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Specifications (35) 0.\\ \ \\%_U S -mcosu CT ENGINEERING structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 206.285.4512 (V) 206.285.0618 (F) #15238 RECEIVED Structural Calculations MAR 20 2018 Bu.DING DI`/SIGN Polygon at River Terrace s:0�,, Ep PRO 4 Single—Family ,��„, '60 , Plan 3D DL—SG Ofd Tigard, OR � �iN 01 • 4REGJk ` 1_2,0 Design Criteria: 2017 ORSC (2015 IBC) 02/06/2018 ASCE 7-10 Wind Speed: 120(ULT); 93(ASD); Kzt=1 .0 Seismic: Ss=0.972, S1 =0.423, SDC=D Roof Snow Load = 25 psf Site Class = D, Soil Bearing = 2000 psf Client: Polygon Northwest Company 703 Broadway Street, Suite 510 Vancouver, WA 98660 Ph: 360.695.7700 Fax: 360.693.4442 Architect: Milbrandt Architects 25 Central Way, Suite 210 Kirkland, WA 98033 Ph: 425.454.7130 Fax: 425.646.0945 152,93_201 t3.02.ub_r{I sr_Suspendea uarage_rlan 3u uu-sc._btructural ualculations.pat rage 1 of 45 CT ENGINEERINGG INC 180 Nickerson St. Suite 302 Seattle,WA 98109 (206)285-45I2(V) (206)285-0618(F) Polygon Northwest Company Polygon at River Terrace(Single-Family Homes)—Tigard, OR DESIGN SUMMARY: The proposed project is a single-family home development. We understand that these homes are to be constructed in multiple locations throughout Tigard, Oregon. Design parameters are as noted below. The structures are two-story wood-framed with daylight basements. Roof framing is comprised of pre- manufactured pitched chord wood trusses. Upper floor framing is comprised of pre-manufactured open- web floor trusses. Main floor and bottom floor framing is comprised of pre-manufactured wood I-joists. Garage floor framing over crawlspace is comprised of sawn lumber joists. The foundations are conventional strip and spread footings. Wind design is based on the ASCE 7-10 MWFRS (Envelope Procedure)for 120 mph ultimate wind speed, exposure category B and with a Kzt value of 1.00. Seismic lateral design is based on the"equivalent lateral force" procedure with Ss and S1 values from ASCE 7-10 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: 2017 ORSC, 2015 IBC and ASCE 7-10. The following computer design software may have been used for various components: Excel Enercalc 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. 15238_2018.02.06_RT SF_Suspended Garage_Plan 3D DL-SG_Structural Calculations.pdf Page 2 of 45 SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT#: 15238_3 DL-SG ROOF Roofing 3.5 psf Misc. 0.9 psf 5/8" plywood/OSB 2.2 psf Roof framing 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 2.8 psf NO gypsum concrete 0.0 psf 3/4" plywood/OSB 2.7 psf Floor framing 4.0 psf Insulation 1.0 psf (1)5/8"gypsum ceiling 2.8 psf Misc. 1.7 psf FLOOR DEAD LOAD 15.0 PSF 15238_2018.02.06_RT SF_Suspended Garage_Plan 3D DL-SG_Structural Calculations.pdf Page 3 of 45 ALL TRUSSES FOR MAIN ROOF TO BE DESIGNED WITH O'-75" RAISED HEEL RS.d3 RB d3 RB.d2 (3) TRIM 19 SIM @ HDR 59.1 RB.dl 1` 2)2X11 HDR 2)2X10 HDR 2)2101 HDR (2 'X10 HIR I '..,--A3-- - --- :ziommeim - masmomomiammin - - �C - -- - mixa�� sr IJACEN' a' I 1 WINDI Gi STUI R sillE = 1 I Mir c.,1 vI �\ 122x30"I I ATTIC I Lr IACCESSI L _J r I ... ...,.., .0 , -. cr I iini o l \ _ N114 II 19 1 S9.1 / 4D f_ 19___ �� / \ ® / g 2" \ • A S9.1 wo O 1 \ ((/)Z N� \ >> / N \ / i:.I it ZU \ n1L.L.-.1_ \ II 1::57.14' i3 CO / N Z N \ x / \ ,...... 7 N• / \ 1 M I aril -IMI ,...AL t Eii g J �..L..., xk, 11 . . . . . . . . . . . . . . . ... . I .. ........... ......... ... . . Imr, , . w . . . . . . . . . . . . . . - irAmi .: . . . .. .. . ' 1 2)TRIM Mk. pr (21TRIM . :.. . . . � @ HDR 6X12 HDR @ HD-411 % �E3 6 T 0 HDR ii-- -X3-37- �-- —._...._ . • / \ - d5 I- Ipqiipqi I , Rep , , ... . . . ,,,,.... _J_,%%%:. , , . \j 15238_2018.02.06_RT SF_Suspended Garage_Plan 3D DL-SG_Structural Calculations.pdf Page 4 of 45 Title: Job# Dsgnr: Date: 4:40PM, 12 OCT 15 Description: Scope: Timber Beam & Joist Page 1 15238 riverterrace 3abd.ecw:15238-A Description 15238-AD-GT RXNS Timber Member Information GT.adl(RXN GT.ad2(RXN GT.ad3(RXN GT.a4(RXN ONLY) GT.TF.al ONLY) ONLY) ONLY) Timber Section 6x10 6x10 6x10 6x10 2-2x10 Beam Width in 5.500 5.500 5.500 5.500 3.000 Beam Depth in 9.500 9.500 9.500 9.500 9.