 0.65 h„ = 18.42 (ft) Sp,= 0.39 X = 0.75 ASCE 7(Table 12.8-2) R= 6.5 C,- 0.020 ASCE 7(Table 12.8-2) IE= 1.0 T= 0.178 ASCE 7(EQ 12.8-7) Si= 0.43 k = 1 ASCE 7(Section 12.8.3) Ti= 16 ASCE 7(Section 11.4.5:Figure 22-12) Cs=Sos/(R/IE) 0.100 W ASCE 7(EQ 12.8-2) Cs=Sol/(T'(R/IE)) (for T<7-,) 0.337 W ASCE 7(EQ 12.8-3)(MAX.) Cs=(Sos'TL)/(TZ'(RIIE)) (for T>TL) 0.000 W ASCE 7(EQ 12.8-4)(MAX.) Cs=0.044* Sos .IE >0.01 0.010 W ASCE 7(EQ 12,8-5)(MIN.) Cs={0.5 S,)/(RIIE) 0.033 W ASCE 7(EQ 12.8-6)(MIN.if S,>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.100 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-10 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) Cv. = DIAPHR. Story Elevation Height AREA DL w, w; 'h;k w, 'h,.k DESIGN SUM LEVEL Height (ft) h; (ft) (sqft) (ksf) (kips) (kips) :_:w, 'h,k Vi DESIGN Vi Roof - 18.42 18.42 1020 0.025 25.5 469.7 0.60 2.34 2.34 Upper 8.09 10.33 10.33 1020 0.030 30.6 316.1 0.40 1.58 3.92 0.00 0.00 0.00 0 0.000 0 0.0 0.00 0.00 3.92 0.00 0.00 SUM= 56.1 785.8 1.00 3.92 E=V= 5.60(LRFD) 0.7 E= 3.92(ASD) 21078_2021 12.22_South River Terrace_2S Triplex B_Structural Calculations.pdf Page 38 of 79 2015 IBC EQUIV LAT FORCE E&W SHEET TITLE: E&W:IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 CT PROJECT#: 21053-Unit 2(5212008) So,= 0.65 h„ = 18.42(ft) S❑,= 0.39 X = 0.75 ASCE 7(Table 12.8-2) R= 6,5 C,- 0.020 ASCE 7(Table 12.8-2) IE= 1.0 T= 0.178 ASCE 7(EC)12.8-7) S,= 0.43 k = 1 ASCE 7(Section 12.8 3) TL= 16 ASCE 7(Section 11.4.5:Figure 22-12) Cs=SO5/(RITE) 0.100 W ASCE 7(EQ 12.8-2) Cs=S❑,I(T'(R/IE)) (for T<T,) 0.337 W ASCE 7(EQ 12.8.3)(MAX.) Cs=(S❑,'TO/(TZ*(R/IE)) (for T>T,) 0.000 W ASCE 7(EQ 12.8-4)(MAX.) C,=0.044* S0s.IE >0.01 0.010 W ASCE 7(EQ 12.8-5)(MIN.) Cs=(0.5 S,)/(RITE) 0.033 W ASCE 7(EQ 12.8.6)(MIN.if Si>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.100 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-10 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) C,n - DIAPHR. Story Elevation Height AREA DL w, w, *h,k wr 'hrk DESIGN SUM LEVEL Height (ft) h, (ft) (soft) (ksf) (kips) (kips) _w. '1►, VI DESIGN Vi Roof - 18.42 18.42 1020 0.025 25.5 469.7 0.60 2.34 2.34 Upper 8.09 10.33 10.33 1020 0.030 30.6 316.1 0.40 1.58 3.92 0.00 0.00 0.00 0 0.000 0 0.0 0.00 0.00 3.92 0.00 0.00 SUM= 56.1 785.8 1.00 3.92 E=V= 5.60 (LRFD) 0.7 E= 3.92 (ASD) 21078 2021.12.22 South River Terrace_2S Triplex B_Structural Calculations.pdf Page 39 of 79 C) N- o co CO 10 n 0C O)In.05 0 -..i p _I ( w N > 0) g o Iq 0 d W O §. 0 II Z . oo b I c § w > > CO U)N ID 1q ell C)el 07 G, Q j N P1 10 W fc2 5 u) > N 10 0)0 2' Q yO CO CO 0 . Z L m N 0 o c c § > > El.. c O v, CO1 C O W o U. 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N 4 (n N co N LA In 0 0'/ m 0 y ID ,p n n 0 0 0 0 0 0 Co 0 n N. 1') 10 1n N c]O N OIA m O ui n r N O E OD a o 4 O O o 0 IO OD I, N. 44 N N L .o o N al O N 2 IL N.-N N ' (7 N N N N Y N _= co O o C S . 11 II II II II II II II II II II II II II '" II II II II II II II II I1 11 Q G CO N N)Co O I- M v L SS t 3 a a w o , F %) q Q m U o it W 10 10 = _ O H)O b 45 2 ci T A A A Y , C Q o a i i N N Q W p 5 m y o �_ a n a a P e _ a O. n• C I N o a) N m o 0 0 CC N C W y n n x W 00 w aA' E W 8 w o`g, 2 2 a c $ w a..3 . co 5 al Ip00 0 a m-pro a s H AI m N W H a cy c 3 �; Q = NI Fk S Y a 22� CC J y N 'S L O O N W a N Z _¢ W W m O U > > J N� CD 0 _O N • ASCE 7 10%Mod Summary SHEET TITLE MAIN WIND FORCE RESISTING SYSTEM-LOADS FROM ASCE 7-10 CHAPTER 28,PART 1(or)SEAW RAPID SOLUTION CT PROJECT• 21053-Unit 2(521200B) SEE SEAW RAPID SOLUTION SPREADSHEET AND INSERT VALUES BELOW MAIN WIND Wind(N-S) Wind(E-W) Min/Part 2(Max.) _MlnlPart 2(Max.) Wind(N-S)(LRFD) Wind(E-W)(LRFD) DIAPHR Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM l FVE_ Height (It) hi(ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Roof - 18.42 18.42 0.00 0.00 0.00 0.00 5.15 5.15 0.90 0.90 Upper 8 09 10.33 10.33 0.00 0.00 0.00 0.00 1.78 6.93 0.68 1.58 O 0.00 0.00 0.00 0.00 0.00 0 00 0.00 0.00 6.93 0.00 1.58 O 0.00 0.00 V(n-s)= 0.00 V le-w)= 0.00 V(n-sl= 6.93 V(e-w)= 1.58 kips kips kips(LRFD) kips(LRFD) DESIGN WIND-Min./Part 2/Part 1-ASD Wind(N-S)(LRFD) Wind(E-W)(LRFD) Wind N-S ASD) Wind(E-W)(ASCII DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SLIM LEVEL Height (ft) hi(ft) VI(N-S) V(N-S) VI(E-W) V(E-W) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Roof - 18.42 18.42 5.15 5.15 0.90 0.90 3.09 3.09 0.54 0.54 Upper 8.09 10.33 10.33 1.78 6.93 0.68 1.58 1.07 4.16 0.41 0.95 0 0.00 0.00 0.00 0.00 6.93 0.00 1.58 0.00 4.16 0.00 0.95 O 0.00 0.00 V(n-s)= 6.93 V(e-w)= 1.58 V(n-s)= 4.16 V(e-w)= 0.95 kips(LRFD) kips[LRFD} kips(ASDL kips IASDti 21078_2021 12.22 South River Terrace_2S Triplex B_Structural Calculations.pdf Page 41 of 79 10 w o v) o m o t` o 0 0 0 0 0 0 0 o a o 0 0 0 0 0 0 0 0 0 0 0 0 r` pi a NI! o P., o a o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 20a 9645) 0909c0006. 000000000000c6600o N a 1,-. 6Unor` oN0000000a0000000000000ao a) 2 I Q 0003000000000000000000 0 0 0 0 0 0 0 0 0 C) „ y Q o 0 0 0 0 0 0 0 0 0 0 0 0 0 o 0 o 0 0 0 0 0 0 0 0 0 0 0 o d I. O 1n O f. 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Ll LL N N O 11 11 I I 11 11 II co N o b 0) 3 r O N v`) ? ? ,- M II II (I 0) 0) r Ir ILLO II Cr) M a T3 0 Q f- N c) v O 1I 1I A m O O 'es a> a) co o N00 Q Q � � e � ro Qa � I_ > co co LL v r LL tO) 0) co co 1` (DCD cr) .c- NNrO 0 can ( Cr) Q Z 0)) co CO LOr 0. ui § iii c 0 0 W ;o It 11 11 I I I I II c3i or k 2 ~ E v ✓ t` j N � � 2 r- J u) m O 0 o as 0CC » w 7 co N cocsi co -0 CO N 0 00 a 0 Q. 4 < >4 ►41 ► I- D O O it It Oi--- co N i O O -o ` II 1- O N �t co co N co r 45 O = r O r r U O• N L �-LO ��- N M w L ✓ I!) I I m N RS _ I ♦ CII >II II II II lY co (S Q CO -) O oi Ct N 45 O _ -1 o a Q Nl I I I I N N N N O N col N. O N 2015 IBC SEISMIC OVERVIEW SHEET TITLE 2015 IBC SEISMIC OVERVIEW CT PROJECT# 21053-Unit 3(521300B) Step# 2015 IBC ASCE 7-10 1 OCCUPANCY CATEGORY TYPE= ii Table 1604.5 Table 1.5-1 2 IMPORTANCE FACTOR I.= 1.00 Section 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo. Engr. S.C. = C Section 1613.3.5 Section 11.4.2/Ch. 20 Table 1613.3.3(2) Table 20.3-1 4. 