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 Timber Grade Douglas Fir- Douglas Fir- Douglas Fir- Douglas Fir- Hem Fir,No.2 Larch,No.1 Larch,No.1 Larch,No.1 Larch,No.1 Fb-Basic Allow psi 1,000.0 1,000.0 1,000.0 1,000.0 850.0 Fv-Basic Allow psi 180.0 180.0 180.0 180.0 150.0 Elastic Modulus ksi 1,700.0 1,700.0 1,700.0 1,700.0 1,300.0 Load Duration Factor 1.000 1.000 1.000 1.000 1.000 Member Type Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No Center Span Data Span ft 43.00 40.50 14.00 42.50 4.00 Dead Load #/ft 75.00 75.00 334.00 30.00 75.00 Live Load #/ft 125.00 125.00 557.00 50.00 125.00 Point#1 DL lbs 2,338.00 LL lbs 3,899.00 @ X ft 2.710 Results Ratio= 6.7050 5.9480 3.1664 3.9892 0.1200j Mmax @ Center in-k 554.70 492.07 261.95 330.03 4.80 @ X= ft 21.50 20.25 7.00 16.32 2.00 fb:Actual psi 6,705.0 5,948.0 3,166.4 3,989.2 112.2 Fb:Allowable psi 1,000.0 1,000.0 1,000.0 1,000.0 935.0 OverStress OverStress OverStress OverStress Bending OK fv:Actual psi 119.5 112.5 159.0 214.9 13.3 Fv:Allowable psi 180.0 180.0 180.0 180.0 150.0 Shear OK Shear OK Shear OK OverStress Shear OK Reactions ,,,,�, ®„�,c n -,% /7dN/.„,.• s sdb��v"`•Y "!Fr4 kS)H....:.:. iai�M= : H- @ Left End DL lbs 1,612.50 1,518.75 2,338.00 2,826.42 150.00 LL lbs 2,687.50 2,531.25 3,899.00 4,712.88 250.00 Max.DL+LL lbs 4,300.00 4,050.00 6,237.00 7,539.30 400.00 @ Right End DL lbs 1,612.50 1,518.75 2,338.00 786.58 150.00 LL lbs 2,687.50 2,531.25 3,899.00 1,311.12 250.00 Max.DL+LL lbs 4,300.00 4,050.00 6,237.00 2,097.70 400.00 Deflections Ratio>240! Ratio>240! Ratio>240! Ratio>240! Deflection OK - azna Center DL Deft in -8.636 -6.796 -0.432 -5.152 -0.002 L/Defl Ratio 59.8 71.5 388.8 99.0 28,581.0 Center LL Defl in -14.393 -11.327 -0.721 -8.589 -0.003 L/Defl Ratio 35.9 42.9 233.1 59.4 17,148.6 Center Total Defl in -23.029 -18.123 -1.153 -13.741 -0.004 Location ft 21.500 20.250 7.000 20.230 2.000 L/Defl Ratio 22.4 26.8 145.7 37.1 10,717.9 15238_2018.02.06_RT SF_Suspended Garage_Plan 3D DL-SG_Structural Calculations.pdf Page 5 of 45 Title: Job# Dsgnr: Date: 4:40PM, 12 OCT 15 Description: Scope: -ILTimber Beam & Joist Page 1 15238overterrace_3abd.ecw:15238-A Description 15238-AD- Roof Beams(1 of 2) Timber Member Information RB.adi RB.ad2 RB.ad3 RB.ad4 RB.a5 RB.d5 RB.ad6 Timber Section 2-2x10 2-2x10 2-2x10 2-2x10 2-2x10 6x10 2-2x10 Beam Width in 3.000 3.000 3.000 3.000 3.000 5.500 3.000 Beam Depth in 9.250 9.250 9.250 9.250 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 Hem Fir,No.2 Hem Fir,No.1 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Douglas Fir- Hem Fir,No.2 Larch,No.1 Fb-Basic Allow psi 850.0 975.0 850.0 850.0 850.0 1,000.0 850.0 Fv-Basic Allow psi 150.0 150.0 150.0 150.0 150.0 180.0 150.0 Elastic Modulus ksi 1,300.0 1,500.0 1,300.0 1,300.0 1,300.0 1,700.0 1,300.0 Load Duration Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No No No Center Span Data ' .y3�61;' ..YGF,"y�h'/,'..,;i//,$plpj."%9 '',.?. :,:�R.:; ,.,.. ..'.� r.,i.✓i:'!w/d3l✓;sl104f4/.6ib-i ` 'Gk."H�;;,; /�/�'fl;, ,: af�i/'. Span ft 5.00 3.00 4.00 2.50 2.50 5.50 6.50 Dead Load #/ft 75.00 30.00 225.00 62.00 300.00 30.00 60.00 Live Load #/ft 125.00 50.00 425.00 104.00 500.00 50.00 100.00 Dead Load #/ft 275.00 270.00 Live Load #/ft 450.00 450.00 Start ft End ft 0.900 2.250 Point#1 DL lbs 1,612.50 1,518.70 1,519.00 LL lbs 2,687.50 2,531.20 2,531.20 @ X ft 4.500 0.900 2.250 Results Ratio= 0.6480 1.0419 0.3900 0.0389 0.1875 0.9779 0.2535 Mmax @ Center in-k 25.92 33.99 15.60 1.56 7.50 80.90 10.14 @ X= ft 4.50 0.90 2.00 1.25 1.25 2.24 3.25 fb:Actual psi 605.9 794.5 364.6 36.4 175.3 977.9 237.0 Fb:Allowable psi 935.0 1,072.5 935.0 935.0 935.0 1,000.0 935.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 42.1 156.3 43.3 4.3 20.8 94.3 21.6 Fv:Allowable psi 150.0 150.0 150.0 150.0 150.0 180.0 150.0 Shear OK OverStress Shear OK Shear OK Shear OK Shear OK Shear OK <5%0 R.(OK) Reactions @ Left End DL lbs 348.75 1,318.46 450.00 77.50 375.00 1,463.33 195.00 LL lbs 581.25 2,191.09 850.00 130.00 625.00 2,438.61 325.00 Max.DL+LL lbs 930.00 3,509.55 1,300.00 207.50 1,000.00 3,901.94 520.00 @ Right End DL lbs 1,638.75 537.73 450.00 77.50 375.00 828.17 195.00 LL lbs 2,731.25 895.11 850.00 130.00 625.00 1,380.09 325.00 Max.DL+LL lbs 4,370.00 1,432.84 1,300.00 207.50 1,000.00 2,208.26 520.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK ,., Center DL Defl in -0.013 -0.005 -0.005 -0.000 -0.001 -0.017 -0.009 L/Defl Ratio 4,767.8 7,965.7 9,527.0 141,614.2 29,266.9 3,892.6 8,325.8 Center LL Defl in -0.021 -0.008 -0.010 -0.000 -0.002 -0.028 -0.016 L/Defl Ratio 2,860.7 4,786.1 5,043.7 84,423.9 17,560.2 2,335.9 4,995.5 Center Total Defl in -0.034 -0.012 -0.015 -0.001 -0.003 -0.045 -0.025 Location ft 2.740 1.356 2.000 1.250 1.250 2.596 3.250 UDefl Ratio 1,787.9 2,989.7 3,297.8 52,892.1 10,975.1 1,459.8 3,122.2 15238_2018.02.06_RT SF_Suspended Garage Plan 3D DL-SG_Structural Calculations.pdf Page 6 of 45 Title: Job# Dsgnr: Date: 4:40PM, 12 OCT 15 Description: Scope: Timber Beam & Joist Page 1 15238_riverterrace 3abd ecw 15238 A Description 15238-AD- Roof Beams (2 of 2) Timber Member Information RB.a7 RB.ad8 RB.ad9 RB.ad10 RB.d7 Timber Section 2-2x10 2-2x10 2-2x10 2-2x10 6x10 Beam Width in 3.000 3.000 3.000 3.000 5.500 Beam Depth in 9.250 9.250 9.250 9.250 9.500 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fir,No.2 Hem Fr,No.2 Hem Fir,No.2 Hem Fir,No.2 Douglas Fr- Larch,No.2 Fb-Basic Allow psis 850.0 850.0 850.0 850.0 900.0 Fv-Basic Allow psi 150.0 150.0 150.0 150.0 180.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,300.0 1,600.0 Load Duration Factor 1.000 1.000 1.000 1.000 1.000 Member Type . Sawn Sawn Sawn Sawn Sawn Repetitive Status I No No No No No Center Span Data Span ft 3.00 2.00 5.00 4.00 5.50 Dead Load #/ft 67.50 67.50 67.50 30.00 Live Load #/ft 112.50 112.50 112.50 50.00 Dead Load #/ft 300.00 300.00 Live Load #/ft 500.00 500.00 Start ft 3.100 End ft 5.500 Point#1 DL lbs 1,612.70 1,612.50 LL lbs 2,687.50 2,687.50 @ X ft 0.500 3.100 Results Ratio= Mmax Center in-k 0.6888 0.0270 0.1687 0.1080 1.1941 @27.55 1.08 6.75 4.32 88.91 @ X= ft 0.60 1.00 2.50 2.00 3.10 fb:Actual psi 644.0 25.2 157.8 101.0 1,074.7 Fb:Allowable psi 935.0 935.0 935.0 935.0 900.0 Bending OK Bending OK Bending OK Bending OK OverStress <5%O.S.(OK) fv:Actual psi 70.4 2.3 16.9 12.0 99.5 Fv:Allowable psi 150.0 150.0 150.0 150.0 180.0 Shear OK Shear OK Shear OK Shear OK Shear OK Reactions ," @ Left End DL lbs 1,793.92 67.50 168.75 135.00 943.23 LL lbs 2,989.58 112.50 281.25 225.00 1,572.05 Max.DL+LL lbs 4,783.50 180.00 450.00 360.00 2,515.27 @ Right End DL lbs 718.78 67.50 168.75 135.00 1,554.27 LL lbs 1,197.92 112.50 281.25 225.00 2,590.45 Max.DL+LL lbs 1,916.70 180.00 450.00 360.00 4,144.73 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK •.o i.,6Y.i/l//.. lr;< ..r,::;.. XX. imml %9»i' i2;;F, ,h jee s,'Khl , //..k nhFW.. ,., .s�.w,... ,:99A11'Y Center DL Defl in -0.005 0.000 -0.004 -0.002 -0.020 UDefl Ratio 7,065.0 254,053.3 16,259.4 31,756.7 3,305.6 Center LL Defl in -0.008 -0.000 -0.006 -0.003 -0.033 L/Defl Ratio 4,239.3 152,432.0 9,755.6 19,054.0 1,983.4 Center Total Defl in -0.014 -0.000 -0.010 -0.004 -0.053 Location ft 1.380 1.000 2.500 2.000 2.882 UDefl Ratio 2,649.5 95,270.0 6,097.3 11,908.7 1,239.6 15238_2018.02.06_AT SF_Suspended Garage_Plan 3D DL-SG_Structural Calculations.pdf Page 7 of 45 137" (2)TRIM X213%4n 4 8 4 8 STUDS S9.0 S1.2 59.0 51.2 TFB.d3 TFB.d3 d3 TFB. E.A. END 11 d�3 0 125x9 G R HDR 1� TFB.d2 (� F. 1. 