0,2 Sec. Spectral Response Ss= 0.96 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec. Spectral Response Si= 0.43 Figure 1613.3.1(2) Figure 22-2 Latitude= 45.43 N Longitude= -122.85 W I _Nearthauake.usgs,aov/deslanmaps/us/apollcaton.ph1 http://earthquake.usgs.gov/hazards/ 6. Site Coefficient(short period) Fa= 1.02 Figure 1613.5.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.38 Figure 1613.5.3(2) Table 11.4-2 Skis' Fa*SS SMS= 0.97 EQ 16-37 EQ 11.4-1 SM,= Fv*S, SMi= 0.58 EQ 16-38 EQ 11.4-2 Sos=2/3* SMS SDs= 0.65 EQ 16-39 EQ 11-4-3 So.=2/3*SM, Sp,= 0.39 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= D Table 1613.5.6(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC, = D Table 1613.5.6(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11.(N&S) Wood structural panels - - N/A Table 12.2-1 12.(N&S) Response Modification Coef. R= 6.5 N/A Table 12.2-1 13.(N&S) Overstrength Factor (.)0 3.0 N/A Table 12.2-1 14.(N&S) Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 11.(E&W) Wood structural panels - - N/A Table 12.2-1 12.(E&W) Response Modification Coef. R= 6.5 N/A Table 12.2-1 13.(E&W) Overstrength Factor 90 3.0 N/A Table 12.2-1 14.(E&W) Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 15. Plan Structural Irregularities - No N/A Table 12.3-1 16. Vert:cal Structural Irregularities - No N/A Table 12.3-2 17. Permitted Procedure Equiv. Lateral Force - Table 12.6-1 21078 2021 12.22 South River Terrace_2S Triplex B_Structural Calculations pdf Page 49 of 79 2015 IBC EQUIV.LAT. FORCE N&S SHEET TITLE: N&S:IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 CT PROJECT#: 21053-Unit 3(521300B) Sos= 0.65 h„ = 18.42(ft) SDI= 0.39 x = 0.75 ASCE 7(Table 12.8-2) R= 6 5 C,- 0.020 ASCE 7(Table 12.8-2) IE= 1.0 T= 0.178 ASCE 7(EQ 12.8-7) S,= 0.43 k = 1 ASCE 7(Section 12.8.3) T,= 16 ASCE 7(Section 11.4.5: Figure 22-12) Cs=Sos/(R/IE) 0.100 W ASCE 7(EQ 12.8-2) Cs=Sp,/(T`(RIIE)) (for T<TL) 0.337 W ASCE 7(EQ 12.8-3)(MAX.) Cs=(So,`T1)/(12*(R/IE)) (for T>Tc) 0.000W ASCE 7(EQ 12.8-4)(MAX.) Cs=0.044' Sos-IE >0.01 0.010 W ASCE 7(EQ 12.8-5)(MIN.) Cs=(0.5 S,)/(R/IE) 0.033 W ASCE 7(EQ 12.8-6)(MIN.if S,>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.100 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-10 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) C„ = DIAPHR. Story Elevation Height AREA DL w, w, 'h,k w„ `h,k DESIGN SUM LEVEL Height (ft) h, (ft) (soft) (ksf) (kips) (kips) -w, `h,k Vi DESIGN Vi Roof - 18.42 18.42 1120 0.025 28 515.8 0.59 2.59 2.59 Upper 8.09 10.33 10.33 1180 0.030 35.4 365.7 0.41 1.84 4.43 0.00 0.00 0.00 0 0.000 0 0.0 0.00 0.00 4.43 0.00 0.00 SUM= 63.4 881.4 1.00 4.43 E=V= 6.33 (LRFD) 0.7 E= 4.43(ASD) 21078 2021 12.22_South River Terrace_2S Triplex B Structural Calculations pdf Page 50 of 79 2015 IBC EQUIV.LAT.FORCE E&W SHEET TITLE E&W:IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 CT PROJECT#: 21053-Unit 3(521300B) Sos- 0.65 h„ = 18.42 (ft) Sr.= 0.39 x = 0.75 ASCE 7(Table 12.8-2) R= 6.5 C,= 0.020 ASCE 7(Table 12.8-2) IL= 1.0 T= 0.178 ASCE 7(EQ 12.8-7) S.= 0.43 k = 1 ASCE 7(Section 12.8 3) T = 16 ASCE 7(Section 11.4.5 Figure 22.12) Cs=SDs I(RILE) 0.100 W ASCE 7(EQ 12.8-2) Cs=So,/(T'(R/IE)) (for T<TL) 0.337 W ASCE 7(EQ 12.8-3)(MAX.) Cs=(So,"TL)/(T2*(R/IE)) (for T>TL) 0 000 W ASCE 7(EQ 12.8-4)(MAX.) Cs=0.044" Sos •IE >0.01 0.010 W ASCE 7(EQ 12.8-5)(MIN.) Cs=(0.5 S,)/(RITE) 0,033 W ASCE 7(EQ 12.8-6)(MIN.if S,>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.100 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-10 SECTION 12.8.3 (EQ 12.8-11) (EQ 12 8-12) C,,, = DIAPHR. Story Elevation Height AREA DL w; w, -h,k w, `h,k DESIGN SUM LEVEL Height (ft) h, (ft) (soft) (ksf) (kips) (kips) Vi DESIGN Vi Roof --- 18.42 18.42 1120 0 025 28 515.8 0.59 2.59 2.59 Upper 8.09 10,33 10.33 1180 0.030 35.4 365,7 0.41 1.84 4 43 0.00 0.00 0.00 0 0.000 0 0.0 0.00 0.00 4.43 0.00 0.00 SUM= 63.4 881.4 1.00 4.43 E=V= 6.33(LRFD) 0.7 E= 4.43(ASD) 21078_2021 12 22 South River Terrace 2S Triplex B Structural Calculations.pdf Page 51 of 79 • N- I o LL ., � a 4r-r'- ti 2 N CL _a N W N "' > IJ co n)N O a W ❑ §` Y 17 0 II tirio Is S C S > p> ID a a e a Q ? (')ID W ci Y J > U) mH- o Z pin to r` o I, Z I!N O N S GG C c ^O C G e co 0 10 Q C LL 1 co Ci 0 W LL c E 7 u J M IX WC SO W a s a a Y Y 0 c Q e N(O O O •ELLvino I. 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I') ID In m N(n 0 NI �.N O V h ^ N O 4- Z ID V O V O O O O Ip ID h h a s N. N L V I')O N LL=Z LL is W N N N N ,- N e O e N a, Ol a 0 0 V Gc N 0. x 2° II Ir II U II III` II II II II II II 9 II II IIII II II II II II II II II I I O. c0 o y I•'))0 0 =Illny V' 7 j. ,i ,i ? Y W •3 2 m U D i i m N N U •- Z p Q p p G,OD O O O m 4 O - W m n g. __ a a a a '2 , G G 4 G L L N 0 I) N a m is �a � N .Ta2 _c nD. nD. W g v v i i a ~ W I D,00 cc O cp W O v al a) c c 2 < m U o rn Co o n O # O tY m to • n a 0 to m U) W U $ y2 2 # I 4 I N I O Y = W 13 N Wa a ' OS Z a w CC 00 (p U > > .7 O J p N OD n O_ N • ASCE 7-10 Wind Summary SHEET TITLE MAIN WIND FORCE RESISTING SYSTEM-LOADS FROM ASCE 7-10 CHAPTER 28,PART 1(or)SEAW RAPID SOLUTION CT PROJECT 8 21053-Unit 31521300R) SEE SEAW RAPID SOLUTION SPREADSHEET AND INSERT VALUES BELOW MAIN WIND Wind(N-S) Wind(E-W) Min/Part 2(Max.) Min/Part 2(Max.) Wind)N-S)(LRFD) Wind(E.W)(LRFD) DIAPHR Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi ift) V(N S) V(N-S) Vi(E-W) V(E-W) Vi(N-S) V(N-S) Vi(E-W) V)E-W) Roof - 18.42 18.42 0.00 0.00 0.00 0.00 5'9 5.19 4 43 4 43 Upper 8.09 10.33 10.33 0.00 0.00 0.00 0.00 1 83 6.98 3.32 7 75 O 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0-03 6.98 0.00 7 75 O 0.00 0.00 V In-s)= 0.00 V(e-w)= 0.00 V(n-s)= 6.98 V(e-w)= 7.75 kips kips kips(LRFD) kips(LRFD) *DESIGN WIND-Min.IPart 2/Part 1•ASD Wind)N-S))LRFO) Wind(E-W)(LRFD) "Mind N-S ASD) Wind(E-W )ASD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi)E-W) V(E-W) Vi)N•S) V(N-S) Vi(E-W) V(E-W) Roof - 18.42 18.42 5.19 5.19 4.41 4.43 3.11 3.11 2.66 2.66 Upper 8.09 10.33 10.33 1.80 6.98 3.32 7.75 1.08 4.19 1,99 4.65 O 0.00 0.00 0.00 0.00 8.98 0.00 7.75 0.00 4.19 0.00 1,65 O 0.00 0.00 V(n-s)- 6.98 V(e-w)= 7.75 V(n•s)= 4.19 V(e-w)= 4.65 kips(LRFD) klps(LRFD) kips(ASDL kips(ASDL 21078_2021 12.22_South River Terrace_2S Triplex S_Structural Calculations.pdf Page 53 of 79 m O O O M O N 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N. a co 0 o a, 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1° Sc Q o 6 0 g o 9 o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 E O O 0 N 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N a a N. Ou) O LooN- 00000000000000000000000 0) v O O O O o O 6 O a O O O 0 0 o O O O O O O o d O 0 O O o O O CO a O O 0 O N O O O O o 0 0 0 0 0 0 060. 000000000 la -9 a t. 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N to coy Wo O0 p . i < 0N0c000ci00000000o0 �L f- u . to >Q N J U )0 CO O 0 0 (0 0 m 0 0 0 0 0 0 0 0 0 0 0000000000000 U) d dE z IO O c0 O In 0 c- 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C7 O O O O N 0 0 L.. ik t JSS O tilt- 0 m u) O 0 0 0 0 0 0 N 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 00 Cn F ' G m N 6 N Ul N . . 0 O = r/) W CC " II = w WC- c II CI N 0 r` , cox r- m 2.— .0a .0 .0O o Q 0 _1 x N x�x _ 5 In 1 o.▪ wco g@ Cco W W 0 N. ❑ a 2 Z N F 2 co & 2 / ƒ k \ wt Q. O. Mm e9 - C4 as � q $ ? ® . i II II II co Cr / � —I > - tt2 ® r O ~ 2n t - k k- 9 9 Q. V 03 c .1 • . c « o A aaa � as w n nQ. / U_ ,- � n n ƒ 0 II sr) Cr % . . i \ \ e \ \ 7/ J -0In N m \ \ Q $ 2 V i i ( . li o n C m i s 22 7 7 2 % \ 0 2 § \ 7 f ^ $ a L $ 5 59 LU0c - 4 0 k - fN- k \ qV- dz_ U) C k O § w % . i i i II II ] O e3 E � eE = / o > j / \ N ZZ 072T. 0 Da OCC \ D wt ) In / $ $ 2 co § R a � 3 \ < >4 N. 6 go ii n * o m " i o s @ 2 - % & R $ _ - % 6 - - \ = ec � ' .# $ 2 � $ ; o / = I I / & ii 6 7 " r 41- B i i i q > / � qt k 2 � ) > -) 2 � a CO8. o i I III R & 0 co NI Q Strang-Wall+High-Strength Wood Sheatwalls SIMPSON Garage Portal Systems on Concrete Foundations StrongTie Portal Design Information A portal frame under lateral loads causes the portal header to experience internal stresses in See p.12 See pp. 12 addition to those created by the primary loads for top plate Shear transfer and 17 for header (live,dead and snow).These additional stresses connection by designer connection are called induced forces and must be considered j _ when designing portal headers.To account for the -# nduced forces from lateral loads,a concentrated 1{ 1., ;z' 111 end moment equal to the top-of-panel moment k",,''', must be placed at the end of the header that is ", t,,, connected to the WSWH panel. For the WSWH12, .4,-"6., t'i 4 i i , WSWH18 and WSWH24,the moment induced into ra ;.l 1111.11 the portal header must be taken as 20%, 10%and 0%, I','?,f„li',i,:k } - _ r respectively,of the total lateral moment at the base. (�" "' I t '� i t ♦II The total lateral moment is calculated as the design 4+l l;�'"%` Header by designer ,r til, shear times the panel height. For headers with 4,rbi 3'min.width x �'-; 1 +y 11'/, min.depth typical residential uniform loads, the induced i, %;;I ...x-sir moment and shear forces from a portal-frame ; ! •'!( 4 Header support � ,'1�, system do not control the design.This is due 1; ••1 r!• ' _ y g post by designer Rough • ‘ to the 1,60 load duration factor(Co)used in `k< r;: opening `%t r';� design when wind and seismic loads are included. '!'''' height ,pi 6r I' 8 min., �'l.' The lateral and vertical loads shown on p. 19 t -•- 18'6'max for portal frames assume that the header size 1 falls within the portal-frame parameters listed in Column base detail r the table below. by designer(not shown)(1,000 •lb.allowable uplift load min) `: ° H +_ ° o Curb ' •° •° (r`: • a'o . '0 °O a ea °• °a .o Foundation design '•:: "d• ° °° •,.; s •. " (size and reinforcement) °°: °o °64, Strong-Wall`' High-Strength �..., -- •°,'• by designer •r° _� Wood Shearwall Portal Header Alternate Garage Alternate Garage Design Parameters Front Option 1 Front Option 2 Header Design Parameter 1 Allowable Rana�� !tS 'scent 10,711,477 Width 3"—5 f4" Depth 1114°-18' Alternative Garage Front Options g Clear Span 8' 18'6" i i hese alternative garage-front options may be used for applications 0 K 90 Ib.liin. 4,000 Ib.fin. when the Strong-Wa I'high strength wood shearwall is installed at the g 1. Single-or multi-ply header members may be used. full height(option 1)or without the additional Portal-Frame Kit(option 2), k 2. Maximum clear span for multi-ply 2x DF/SP header shall be when higher allowable load or reduced concrete anchorage is not E limited to 16'a needed.Refer to the Standard Application on Concrete Foundations 3.Secondary moment,shear and axial forces shall be on pp. 12 16 for product data and allowable load values. S considered in header design rn 4, Header design shall be by designer and aa4 ime gravity loads `n only induce simple span moments in beam For Garage Wall Option 2,the designer shall design for: k 5. Header stiffness(ICI for use in WSWH portal system 1.Shear transfer h may be determined using the following equation K=(E x b x d') 12L where: 2.Out of-plane loading effect & E Header rraxlufus of elasticity(psi) 0 b Header width(in.) 3.Increased overturning and drift due to add tional height d Header depth in) I. Header clear span(n.', 21078 2021 12 22 South River Terrace 2S Tnplex B_Structural Calculations.pdf Page 59 of 79 18 SIMPSON Garage Portal Systems on Concrete Foundations Strong-Tie Single-Wall Garage Portal System on Concrete Foundation 2,500 pal Concrete 3,000 psi Concrete Strong-Wall1 Seismic' Wind Seismic' Wmd High-Strength Panel Allowable Wood Evaluation Vertical Allowable Anchor Allowable Anchor Allowable Drift at Anchor Allowable Anchor (I) rw Sheaall Height, Load,P ASD Drtft at Tension at ASD Dot at Tension at ASD Allowable Tension at ASO Drtft at Tension (in.) Model He ' (114' Shear Allowable Allowable Shear AlbwaMe Allowable Shear Shear, Allowable Shear Allowable AI r No. Load,V Shear, Shear Load, '''',8 Shear Load,V a Shear, Load, • (lb-) a " a.1 T(lb.) V(Ib.) ('m _ T ON" ( ) Gnj T(Jb~)" V(lt1) e 'n'' T(' -0 1,000 1,780 0.39 14,550 2,285 0.53 18,715 I 1,790 0.39 14,550 2,285 0.53 18,715 O WSWH12x7 78 4,000 1,780 0.39 14,550 2,285 0.53 18,715 1,780 0.39 14,550 2,285 0.53 18,715 7,500 1,780 0.39 14,550 2,285 0.53 18,715 1,780 0.39 14,550 2,285 0.53 18,715 1,000 3,980 0.38 22,345 4,580 0.47 25,715 3,980 0.38 22,345 4,580 0.47 25,715 -C WSWH18x7 78 4,000 3,980 0.38 22,345 4,580 0.47 