4X10 HD' ��' 4X1 J HDC 4X10 HDR"'' fi.B�d��_-_� 2) X10 f-PR © � �' r TYP. A- ADJACENT (2) TRIM jr �i WINDOWS :1)2X6 KING THIS END crI I I I STUD BTM.. SGL 'Ci o io ,,, 1=====_= TRIMMERS, U.N.O. N ir -4 IS i/, =,�// N 0 1 1 / W IIXN 1 rti \\\``� - // 1 FIXTJRES w ABOVE vvi oz o _ ..._........... o �" 0 Lu m N, ,' 1 o r- • 8® oi 1 w ®- -L � -_- r It CO",-- o I DE I 1 11 o 1'; Aft S9.Q �� 3.5X14 BIG,BEAM FB g © 3.5X' BIG EA FB is X14 3IG BAM FF _ - ''��—*—_ FB�!d8 - � :� l T/� .d -r–IL—W—TB it IM I --1,- ._ \ m- INN1 i IN 1 III L Ir )Ir I € -r t 1" I e�i:©� 1 1,1 " P m I [I 0021 ,CAW'FOR STHD14 STHD'4 I d .- .1/ - A G E P4 1 :1 X " JNN FIXTURESLi...... 5 �� `IM 1 ," ST37 ABOVE I-�..� L MST37 , I , L----a. P4 1 1: [7 i r L, 8 34" I• 1 X 1 6674" it c::) STHDI4RJ .0 1 1 3.504 BOG BEAM FB z ( ...,: I' --_7X14�I AM_I�,@_r -�_—_—_ _—H— z'Zlrr " -.Tx IF .zzr�l' 227.2:. .FB,d21;r-----Zi--676-�, 6x6 TFl STHD14RJ Sg Q POST col I.l • . wII 1.. Q -I 1 I. 0I 1 Li I IN J 4' m lI-I 1 '1- Op i t d- Q i n y�} > . 1,1+1x`3-_ 1 FBp d17 J , _—_�.........................r-� \ `,' J 1"I T © 5X1 BIG ,REAM B H I q 3.5 (G AM I CA _J1_=:-3,1__ J.L__LI_ 1 J.L_J�__.J.IB.� _�_J.L_ rx+ _�_ LEDGE _T EDGE I -n,-� IASL Q ____,._4....__ -.T..7,711 ©2)2x1 o Df�2)2 10l(p)2© ='0 TFB d13 1 �/ TFB. 7 STHDi _ 3. 4 BIG BE' B I .`THD14 I ,. ':F2 2Xia HDR V..MANUFACTURED ROOF 18 CIO TFB d21 MANUFACTURED ROOF IMOqv TRUSSES AT 24" O.C. 56.1 TRUSSES AT 24" O.C. TGB.d20 = NOT USED TGB.a22 = NOT USED 15238_2018.02.06_RT SF_Suspended Garage_Plan 3D DL-SG_Structural Calculations.pdf Page 8 of 45 Title: Job# Dsgnr: Date: 4:57PM, 12 OCT 15 Description: Scope: Timber Beam & Joist Page 1 15238 dverterrace 3abd.ecw:15238 D /.O/ �,.� ...;/T,hi'. ..,.�sG✓L�o,�,,, '..-;:,rte_..../,cir - ' n, ,,a�%s% - - ..�,. Description 15238- D-Top Floor Beams (1 of 3) Timber Member Information TFB.d1 TFB.d2 TFB.d3 TFB.d4 TFB.dS TFB.d6 TFB.d7 Timber Section 5.125x9.0 2-2x10 4x10 2-2x10 2-2x10 Prllm:3.5x14.0 2-2x10 Beam Width in 5.125 3.000 3.500 3.000 3.000 3.500 3.000 Beam Depth in 9.000 9.250 9.250 9.250 9.250 14.000 9.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Truss Joist- Hem Fir,No.2 Douglas Fir- Hem Fr,No.2 Hem Fir,No.2 Rosboro,Bigbeam Hem Fir,No.2 MacMillan, Larch,No.2 2.2E Fb-Basic Allow psi 2,600.0 850.0 900.0 850.0 850.0 3,000.0 850.0 Fv-Basic Allow psi 285.0 150.0 180.0 150.0 150.0 300.0 150.0 Elastic Modulus ksi 1,900.0 1,300.0 1,600.0 1,300.0 1,300.0 2,200.0 1,300.0 Load Duration Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Member Type GluLam Sawn Sawn Sawn Sawn Manuf/Pine Sawn Repetitive Status No No No No No No No Center Span Data Span ft 7.00 3.00 5.00 3.00 4.50 11.00 5.50 Dead Load #/ft 229.75 200.00 200.00 125.00 110.00 165.00 75.00 Live Load #/ft 450.00 400.00 400.00 160.00 160.00 410.00 125.00 Dead Load #/ft 270.00 300.00 270.00 75.00 75.00 270.00 Live Load #/ft 450.00 500.00 450.00 125.00 125.00 450.00 Start ft 3.250 End ft 7.000 5.250 Point#1 DL lbs 1,638.70 1,312.50 1,463.30 LL lbs 2,731.20 2,229.10 2,438.60 @ X ft 3.500 4.800 3.000 Point#2 DL lbs 828.20 LL lbs 1,380.10 @ X ft 8.500 Results Ratio= 0.9552 0.4725 0.9988 0.1637 0.3569 0.8149 0.2269 Mmax @ Center in-k 171.83 18.90 53.84 6.55 14.28 279.51 9.07 @ X= ft 3.50 1.50 2.60 1.50 2.25 4.22 2.75 fb:Actual psi 2,483.6 441.8 1,078.7 153.0 333.7 2,444.7 212.1 Fb:Allowable psi 2,600.0 935.0 1,080.0 935.0 935.0 3,000.0 935.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 179.6 55.4 113.0 19.2 38.0 241.8 21.4 Fv:Allowable psi 285.0 150.0 180.0 150.0 150.0 300.0 150.