25,715 3,980 0.38 22,345 4,580 0.47 25,715 0) 7,500 3,980 0.38 22,345 4,505 0.46 25,285 3,980 0.38 22,345 4,580 0.47 25,715 1,000 7,450 0.30 33,210 7,950 0.35 35,430 7,450 0.30 33,210 8,260 0.36 36,815 , WSWH24x7 78 4,000 7,450 0.30 33,210 7,565 0.33 33,715 7,450 0.30 33,210 8,260 0.36 36,815 ( ) 7,500 7,115 0.28 31,715 7,115 0.31 31,715 7,450 0.30 33,210 8,260 0.36 36,815 1,000 1,590 0.42 14,280 2,065 0.57 18,520 1,590 0.42 14,280 2,065 0.57 18,520 (3) WSWH12x8 85.5 4,000 1,590 0.42 14,280 2,065 0.57 18,520 1,590 0.42 14,280 2,065 0.57 18,520 1 7,500 1,590 0.42 14,280 2,065 0.57 18,520 1,590 0.42 14,280 2,065 0.57 18,520 1,000 3,550 0.41 21,845 4,580 0.56 28,185 3,550 0.41 21,845 4,580 0.56 28,185 WSWH18x8 85.5 4,000 3,550 0.41 21,845 4,425 0.54 27,245 3,550 0.41 21,845 4,580 0.56 28,185 7,500 3,550 0.41 21,845 4,110 0.50 25,285 3,550 0.41 21,845 4,580 0.56 28,185 1,000 6,425 0.33 31,385 7,250 0.41 35,430 6,425 0.33 31,385 7,535 0.43 36,815 0) WSWH24x8 85.5 4,000 6,425 0.33 31,385 6,900 0.39 33,715 6,425 0.33 31,385 7,535 0.43 36,815 7,500 6,425 0.33 31,385 6,490 0.37 31,715 6,425 0.33 31,385 7,535 0.43 36,815 1,000 1,435 045 14,050 1,860 0.60 18 190 1,435 0.45 14,050 1,860 0.60 18,190 (f) WSWH12x8 93.25 4,000 1,435 045 14,050 1,860 0.60 18,190 1,435 045 14,050 1,860 0.60 18,190 1.11 7,500 1,435 045 14,050 1,860 0.60 18,190 1,435 045 14,050 1,860 0.60 18,190 1,000 3,170 0.44 21,290 4 130 0.60 27,735 3,170 0.44 21,290 4.130 0.60 27,735 WSWH18x8 93.25 4,000 3,170 0.44 21 290 4 060 0.59 27,245 3,170 0.44 21,290 4,130 0.60 27,735 7,500 3,170 0.44 21 290 3,765 0.55 25,285 3,170 0.44 21,290 4,130 0.60 27,735 1,000 6,240 0.37 33,240 6,650 0.43 35,430 6,240 0.37 33,240 6,910 0.45 36,815 WSWH24x8 93.25 4,000 6.240 0.37 33,240 6.330 041 33,715 6,240 0.37 33,240 6,910 0.45 36,815 7,500 5,950 0.35 31.715 5,950 0 38 31.715 6 240 0.37 33,240 6.910 0.45 36,815 1. Allowable shear loads are applicable to installations on concrete with specified compr.s2_,, 31rongths as listed using the ASO basic(IBC Section 1605.3.1)or the alternative basic(IBC Section 1605.3.2)load combinations. 2. Load values include evaluation of bearing stresses on concrete foundations and do not require further evaluation by the designer For installations on masonry foundations,bearing capacity shall be evaluated by the designer. 3. Seismic design based on 2018 IBC using R=6.5.For other codes,use the sesmic coefficients corresponding to light-frame bearing walls with wood structural panels or sheet-steel panels. 4. Allowable values shown apply to single-wall garage portal systems The allowable shear load for a double-wall garage portal system,which consists of two walls with a header continuous across both panels,may be taken as twice the table value. 5. Allowable vertical load denotes the total maximum concentric vertical load permitted on the panel acting in combination with the allowable shear loads. 6. Allowable shear,drift and anchor tension values may be interpolated for intermediate height or vertical loads.For panels 741/2"-78"tap,use the values for a cn 78'-tap panel. 7. To achieve required WSWH panel evaluation height,tom next tallest hill-height panel defined in table on p.13. 8. Drifts at lower design shear may be linearly reduced. 9. See p.16 for allowable out-of-plane and axial capacities. c10.High-strength anchor bolts are required for anchor tension forces exceeding the allowable load for standard-strength bolts tabulated on pp.22-23. a See pp.21-29 for WSWH-AB anchor bolt information and anchorage solutions it.Tabulated anchor tension values assume no resisting vertical bad.Anchor tension loads at des gn shear values and including the effect of vertical load may be determined using the following equation: T=flkxVaH)/B)-P/2,where: I=Anchor tension load(lb.) V=Design shear load)lb.) P=Applied vertical load(lb.) H=Panel height(in.) B=Moment arm(in.);7.625'for WSWH1..', 12 50'for WSWH18 and 17.50'for WSWH24 k=Portal factor;0.80 for WSWH12 panels 93''a or less in height, 0.90 for WSWH18 panels 931/4'or less in height. 1.00 for all other panels. 21078_2021 12 22_South River Terrace_2S Triplex B_Structural Calcuiations.pdf Page 60 of 79 19 ..: r..,-t o.:;,:(.':-:rex::ran crr•xuc:rrr:c SIMPSON HbU/DTT Strong-Tie Holdowns coco s 1084 Ms product ts proforablo to sWitiar connectors bccauro . w • of fay oar instatiaeoo,(3)ti w Ioada,(c)rower3y4 15A4 i W a astnd coat, s combination of tlhom loahnoa. ° c ra 0 00 o 3 C Hill hcidowns are pre-deflected durhg the rnartilactung ° x 1_ txoct.=;,vtr uzily(Amanatrty riutk xxnn,rxk7 iaact cino to 475u1 nplrStir I 0 m:ttcs:.y stretch They arm Strong Drive SOS I limy Dirty rerniterrigni Connecter screws wtich instal easty.reduce tastener sip and aorkLi:mta • 0 txovele a(Jusctcx rat ztchon when oorta r<acxf to txrlts ro ro urat', fy .e. 11 ,� 0 'he U 1` terc-1an tes are de5rtyued 1cr liontEi-cuty he loon I) ° 0 af,Ttiuitxx>_:our'logic,7x pa:tr. The�)TT17 ii:tahxf wcm ' �Y,y mats or Stton--cth a 5U Connector screws and the U 112L If( halals easly with the StranpOrhre SOS He&iy Duty Corrtector )1ii rC sur:w included) ma DTT17 tx:lrkrhn.:have boon tizlixt for ,—..... '-s• use In desigred ahearwal8 and prescrpave txaced well panels i� LSrill` ' I rt.:wd i as t emorpeve wood clod(d( ccatmre Ism p 289 tar 0 W.-► f .- -e �f I r deck ticah 1 t orra S{1 ram. . ffs more for m nformaticn onho heirloom oplkr ,contact �HDU i • '' , Son 5vor -1le DTT2Z Urtpe US t atant HMI Features: 8,666,580 • Uses Strong-Urhe SOS Heald-Duty Connector screws wtrlch irt:tril amity,reduce fastener sip and pro.kio a r 11Y greater net section area of the pcS1 compared to bolts 4` . �_._ • Strong Dram Connector SOS He rvy-Duly Coector screws rye 'm sutaplted with the hddowns 10 emette proper fasteners . thickness are used r 4 1 • No stud bolts to caufersnlc at ccerthgs +� At etorial:Sec tette m Finish:t()U gd+vanizod;DTT1Z and DTT27 7M11k'• I tc �f1Q1 rti. c oat_nq.D TT2SS— starllesa steel \i% rr Installation: .•• See Hoedown and TKtlort Tie(loners!Noes on pp 49-50 r 4,• The HOU requires no addraonel washer,the UIT req>es - a standard-art washer 4rxoturded with OTT2Z)be metaled • borxAv rt the tail and the seat • 0 a 8 • Strong Drive SOS Ncurvy Duly Compactor acrcmrs instal beef " , e •.Q �• ` '� <F with a krw speed hgtt•torque drib rv:ih a Ile hex head driver .r --).'' • Fa stcxtae anti c:rr_•+xxxtl wasfxs are irr*rxkx1 with the Vortical HDU OTT12 hpkkn:,Fa rr:tfaocxi,u d9,c rcks txtrl,, SiO:32522 t oti Installation Ts I'r:Aam isanir (Fie n e 51ze needed,e g.HUU2.) �Tie a. Codes:See p.12 for Code fieference Key Chart - o fTT ' . o h' 3 . • o Itenen cot than Horizontal HOU Offset Inateilatlon (cian vxaw) San Hnldnwn mei tiro m I la r'mxni Nola:. 62 21078_2021.12.22_Soulh River Terrace_2S Triplex B_Structural Calculations.pdf Page 61 of 79 Srrr:,+son:it:c:;Q 'Tie*:Visor,C:1rf rurIL:XI C.CXrrl:p'„o: SI M P SON HDU/DTT Strong-Tie Holdowns (cont.) Th,w;roiA„u Iro 8RLbb10 K01 Icy stir:At - Mrrr/rt thcCia prrAr t i am rpprova l kw instal Y ii V - cn►nni rxru>61nr1 Ixr>naclkn ® stow t i1mu_ $o Atli s7nrgl-owe SID Connoctc.rxran,s. oaa m c,a th V cs MOM Ytr.n n ocxl,moo p I!, sass p 21 So pp 33.',33/Irx mcra rlrxn cis CO p nk Dimensions Fasteners It an A onet8e Tension to ds O p Om) 44 Hoed OM io i7i Modal No Di. 1lmober ' — Code C W H B CI. SO Bch Di'.Anchor Wood OF/SP SPHHF Moaxihle Load X Cut) Fasteners (aa+ 1 14 t — ltilalf9z115 840 840 01/ In 0''IL 14 11/2 /li 114 % 41c 46 16)014Uc1V, 114r5t4 91U 640 0.16/ 18)0148411/2 9111 A50 0167 1 (11)141"116SDS 1%014 1,825 T 1.800 0105 ® DTT77 r — -i 14 31/2 64' 1% % 1 Ps 15 0036x114SO6 3s31/2 2,145 1,835 0.128 • 01) 01121-S1I75 I ( I M (8J%x264506 34344 2,145 2105 0.128 i14302 Sl1S7-5 14 3 8'14 311, 1V. Rs X ICI wxNSW 1 3x3t4 3.075 i 22t5 0 038 mc. 140114SOS?5 14 3 1095. 314 1%L 1% w (10)14,7%SOS 3r3% 4366 I 3./95 0114 Fl,1A 11. IDUS-SOS2.5 14 3 13N 314 114 Ili 44 (14)}4 2 b SOS 3 x 314 5,645 4,34U 0.115 1 3 x 31 8.765 6,820 0.11 HDUBSOS2.S 10 3 1656 3% 1% 114 44 (20)YLx214SOS 3161346 6.970 5.995 0.1I6 ( 316'41.6 7,810 6,580 0.113 { 3*. 14 514 9 335 4 0330 0.13/ I1OI111,SDS2.5 10 3 2214 3% 144 1% I 1301%x214SOS r 3VisfSo 11115 a cl I 1 0.13! r r 313r546' 10,770 ' 9,200 0.127 `HDD14 SDS25 7 3 75'11s 3% I11/4 4%. 1 (36)14x2%SD6 3H.r7% 14,390 12,375 0.177 r IBC, r 516i546 14,445 12.425 0.1/2 FL.IA 1 I-11114 racpaaa nowt t'x nxr+or rsi to willow a 1.03ttrn0d lanai Orippind wah I nkbvenl 2.10J 14 kxsrtts cis 4x6 ppat mu rypicatlo to nsttOatim cn dtha Un narrow cr tiro*Ark 41cr,of Ux poet i i r il SIM/post i Irma(' rod 0 HOOF 1111111 iOISI iiii.V 1 61124 lyplcal HDU Tle Between Floors 21078_2021 12.22_South River Terrace_2S Triplex B Structural Calculations.pdf Page 62 of 79 SS UPDATED 06/01/19 SIMPSON Anchor DesignerTM Company: Date: 8/26/2020 • Engineer: t Page: Strong-Tie Software Project: Version 2.9 7376 10 Address • Phone: E-mail: 1,Prgject information Customer company: Project description:HDU2(8"STEM) Customer contact name: Locaton: Customer e-mail: Fastening description. Comment 2,input Data&Anchor Parameters General Base Material Design method ACI 318-14 Concrete:Normal-weight Units Imperial units Concrete thickness,h(inch):16.00 State:Cracked Anchor Information: Compressive strength,Fc(psi):2500 Anchor type:Cast-in-place 4),.v 1.0 Material:AB Reinforcement condition:A tension,A shear Diameter(inch):0.625 Supplemental reinforcement: Not applicable Effective Embedment depth,her(inch) 6.000 Reinforcement provided at corners: No Anchor category:- Ignore concrete breakout in tension: No Anchor ductility:Yes Ignore concrete breakout in shear:No h,..,(inch)'.8.13 Ignore fide requirement:Yes Cm-.(inch): 1.38 Build-up grout pad: No SY(inch):2.50 Recommended Anchor Anchor Name PAB Pre-Assembled Anchor Bolt-PAB5(5/8'0) EQUIVALENT TO A36 THREADED ROD W/NUT-WASHER-NUT 11.111. 1111111.1111111 Input data and results must be checked for agreement with the existing circumstances.the standards and guidelines must be checked for plausibility Simpson trong-T e ;.rnpany lcu. 5956 W.Las Positas Boulevard Pleasanton,CA 94568 Phone 925 560 9000 Fax 925 847 3871 www.strongtie corn 21078_2021 12 22 South River Terrace__2S Triplex B_Structural Calculations.pdf Page 63 of 79 SIMPSON Anchor DesignerTM Company _ Date 8/2612020 Engineer: Page • Software Project Strong-Tie Version 2.9.7376.10 Address: Phone: E-mail Load and Geometry <Figure 2> Load factor source ACI 318 Section 5.3 Load combination:not set Seismic design:No Anchors subjected to sustained tension-Not applicable Apply entire shear load at front row'No Anchors only resisting wind and/or seismic loads Yes Strength level loads- Nua Kb] 3700 {Ib]:0 V.y(lb]:0 <Figure 1> Z 3700 lb 2.75 5.25 _t 0lb o lb , X ` Alk Input data and results must be checked for agreement with the existing circumstances the standards and guide!nes must be checked for plausibility, S,mpson Svc ng-Tic Company Inc 5956 W.Las Pos.tas Boulevard Pleasanton,CA 94588 Phone 925.560.9000 Fax 925 847,3871 www.strongfie.com 21078 2021.12 22_South River Terrace 2S Triplex B_Structura€Calculations pdf Page 64 of 79 • SIMPSON Anchor DesignerTM Company: Date• 812612020 • Engineer: Page: Strong-Tie Software Project: Verson 2 9.7376.10 Address: • Phone: E-mail: 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, N.(Ib) V. (Ib) Vusy(Ib) .t(Vue.)2+(Vusy)'(Ib) 1 3700.0 0.0 0.0 0.0 Sum 3700.0 0.0 0.0 0.0 Maximum concrete compression strain(960):0.00 Maximum concrete compression stress(psi):0 Resultant tension force(Ib) 3700 Resultant compression force(Ib) 0 Eccentricity of resultant tension forces in x-axis,e'N.(inch):0.00 Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0.00 4.Steel Strength of Anchor in Tension(Sec.17.4.1) Nu(Ib) qS ¢Nsa(Ib) 13100 0.75 9825 5.Concrete Breakout Strength of Anchor in Tension(Sec.17.4.2) Na=kc'Ifchet1'S(Eq. 17.4.2.2a) kc . fc(psi) her(in) Nb(Ib) 24.0 1.00 2500 6.000 17636 ONca=0(ANc/ANw)41'ed.N Vic,N'f'ti.NNb(Sec. 17.3.1 &Eq.17.4.2.1 a) Arvc(in2) ANC,(in2) cep(in) Pea y'PN 'KbN Na(lb) ¢ ¢Ncb(Ib) 158.00 324.00 2.75 0.792 1.00 1.000 17636 0.75 5107 6.Pullout Strength of Anchor in Tension(Sec.17.4.3) ON,=¢Y4Pk: 0`fc.P8Aayf':(Sec. 17.3.1,Eq.17.4.3.1 &17.4.3.4) Awy(in2) f (psi) ¢ oN,s(Ib) 1.0 2.10 2500 0.70 29372 11,Results 11,Interaction of Tensile and Shear Forces(Sec.D.7)? Tension Factored Load,N.