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 1,894.68 750.00 1,227.50 300.00 416.25 3,239.18 206.25 LL lbs 3,392.61 1,350.00 2,214.16 427.50 641.25 6,140.91 343.75 Max.DL+LL lbs 5,287.29 2,100.00 3,441.66 727.50 1,057.50 9,380.08 550.00 @ Right End DL lbs 2,364.77 750.00 2,435.00 300.00 416.25 2,284.82 206.25 LL lbs 4,176.09 1,350.00 4,264.94 427.50 641.25 4,550.29 343.75 Max.DL+LL lbs 6,540.86 2,100.00 6,699.93 727.50 1,057.50 6,835.11 550.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.069 -0.004 -0.020 -0.001 -0.007 -0.098 -0.006 L/Defl Ratio 1,218.5 10,162.1 3,028.3 25,405.3 8,137.8 1,345.4 10,994.3 Center LL Defl in -0.121 -0.006 -0.036 -0.002 -0.010 -0.189 -0.010 UDefl Ratio 694.1 5,645.6 1,684.4 17,828.3 5,282.5 699.4 6,596.6 Center Total Defl in -0.190 -0.010 -0.055 -0.003 -0.017 -0.287 -0.016 Location ft 3.556 1.500 2.540 1.500 2.250 5.324 2.750 UDefl Ratio 442.2 3,629.3 1,082.4 10,476.4 3,203.2 460.2 4,122.9 15238_2018.02.06_RT SF_Suspended Garage Plan 3D DL-SG_Structural Calculations.pdf Page 9 of 45 Title: Job# Dsgnr: Date: 4:57PM, 12 OCT 15 Description: Scope: Timber Beam & Joist Page 1 15238_riverterrace 3abd.ecw:15238-D Description 15238- D-Top Floor Beams (2 of 4) Timber Member Information . m iia,,,.. a- '., •,��fi;'F ._ _-�.iz��: ; -_.. -- _.,. �w � TFB.d8 TFB.d9 TFB.d10 TFB.d11 TFB.d12 TFB.d13 TFB.d14DNE Timber Section Prllm:3.5x14.0 Prilm:3.5x14.0 Palm:3.5x14.0 Prllm:7.0x14.0 PAIm:3.5x14.0 5.5x19.5 2-2x10 Beam Width in 3.500 3.500 3.500 7.000 3.500 5.500 3.000 Beam Depth in 14.000 14.000 14.000 14.000 14.000 19.500 9.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade iLevel,LSL 1.55E iLevel,LSL 1.55E iLevel,LSL 1.55E Rosboro,Bigbeam iLevel,LSL 1.55E Douglas Fir,24F- Hem Fr,No.2 2.2E V4 Fb-Basic Allow psi 2,325.0 2,325.0 2,325.0 3,000.0 2,325.0 2,400.0 850.0 Fv-Basic Allow psi 310.0 310.0 310.0 300.0 310.0 240.0 150.0 Elastic Modulus ksi 1,550.0 1,550.0 1,550.0 2,200.0 1,550.0 1,800.0 1,300.0 Load Duration Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Member Type Manuf/Pine Manuf/Pine Manuf/Pine Manuf/Pine Manuf/Pine GluLam Sawn Repetitive Status No No No No No No No Center Span Data 1. Span ft 13.00 8.50 6.00 19.00 7.00 16.00 3.00 Dead Load #/ft 240.00 240.00 240.00 165.00 191.30 72.50 90.00 Live Load #/ft 640.00 640.00 640.00 440.00 510.00 60.00 240.00 Dead Load #/ft 15.00 71.30 75.00 Live Load #/ft 40.00 190.00 125.00 Start ft 9.000 End ft 16.000 Point#1 DL lbs 1,300.50 5,826.90 LL lbs 2,590.30 9,399.10 @o X ft 10.750 9.000 Results Ratio= 0.8392 0.3588 0.1788 0.8291 0.1939 0.9966 0.1789Mmax @ Center in-k 223.08 95.37 47.52 568.78 51.55 810.33 7.15 @ X= ft 6.50 4.25 3.00 10.72 3.50 9.02 1.50 fb:Actual psi 1,951.1 834.1 415.6 2,487.4 450.8 2,324.8 167.2 Fb:Allowable psi 2,325.0 2,325.0 2,325.0 3,000.0 2,325.0 2,332.8 935.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 144.3 83.3 49.8 118.1 50.5 145.8 21.0 Fv:Allowable psi 310.0 310.0 310.0 300.0 310.0 240.0 150.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 1,560.00 1,020.00 720.00 2,274.69 669.55 3,238.45 247.50 LL lbs 4,160.00 2,720.00 1,920.00 5,684.73 1,785.00 4,883.04 547.50 Max.DL+LL lbs 5,720.00 3,740.00 2,640.00 7,959.42 2,454.55 8,121.49 795.00 @ Right End DL lbs 1,560.00 1,020.00 720.00 2,445.81 669.55 4,247.55 247.50 LL lbs 4,160.00 2,720.00 1,920.00 6,025.56 1,785.00 6,806.06 547.50 Max.DL+LL lbs 5,720.00 3,740.00 2,640.00 8,471.37 2,454.55 11053.61 795.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL fl Ra io � �efl in0.124 4-0.023 3 12,762.8. .0 0.2 9 100-0.008 _ -0.162 -0.001 1,254.83.3 1,185.5 30,794.3 Center LL Defl in -0.332 -0.061 -0.015 -0.577 -0.022 -0.255 -0.003 UDefl Ratio 470.5 1,683.4 4,786.1 395.2 3,782.2 753.4 13,920.7 Center Total Defl in -0.456 -0.083 -0.021 -0.816 -0.031 -0.417 -0.004 Location ft 6.500 4.250 3.000 9.652 3.500 8.320 1.500 L/Defl Ratio 342.2 1,224.3 3,480.8 279.5 2,750.5 460.7 9,586.9 15238_2018.02.06_RT SF_Suspended Garage_Plan 3D DL-SG_Structural Calculations.pdf Page 10 of 45 Title: Job# Dsgnr: Date: 4:57PM, 12 OCT 15 Description: Scope: Timber Beam & Joist Page 1 15238 riverterrace 3abd ecw:15238-D Description 15238- D-Top Floor Beams (3 of 4) Timber Member Information TFB.d15 TFB.d16 TFB.d18 TFB.d19 TFB.D2ODNE TFB.d21 TFB.d23 Timber Section Prllm:3.5x9.5 2-2x10 Pdlm:3.5x14.0 5.5x14 Prllm:3.5x14.0 2-2x10 4x10 Beam Width in 3.500 3.000 3.500 5.500 3.500 3.000 3.500 Beam Depth in 9.500 9.250 14.000 14.000 14.000 9.250 9.