(Ib) Design Strength,eNr,(Ib) Ratio Status Steel 3700 9825 0.38 Pass Concrete breakout 3700 5107 0.72 Pass(Governs) Pullout 3700 29372 0.13 Pass PAB5(518"0)with hef=6.000 inch meets the selected design criteria. 12.Warnings -Minimum spacing and edge distance requirement of 6da per ACI 318 Sections 17.7.1 and 17.7.2 for torqued cast-in-place anchor is waived per designer option. -Designer must exercise own judgement to determine if this design is suitable. CAPACITY = 3700 LBS (ULT) = 2200 LBS (ASD) Input data and results must be checked for agreement with the existing arcumstances,the standards and guidelines must be checked for plausibility. Simpson Strang-Tie Company n 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone 925 560.9000 Fax 925 847.3871 www.strongtie.com 21078_2021.12.22_South River Terrace_2S Triplex B_Structural Calculations.pdf Page 65 of 79 SIMPSON Anchor Designer TM Company: Date. 8/26/2020 SoftwareEngineer: Page • Strong-Tie Version r737fi11 Project • . . Address: Phone: E-mail 1,Project information Customer company: Project description:HDU4(8"STEM) Customer contact name: Location: Customer e-mail: Fastening description: Comment: 2.Input Data&Anchor Parameters General Base Material Design method:ACI 318-14 Concrete Normal-weight Units:Imperial units Concrete thickness,h(inch): 16.00 State.Cracked Anchor Information: Compressive strength,f,(psi).2500 Anchor type:Cast-in-place 4 ,v: 1.0 Material:AB Reinforcement condition A tension,A shear Diameter(inch):0.625 Supplemental reinforcement: Not applicable Effective Embedment depth,her(inch) 7.000 Reinforcement provided at corners No Anchor category:- Ignore concrete breakout in tension.No Anchor ductility:Yes Ignore concrete breakout in shear No h.n(inch):9.13 Ignore Edo requirement Yes Cmn(inch): 1.38 Build-up grout pad No Sinn(inch):2.50 Recommended Anchor Anchor Name:PAB Pre-Assembled Anchor Bolt PAB5(5/8"0) EQUIVALENT TO A36 THREADED ROD W!NUT-WASHER NUT Input data and results must be checked for agreement with the existing circumstances the standards and guidelines must be checked for plausibility. mpson Strong-T,e L.mpany Inc 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone 925 560.9000 Fax:925 847.3871 www strongtie.com 21078_2021.12.22 South River Terrace_2S Triplex B_Structural Calculations.pdf Page 66 of 79 SIMPSON Anchor Designer.'" Company Date 8/26/2020 • Engineer Page Strong-Tie Software Project Version 2 9 7376.11 Address Phone E-mail Load and Geometry <Figure 2> Load factor source:ACI 318 Section 5.3 Load combination:not set Seism c design:No Anchors subjected to sustained tension Not applicable Apply entire shear load at front row:No Anchors only resisting wind and/or seismic loads Yes - Strength level loads. N .[lb] 5500 V,a.[lb]:0 V,ay[lb]:0 <Figure 1> Z II 1I 5500 lb 1 2.75 5.25 0lb 01b Ad/ X �d r_ Input data and results must be checked for agreement with the existing arcumstances the standards and guidelines must be checked for plausibility :Imps Sirong Tie mpany In. 5956 W.Las Positas Boulevard Pleasanton CA 94588 Phone.925.560.9000 Fax 925.847 3871 www strongtie.com 21078 2021 12.22 South River Terrace 2S Triplex B Structural Calculations pdf Page 67 of 79 SIMPSON Anchor DesignerTM Company Date: 8/26/2020 • Engineer Page Software Strop Project: T1@ Version 2.9.7376.11 Address: • Phone: E-mail: 3,Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Ne.(lb) V....(Ib) V....(lb) r(V,,..)2+(V,,..)'(Ib) 1 5500.0 0.0 0.0 0.0 Sum 5500.0 0.0 0.0 0.0 Maximum concrete compression strain(%,):0.00 Maximum concrete compression stress(psi):0 Resultant tension force(lb):5500 Resultant compression force(Ib):0 Eccentricity of resultant tension forces in x-axis,e'N.(inch):0.00 Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0.00 4,Steel Strength of Anchor in Tension(Sec.17.4.1) M.(Ib) 0 ON..(Ib) 13100 0.75 9825 5.Concrete Breakout Strength of Anchor in Tension(Sec.17.4.21 N.=k..t.Vf'her'5(Eq.17.4.2.2a) k, A. f'(psi) he(in) Ns(Ib) 24.0 1.00 2500 7.000 22224 ifN.._0(A/../A,vc,)'PdN'Pi,N'fcp.NNb(Sec. 17.3.1 &Eq.17.4,2,1a) ANe(in2) ANW(in2) ce....,(in) yu.dN 'Y.N 'Ypv N.(Ib) 0 ON,e(Ib) 182.00 441.00 2.75 0.779 1.00 1.000 22224 0.75 5356 6,Pullout Strength of Anchor in Tension(Sec.17.4,3) INM:661C PNp=0'Y pBA..,fr(Sec.17.3.1,Eq.17.4.3.1 &17.4.3.4) w.. A..,(in2) f.(psi) 0 ON..(Ib) 1.0 2.10 2500 0.70 29372 7,Side-Face Blowout Strength of Anchor in Tension(Sec.1T.4.41 ioN.b- 0((1+c.,/c.)/4}(160c.I\A.,,).t4f.(Sec.17.3.1 &Eq.17.4.4.1) cif(in) c.o(in) Asg(in2) A. f,(psi) 0 #N..(tb) 2.75 99999.00 2.10 1.00 2500 0.75 23899 11.Results 11.Interaction of Tensile and Shear Forces(Sec.D.71? Tension Factored Load,N..(Ib) Design Strength.0N.(Ib) Ratio Status Steel 5500 9825 0.56 Pass Concrete breakout 5500 5356 1.03 Fail(Governs) SAY OK Pullout 5500 29372 0.19 Pass Side-face blowout 5500 23899 0.23 Pass CAPACITY= 5500 LBS (ULT)= 3300 LBS(ASD) Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility Simpson Strcn;t-Tie Company In,_ 5956 W Las Positas Boulevard Pleasanton,CA 94588 Phone 925 560.9000 Fax 925.847.3871 www.strongtie.com 21078 2021 12.22_South River Terrace_2S Triplex B Structural Calculations.pdf Page 68 of 79 SIMPSON Anchor DesignerTM Company: Date: 8/26/2020 • Engineer: Page: Strong Software Project: Version 2,9.7376.12 Address: a Phone: E-mail: 1.Pro►ect information Customer company: Project description:HDU5(8"STEM) Customer contact name: Location: Customer e-mail: Fastening description: Comment: ,2,limit Data&Anchor Parameters General Base Material Design methodACI 318-14 Concrete: Normal-weight Units: Imperial units Concrete thickness,h(inch): 16.00 State:Cracked Anchor Information: Compressive strength,f.(psi):2500 Anchor type:Cast-in-place 4'c.v: 1.0 Material:AB Reinforcement condition:A tension,A shear Diameter(inch): 0.625 Supplemental reinforcement Not applicable Effective Embedment depth,her(inch):12.000 Reinforcement provided at corners: No Anchor category:- Ignore concrete breakout in tension: No Anchor ductility:Yes Ignore concrete breakout in shear:No h,,.,,(inch): 14.13 Ignore Edo requirement:Yes Cr,.