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Level,LSL 1.55E Hem Fir,No.2 Level,LSL 1.55E Rosboro,Bigbeam iLevel,LSL 1.55E Hem Fir,No.2 Douglas Fir- 2.2E Larch,No.2 Fb-Basic Allow psi 2,325.0 850.0 2,325.0 3,000.0 2,325.0 850.0 900.0 Fv-Basic Allow psi 310.0 150.0 310.0 300.0 310.0 150.0 180.0 Elastic Modulus ksi 1,550.0 1,300.0 1,550.0 2,200.0 1,550.0 1,300.0 1,600.0 Load Duration Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Member Type Manuf/Pine Sawn Manuf/Pine GluLam Manuf/Pine Sawn Sawn Repetitive Status No No No No No No No Center Span Data Span ft 4.00 5.00 14.50 11.00 5.50 3.00 3.00 Dead Load #/ft 110.50 75.00 140.00 30.00 128.80 75.00 200.00 Live Load #/ft 160.00 125.00 180.00 80.00 210.00 125.00 400.00 Dead Load #/ft 127.50 125.00 97.50 195.00 270.00 Live Load #/ft 212.50 200.00 260.00 325.00 450.00 Start ft 8.500 End ft 14.500 0.500 Point#1 DL lbs 2,284.80 2,338.00 2,338.00 1,312.50 LL lbs 4,550.30 3,899.00 3,899.00 2,229.10 @ X ft 2.000 8.500 4.500 0.500 Point#2 DL lbs 3,167.10 2,677.00 656.20 LL lbs 4,979.70 3,665.70 1,102.10 @ X ft 8.500 4.500 2.900 Cantilever Span Span ft 2.00 Uniform Dead Load #/ft 30.00 Uniform Live Load #/ft 80.00 Point#1 DL lbs 1,136.00 LL lbs 1,627.80 @ X ft 2.000 Results Ratio= 0.7898 0.4922 0.5387 0.7868 0.5514 0.0675 0.4355 Mmax @ Center in-k 96.67 19.69 143.20 325.58 146.58 2.70 23.47 @ X= ft 2.00 2.50 8.58 8.49 4.49 1.50 0.56 Mmax @ Cantilever in-k 0.00 0.00 0.00 -68.97 0.00 0.00 0.00 fb:Actual psi 1,836.3 460.2 1,252.5 1,812.1 1,282.1 63.1 470.3 Fb:Allowable psi 2,325.0 935.0 2,325.0 3,000.0 2,325.0 935.0 1,080.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 187.7 49.4 99.0 236.0 111.7 7.9 46.4 Fv:Allowable psi 310.0 150.0 310.0 300.0 310.0 150.0 180.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions ,6XkfiYLYAi/4L%x•, .,.,g/'.' /a.,.Ytk�iM✓::./m#'K,9/,zra'�:lG: W.r ///,fii•u;'4s..s'u veu✓'=YrSw cv:•:::'r%'.. @ Left End DL lbs 1,618.40 500.00 1,136.03 1,204.16 1,802.27 112.50 1,539.37 LL lbs 3,020.15 812.50 1,627.76 2,457.89 2,846.65 187.50 2,700.57 Max.DL+LL lbs 4,638.55 1,312.50 2,763.79 3,662.05 4,648.92 300.00 4,239.94 @ Right End DL lbs 1,618.40 500.00 1,478.96 5,826.94 4,993.63 112.50 1,164.33 LL lbs 3,020.15 812.50 2,542.24 9,399.12 7,660.55 187.50 2,055.63 Max.DL+LL lbs 4,638.55 1,312.50 4,021.21 15226.06 12654.18 300.00 3,219.96 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK 15238_2018.02.06_RT SF_Suspended Garage Plan 3D DL-SG_Structural Calculations.pdf Page 11 of 45 Title: Job# Dsgnr: Date: 4:57PM, 12 OCT 15 Description: Scope: Timber Beam & Joist Page 2 15238 riverterrace 3abd ecw:15238-D Description 15238 15238- D -Top Floor Beams (3 of 4) Center DL Defl in -0.017 -0.011 -0.141 -0.054 -0.018 -0.001 -0.003 UDefl Ratio 2,804.1 5,487.6 1,236.0 2,451.7 3,630.2 67,747.5 12,296.8 Center LL Defl in -0.033 -0.018 -0.221 -0.109 -0.028 -0.001 -0.005 UDefl Ratio 1,473.2 3,377.0 789.0 1,213.9 2,341.4 40,648.5 6,841.5 Center Total Defl in -0.050 -0.029 -0.361 -0.163 -0.046 -0.001 -0.008 Location ft 2.000 2.500 7.482 6.116 3.014 1.500 1.392 UDefl Ratio 965.8 2,090.5 481.6 811.9 1,423.4 25,405.3 4,395.8 Cantilever DL Defl in 0.033 Cantilever LL Defl in 0.057 Total Cant.Defl in 0.090 L/Defl Ratio 534.2 15238_2018.02.06_RT SF_Suspended Garage_Plan 3D DL-SG_Structural Calculations.pdf Page 12 of 45 Title: Job# Dsgnr: Date: 5:00PM, 12 OCT 15 Description: Scope: Timber Beam & Joist Page 1 15238_riverterrace 3abd ecw:15238-B -, ax, �i,:�w.tu zu�H,r�ray. Description 15238- B -Top Floor Beams(4 of 4) Timber Member Information TFB.b17 Timber Section Prllm:3.5x14.0 Beam Width in 3.500 Beam Depth in 14.000 Le:Unbraced Length ft 0.00 Timber Grade boro,Bigbeam 2.2E Fb-Basic Allow psi 3,000.0 Fv-Basic Allow psi 300.0 Elastic Modulus ksi 2,200.0 Load Duration Factor 1.000 Member Type Manuf/Pine Repetitive Status No Center Span Data Span ft 11.75 Dead Load #/ft 147.50 Live Load #/ft 230.00 Dead Load #/ft 75.00 Live Load #/ft 125.00 Start ft End ft Results Ratio= 0.3487 Mmax @ Centerin-k 119.60 @ X= ft 5.87 fb:Actual psi 1,046.0 Fb:Allowable psi 3,000.0 Bending OK N:Actual psi 83.9 Fv:Allowable psi 300.0 Shear OK Reactions @ Left End DL lbs 1,307.19 LL lbs 2,085.62 Max.DL+LL lbs 3,392.81 @ Right End DL lbs 1,307.19 LL lbs 2,085.62 Max.DL+LL lbs 3,392.81 Deflections Ratio OK Center DL Defl in -0.054 UDefl Ratio 2,601.7 Center LL Defl in -0.086 UDefl Ratio 1,630.7 Center Total Defl in -0.141 Location ft 5.875 L/Defl Ratio 1,002.4 15238_2018.02.06_RT SF_Suspended Garage_Plan 3D DL-SG_Structural Calculations.pdf Page 13 of 45 • • r PX6 P.T. FOST 6X: P.1. PC' 7 4. 1\ _ - ZI x� P.T 6x8 TIDE' N_EB.B.33 •IST i-0 Ur-1 dcap<0 N C4 1 2X LEDGER 8 2 SIMPSON DTT2Z- 0 512 SDS2.5 (1 IN, 1 OUT) STUD-14 THD 4 114 aD14RJ ��. JJ._J.L__. - 2 2X10 HDR (2 2X10 HDR 2 2X10 HD \ TO DBL 2X8 JOIST TO - �, i _ " - •_�%__ ____ I INTERIOR RIM/JOIST © 45.5x..5 BIG BEAN HDR-yp. A I ADJA ENT INDO S: © g 0 WITH WEB STIFF; NfF'B,al (1;.X6 K VO SAID BE WN. S L ��•�� 10/S6.2 TPIMME•S, U.N 0. • !:. ...'U O IN VO Ilk a ct POST S ME B.a9 ROVE p y, 3.5X1�1.I875 LVL FB 3.5J J 3 5 11.87 VLA=LB 3.5X11 ,„ FB tLA_-.11Z---1.1--i411 B 8--7- -i iU - 3' x• �� U 16X8 POST !�- ,' A. I FURN 11 ABV�i MIN. HDR OO x' A. -----.4-'.;1-,S,5- .I-r- ..............................._.............._—................._.............. \........... TAIR ..., I I ' '�FRAMING POST is N \ STHDI4 (P4) STHD14 • ABOVE E��-; NN � I (2)2X10 HDR i 02 ',II ri Fii -6......_............-..................._.-..........S.I.D14R...-.....S.IHD.I.4RJ�. r FIXTURE 7 tilt �STHD74RJ I BEARING I-JO ICKIN3 I WALL ABOVE ABO 1 •• WALL I SLAB ON GRADE L l 1--- 't B - --- r 1, c _ 10 SEE FOUNDATION PLAN (A6) 1ME"B.all 1 g�, tl I +"---- r_ ..ki � . meq_ I 4x8 HDR 114x8 HDRI , iHDR, VSTHDI4RJ F_J4x4 L__ .6x6 __ PCST POT 4x4 POST U O O I N L =5® 1 � 7-o L J L J STHD14 Y 7 \ 1 , STHD14 I P3 J 0 15238_2018.02.06_RT SF_Suspended Garage_Plan 3D DL-SG_Structural Calculations.pdf Page 14 of 45 Title: Job# Dsgnr: Date: 4:55PM, 12 OCT 15 Description: Scope: Timber Beam & Joist Page 1 15238 riverterrace 3abd.ecw:15238-D 6�lrii9a,iir�,_cr, - Description 15238-D- Lower Floor Beams (1 of 2) Timber Member Information MFB.al MFB.a2 MFB.a3 MFB.a4 MFB.aS MFB.a6 MFB.a7 Timber Section 5.5x9.5 2-2x10 6x8 Prllm:3.5x11.875 Prllm:3.5x11.875 2-2x10 4x8 Beam Width in 5.500 3.000 5.500 3.500 3.500 3.000 3.500 Beam Depth in 9.500 9.250 7.500 11.875 11.875 9.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade b•sboro,Bigbeam Hem Fir,No.2 Douglas Fir- Truss Joist- Truss Joist- Hem Fir,No.2 Douglas Fir- 2.2E Larch,No.1 MacMillan, MacMillan, Larch,No.2 Fb-Basic Allow psi 3,000.0 850.0 1,000.0 2,600.0 2,600.0 850.0 900.0 Fv-Basic Allow psi 300.0 150.0 180.0 285.0 285.0 150.0 180.0 ' Elastic Modulus ksi 2,200.0 1,300.0 1,700.0 1,900.0 1,900.0 1,300.0 1,600.0 Load Duration Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Member Type GluLam Sawn Sawn Manuf/Pine Manuf/Pine Sawn Sawn Repetitive Status No No No No No No No Center Span Data ; Span ft 6.00 5.00 7.00 3.50 6.50 4.00 4.75 Dead Load #/ft 275.00 275.00 98.00 150.00 180.00 197.50 135.00 Live Load #/ft 600.00 600.00 260.00 100.00 480.00 147.50 360.00 Dead Load #/ft 442.50 239.00 105.00 Live Load #/ft 880.00 637.00 280.00 Start ft End ft 4.200 Point#1 DL lbs 2,365.80 1,020.00 LL lbs 4,176.00 2,720.00 @ X ft 0.500 4.200 Results Ratio= 0.5605 0.8203 0.5103 0.0244 0.6485 0.2070 0.8302 Mmax @ Center in-k 139.10 32.81 26.31 4.59 138.71 8.28 29.78 @ X= ft 2.76 2.50 3.50 1.75 3.87 2.00 2.37 fb:Actual psi 1,681.4 767.0 510.3 55.8 1,686.2 193.5 971.3 Fb:Allowable psi 3,000.0 935.0 1,000.0 2,600.0 2,600.0 935.0 1,170.