(inch): 1.38 Build-up grout pad:No Sr•(inch):2.50 Recommended Anchor Anchor Name. PAB Pre-Assembled Anchor Bolt-PAB5(5/8"0) EQUIVALENT TO A36 THREADED ROD W/NUT-WASHER-NUT Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility _tn,ng Tie In.: 5956 W Las Positas Boulevard Pleasanton,CA 94588 Phone 925 560.9000 Fax:925.847.3871 www.strongtie.com 21078 2021 12 22 South River Terrace 2S Triplex B Structural Calculations.pdf Page 69 of 79 SIMPSON Anchor DesignerTM Company Date 8/26/2020 Engineer Page Strong-Tie g Software Project: Version 2.9 7376.12 Address. . Phone E-mail: Load and Geometry <Figure 2> Load factor source ACt 318 Section 5.3 Load combination not set Seism,c design No Anchors subjected to sustained tension:Not applicable Apply entire shear load at front row:No Anchors only resisting wind and/or seismic loads Yes Strength level loads N..[lb) 6800 V,”jlb] 0 V ey RN- 0 <Figure 1> Z 6800 lb 2.75 5.25 0lb O lb � Y X ti Input data and results must be checked for agreement with the existing circumstances the standards and guidelines must be checked for plausibility tr.. 9 Tie -TT:any in. 5956 W.Las Positas Boulevard Pleasanton CA 94588 Phone 925 560 9000 Fax.925.847.3871 www.strongtie.com 21078 2021.12.22 South River Terrace-2S Triplex B Structural Calculations pdf Page 70 of 79 SIMPSON Anchor DesignerTM Company: Date• 8/26/2020 Engineer: Page Strong-Tie Software Project: Version 2.9 7376.12 Address: • Phone: E-mail: 3,Resulting Anchor Forces Anchor Tension load, Shear load x. Shear load y, Shear load combined. N•_.(Ib) Va..(Ib) V,,.y(Ib) q(Vuta)'+(V.ay)2(Ib) 1 6800.0 0.0 0.0 0.0 Sum 6800.0 0 0 0.0 0.0 Max.mum concrete compression strain(%.).0.00 Maximum concrete compression stress(psi) 0 Resultant tension force(lb) 6800 Resultant compression force(Ib):0 Eccentricity of resultant tension forces in x-axis,e'N.(inch).0.00 Eccentncity of resultant tension forces in y-axis,e'Ny(inch) 0.00 4.Steel Strength of Anchor in Tension(Sec.17.4.11 N..(Ib) 0 ON..(Ib) 13100 0.75 9825 5.Concrete Breakout Strength of Anchor in Tension(Sec.17,4.21 Ns- 16Aavf<h.?"(Eq. 17.4.2.2b) ,la f:(psi) he(in) Ne(Ib) 1.00 2500 12.000 50318 ONtn=0(ANi,/ANcoPPo.NW,NTa•NN,(Sec.17-3.1 &Eq.17.4.2.1a) ANC(in2) Alnico(in2) ce.m.,(in) waeN (PC N 'PCp.N N,(Ib) 0 41Na.(Ib) 302.00 1296.00 2.75 0.746 1.00 1.000 50318 0.75 6559 6.Pullopt Strength of Anchor in Tension(Sec.17.4.31 0Np.=O'Y'.pNp=IO h,p8A.mf.(Sec. 17.3.1,Eq. 17.4.3.1 &17.4.3.4) VC,p Arm(in2) fc(psi) 0 Ni,0 .(Ib) 1.0 2.10 2500 0.70 29372 7.Side-Face Blowout Strength of Anchor in Tension(Sec.17.4.4) Oa,=0{(1+ca2/ca,)/4)(160c.,NIAbm).tvfc(Sec. 17.3.1 &Eq.17.4.4.1) c.,(in) cat(in) A.,a(in2) .1a f,(psi) 0 QNa.(Ib) 2.75 99999.00 2.10 1.00 2500 0.75 23899 11,Results 11,Interaction of Tensile and Shear Forces(Sec.D.7)? Tension Factored Load,N..(Ib) Design Strength,eN.(lb) Ratio Status Steel 6800 9825 0.69 Pass Concrete breakout 6800 6559 1.04 Fail(Governs) SAY OK Pullout 6800 29372 0.23 Pass Side-face blowout 6800 23899 0 28 Pass CAPACITY =6800 LBS (ULT)=4080 LBS (ASD) Input data and results must be checked for agreement with the existing arcumstances,the standards and guidelines must be checked for plausibility meson Sirong-Tie mpany Inc5956 W Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax 925.847.3871 www.strongtie-com 21078_2021.1222_South River Terrace_2S Triplex B_Structural Calculations pdf Page 71 of 79 Anchor Rod for Holdown in Footing Depth of footing 8.0 in cracked concrete yes Concrete Strength 2,500 psi embedment 5 Fn 5/8 diameter headed anchor rod d,=anchor diameter 0.625 in f,,,=steel strength 58,000 psi ASe_area of anchor 0.226 in"2 kc 24 hef =embedment 5 in min.edge distance=1.5'hef 2.0 in Abrg-hex-head nut 0.746 in"2 Tension Capacity Steel cNsa=0.75*Ase*fut 9.831 lbs Concrete breakout ctNcb=0.70*Anc/Anco*Wec'4)ed'41c*Nb"0.75 7,044 lbs Anco=9*hef^2 225 in"2 Anc=(3hef)'(3hef) 225 Wec= 1.00 1.00 Wed= 1.00 1 00 4+c= 1.00-cracked concrete 1.00 Nb=kc'fc"2*hef^1.5 13,416 lbs Concrete pullout CiNp=0.70'8*Abrg'fc*4)c*0 75 7,833 lbs 4ic= 1.00-cracked concrete 1.00 Concrete blowout Does Not Apply-edge distance is greater than 0.4'hef Allowable tension capacity of anchor rod in concrete 4,696 lbs (minimum factored capacity divided by 1.5) 21078 2021 12 22_South River Terrace_2S Triplex B Structural Calculations.pdf Page 72 of 79 Anchor Rod for Holdown in Footing Depth of footing 10 0 in cracked concrete yes Concrete Strength 2,500 psi embedment 7 in 7/8 diameter headed anchor rod do=anchor diameter 0.875 in tut=steel strength 58,000 psi ASS=area of anchor 0.462 m^2 kc 24 haf =embedment 7 in min.edge distance=1.5`hef 2.0 in Abrg-hex-head nut 1.310 m^2 Tension Capacity Steel 4 Nsa-0.75`Asefut 20 097 lbs Concrete breakout cDNcb=0.70*Anc1Anco`Wec`Wed`Wc`Nb'0.75 11 668 lbs Anco=9`hef^2 441 inA2 Anc=(3hef)*(3hef) 441 Wec= 1.00 1.00 Wed=1.00 1.00 We=1,00-cracked concrete 1.00 Nb=kc`fc^2`hef^1.5 22 224 lbs Concrete pullout 013Np=0.70`8`Abrg`fc`Wc`0.75 13,755 lbs We= 1.00-cracked concrete 1.00 Concrete blowout Does Not Apply-edge distance is greater than 0.4*hef Allowable tension capacity of anchor rod in concrete 7,779 lbs (minimum factored capacity divided by 1.5) 21078_2021 12.22_South River Terrace 2S Triplex B.Structural Calculations.pdf Page 73 of 79 Title: Job Si Dsgnr: Oats 1 37PM, 27 DEC 20, Description: Scope: Square Footing Design z-stogymwcakuiat . I Description FTG F1 General Information Dead Load 1.300 k Footing Dimension 1.500 ft Live Load 2.900 k Thickness 10.00 in Short Term Load 0.000 k #of Bars 2 Seismic Zone 3 Bar Size 4 Overburden Weight 0.000 psf Rebar Cover 3.250 Concrete Weight 150.00 pcf Pc 2,500.0 psi LL&ST Act Separately Fy 60,000.0 psi Load Duration Factor 1.000 Column Dimension 3,50 in Allowable Soil Bearing 2,000.00 psf Reinforcing Rebar Requirement Actual Rebar"d"depth used 6.500 in As to USE per foot of Width 0.216 in2 200/Fy 0.0033 Total As Req'd 0.324 in2 As Req'd by Analysis 0.0003 in2 Min Allow%Renf 0.0014 Min.Reinf%to Req'd 0.0014 % Summary Footing OK 1.50ft square x 10.0in thick with 2-#4 bars Max Static Soil Pressure 1,991.67 psf Vu Actual One-Way 2.54 psi Allow Static Soil Pressure 2,000 00 psf Vn-Ph Allow One-Way 85.00 psi Max Short Term Soil Pressure 702-78 psf Vu Actual Two-Way 19.00 psi Allow Short Term Soil Pressure 2,000 00 psf Vn'Phi Allow Two-Way 170.00 psi Mu Actual 0.58 k-R/R Alternate Rebar Selections. 2 #4's 2 #5's 1 #6's Mn'Phi Capacity 7,42 k-ft/ft 1 #7's 1 #8's 1 #9's 1 #10's 21078 2021.12,22 Soulh River Terrace_2S Triplex B_Structural Calculat ons.pdf Page 74 of 79 Title: Job# Dsgnr: Date: 1 38PM, 27 DEC 20 Description: Scope: Square Footing Design 2-ttoryhyln■ecw.Calc,labons I Description FTG F2 General Information Dead Load 2.400 k Footing Dimension 2.000 ft Live Load 4.000 k Thickness 10.00 in Short Term Load 0 000 k #of Bars 3 Seism c Zone 3 Bar Size 4 Overburden Weight 0.000 psf Rebar Cover 3.250 Concrete Weight 150.00 pci Yc 2,500 0 psi LL&ST Act Separately Fy 60,000.0 psi Load Duration Factor 1 000 Column Dimension 3 50-n Allowable Soil Bearing 2,000.00 psf Reinforcing I Rebar Requirement Actual Rebar"d"depth used 6 500 in As to USE per foot of Width 0 216 in2 200/Fy 0 0033 Total As Req'd 0 432 in2 As Req'd by Analysis 0 0004 in2 Min Allow%Reinf 0.0014 Min Reinf%to Req'd 0 0014`/o Summary Footing OK 2.00ft square x 10.0in thick with 3-#4 bars Max. Static Soil Pressure 1 725 00 psf Vu Actual One-Way 10.88 psi Allow Static Soil Pressure 2 000.00 psf VVn*Phi Allow One-Way 85.00 psi Max.Short Term Soil Pressure 725.00 psf Vu Actual Two-Way 34.52 psi Allow Short Term Soil Pressure 2 000.00 psf Vn'Phi Allow Two-Way 170.00 psi Alternate Rebar Selections... Mu Actual 0.99 k-ft!ft 3 #4's 2 #5's 1 #6's Mn•Phi Capacity 8 30 k-ft/ft 1 #7's 1 #8's 1 #9's 1 #10's 21078 2021_12.22_South River Terrace_2S Triplex B_Structural Calculations.pdf Page 75 of 79 Title: Job# Dsgnr: Date: 1.39PM, 27 DEC 20. Description: Scope: Combined Footing Design z-storyLgexeaeCakulations I Description FTG F3 General Information Allow Soil Beanng 2,000.0 psf Pc 2,500 0 psi Seismic Zone 3 Fy 60,000 0 psi Concrete Wt 150.0 pcf Min As Pct 0.0014 Short Term Increase 1.00 Distance to CL of Rebar 3.50 in Overburden 0 00 psf Live&Short Term Loads Act Separately Dimensions Footing Size... Column Support Pedestal Sizes Distance Left 1.00 ft #1 Square Dimension 0 00 in D st Betwn Cols 1 25 ft ..Height 0.00 in D stance Right 0.75 ft #2 Square Dimension 0.00 in Footing Length 3.00 ft .-.Height 0.00 in Wdth 2.33 ft Thickness 10.00 in Loads Vertical Loads... (M Left Column 0 Right Column Dead Load 1.800 k 0 500 k Live Load 4.800 k 0 700 k Short Term Load k k Summary Footing Design OK Length=3.00ft, Width=2.33ft, Thickness=10.00in,Dist Left=1 OOft,Btwn.-1.25ft.Dist.Right=0.75ft Maximum Soil Pressure 1,927.58 psf Allowable 2,000.00 psf Steel Req'd @ Left 0.216 in2/ft Max Shear Stress 54.78 psi Steel Req'd @ Center 0.216 in2/ft Allowable 170.00 psi Steel Req'd @ Right 0.216 in2/ft Min.Overturning Stability 999,000 1 Soil Pressures i Soil Pressure @ Left Actual Allowable ACI Factored Eccentricity Dead+t ive 1,927.6 2,000.0 psf Eq. C-1 2,802.0 psf 0.277 ft Dead+t ive+Short Term 604.3 2,000 0 psf Eq.C-2 846.0 psf 0.165 ft Soil Pressure @ Right End Eq.C-3 543.8 psf Dead+Live 554 2 2,000.0 psf Eq.C-1 805.6 psf -0.277 ft Dead+Live+Short Term 303.8 2,000.0 psf Eq.C-2 425.4 psf -0.165 ft Stability Ratio 999.0 1 Eq.C-3 273.4 psf Moment 8 Shear Summary (values for moment are given per unit width of footing) Moments... ACI C-1 ACI C-2 ACI C-3 1 Mu @ Col#1 1.22 k-ft/ft 0.31 k-ft/ft 0 20 k-ff/ft Mu Btwn Cols 1 22 k ft/ft 0.31 k-ftift 0.20 k-ft/ft Mu @ Col#2 0.23 k-ft/ft 0 08 k-ft/ft 0.05 k-ft/ft One Way Shears... Vn Allow'0 85 85.000 psi 85.000 ps. 85-000 psi Vu @ Col#1 14.687 psi 3.754 psi 2.413 psi Vu Btwn Cols 0 000 psi 0.000 psi 0.000 psi Vu @ Col#2 1.936 psi 0 708 psi 0.455 psi Two Way Shears... Vn Allow'0.85 170.000 psi 170.000 psi 170 000 psi Vu @ Col#1 54 776 psi 13.990 psi 10.064 psi Vu @ Col#2 8 293 psi 3.550 ps 2 282 ps 21078_2021.12.22_South River Terrace 25 Triplex B_Structural Caculations.pdf Page 76 of 79 Title: Job# Dsgnr: Date: 1 39PM, 27 DEC 20 • Description Scope: Combined Footing Design z.s,,,y t,pex,c, ,,p,, Description FTG F3 Reinforcing (values given per unit width of footing) an Left Edge of Col#1 Between Columns (a Right Edge of Cot#2 Ru/Ph As Req d Ru/Phi As Req d Ru/Phi As Req d ACI C-1 31.95 psi 0 216 in2/ft @ Bottom 31 95 psi 0.2161n2lft @ Bottom 6.08 psi 0 216 in2/ft @ Bottom ACI C-2 8.21 psi 0 216 in2/ft @ Bottom 8.21 psi 0.216 in2/ft @ Bottom 2 11 psi 0.216 in2/ft @ Bottom ACI C-3 5.28 psi 0 216 in2/ft @ Bottom 5.28 psi 0.216 in21tt @ Bottom 1.36psi 0.216 in2/ft @ Bottom ACI Factors (per ACI applied internally to entered loads) ACI C-1&C-2 DL 1.200 ACI C-2 Group Factor 1 000 Additional Seismic"1 4' Facto 1.400 ACI C-1&C-2 LL 1.600 ACI C-3 Dead Load Factor 0 900 Additional Seismic"0 9' Factor 0 900 ACI C-1 &C-2 ST 1.600 ACI C-3 Short Term Factor 1 600 .seismic=ST*• 1.400 21078_2021 12 22 South River Terrace 2S Trip ex B Structural Ca cu ations.pdf Page 77 of 79 Title: Job 0 Dsgnr: Date: 1.40PM, 27 DEC 20. Description: • Scope: Square Footing Design z-storytr;aexea ,. Description FTG F4 General Informationll Dead Load 6.250 k Footing D mension 3.000 ft Live Load 10.600 k Thickness 10.00 in Short Term Load 0.000 k #of Bars 4 Seismic Zone 3 Bar Size 4 Overburden Weight 0.000 psf Rebar Cover 3.250 Concrete Weight 150.00 pcf Pc 2 500.0 psi LL&ST Act Separately Fy 60 000.0 psi Load Duration Factor 1.000 Column Dimension 3.50 in Allowable Soil Bearing 2.000.00 psf Reinforcing11 Rebar Requirement Actual Rebar"d"depth used 6.500 in As to USE per foot of Width 0 216 in2 2001Fy 0 0033 Total As Req'd 0.648 in2 As Req'd by Analysis 0 0013 in2 Min Allow%Reinf 0 0014 Min.Reinf%to Req'd 0 0017% Footing OK 3.00ft square x 10.0in thick with 4-#4 bars Max Stat c Soil Pressure 1,997.22 psf Vu Actual One-Way 32.81 psi Allow Static Soil Pressure 2.000.00 psf Vn"Phi Allow One-Way 85.00 psi Max Short Term Soil Pressure 819.44 psf Vu Actual Two-Way 100.61 psi Allow Short Term Soil Pressure 2,000.00 psf Vn•Phi Allow Two-Way 170.00 psi Mu Actual 2.89 k-ft/ft Alternate Rebar Selections.. 4 #4's 3 #5's 2 #6's Mn•Phi Capacity 7 42 k-ft/ft 2 #7's 1 #8's 1 #9's 1 #10's 21078_2021 12 22_South River Terrace_2S Triplex B Structural Calculations pdf Page 78 of 79 180 Nickerson Si. 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