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 156.5 82.3 37.5 6.9 184.0 23.0 92.9 Fv:Allowable psi 300.0 150.0 180.0 285.0 285.0 150.0 180.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 4,321.15 687.50 343.00 262.50 1,625.42 395.00 570.00 LL lbs 8,268.00 1,500.00 910.00 175.00 4,333.50 295.00 1,520.00 Max.DL+LL lbs 12589.15 2,187.50 1,253.00 437.50 5,958.92 690.00 2,090.00 @ Right End DL lbs 2,349.65 687.50 343.00 262.50 1,568.38 395.00 570.00 LL lbs 4,788.00 1,500.00 910.00 175.00 4,181.90 295.00 1,520.00 Max.DL+LL lbs 7,137.65 2,187.50 1,253.00 437.50 5,750.28 690.00 2,090.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.029 -0.015 -0.016 -0.001 -0.025 -0.004 -0.015 L/Defl Ratio 2,441.3 3,990.9 5,215.6 76,958.4 3,131.9 10,853.5 3,687.6 Center LL Defl in -0.059 -0.033 -0.043 -0.000 -0.066 -0.003 -0.041 UDefl Ratio 1,215.1 1,829.2 1,965.9 115,437.6 1,174.6 14,532.7 1,382.8 Center Total Defl in -0.089 -0.048 -0.059 -0.001 -0.091 -0.008 -0.057 Location ft 2.928 2.500 3.500 1.750 3.302 2.000 2.375 L/Defl Ratio 811.3 1,254.3 1,427.7 46,175.0 854.2 6,213.3 1,005.7 15238_2018.02.06_RT SF_Suspended Garage_Plan 3D DL-SG_Structural Calculations.pdf Page 15 of 45 Title: Job# Dsgnr: Date: 4:55PM, 12 OCT 15 Description: Scope: Timber Beam & Joist Page 1 15238 riverterrace 3abd ecw:15238-D Description 15238- D- Lower Floor Beams(2 of 2) Timber Member Information I MFB.a8 MFB.a9 MFB.a10 MFB.all MFB.a12 Timber Section 6x12 Prllm:3.5x11.875 PrIlm:3.5x11.875 4x8 2x8 Beam Width in 5.500 3.500 3.500 3.500 1.500 Beam Depth in 11.500 11.875 11.875 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 Timber Grade Douglas Fir- Truss Joist- Truss Joist- Douglas Fir- Hem Fir,No.2 Larch,No.1 MacMillan, MacMillan, Larch,No.2 Fb-Basic Allow psi 1,000.0 2,600.0 2,600.0 900.0 850.0 Fv-Basic Allow psi 180.0 285.0 285.0 180.0 150.0 Elastic Modulus ksi 1,700.0 1,900.0 1,900.0 1,600.0 1,300.0 Load Duration Factor 1.000 1.000 1.000 1.000 1.000 Member Type Sawn Manuf/Pine Manuf/Pine Sawn Sawn Repetitive Status No No No No No Center Span Data zkK. ..;",_.i-.. 'fig '; B', w,• ..r,:.:� i, ..,,q Span ft' 6.00 13.00 6.50 6.50 9.75 Dead Load #fft 200.00 172.50 200.00 105.00 20.00 Live Load #/ft 530.00 460.00 530.00 280.00 54.00 Results Ratio= 0.3252 0.7497 0.2163 0.6801 0.7873 Mmax @ Center in-k 39.42 160.34 46.26 24.40 10.55 @ X= ft 3.00 6.50 3.25 3.25 4.87 fb:Actual psi 325.2 1,949.2 562.4 795.8 803.0 Fb:Allowable psi 1,000.0 2,600.0 2,600.0 1,170.0 1,020.0 Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 35.7 125.8 59.6 60.4 43.8 Fv:Allowable psi 180.0 285.0 285.0 180.0 150.0 Shear OK Shear OK Shear OK Shear OK Shear OK Reactions ✓,.., ,' ar ras-„a:r,, e,;--... ,e ,r,. :,,,5>,:y .a,. b-..,.. -- .., ... t. .,a-»�..551* zv�a5?r , @ Left End DL lbs 600.00 1,121.25 650.00 341.25 97.50 LL lbs 1,590.00 2,990.00 1,722.50 910.00 263.25 Max.DL+LL lbs 2,190.00 4,111.25 2,372.50 1,251.25 360.75 @ Right End DL lbs 600.00 1,121.25 650.00 341.25 97.50 LL lbs 1,590.00 2,990.00 1,722.50 910.00 263.25 Max.DL+LL lbs 2,190.00 4,111.25 2,372.50 1,251.25 360.75 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.005 -0.119 -0.009 -0.024 -0.066 UDefl Ratio 14,630.2 1,306.0 9,011.2 3,289.3 1,781.7 Center LL Defl in -0.013 -0.319 -0.023 -0.063 -0.177 L/Defl Ratio 5,520.8 489.7 3,400.4 1,233.5 659.9 Center Total Defl in -0.018 -0.438 -0.032 -0.087 -0.243 Location ft 3.000 6.500 3.250 3.250 4.875 L/Defl Ratio 4,008.3 356.2 2,468.8 897.1 481.5 15238_2018.02.06_RT SF_Suspended Garage_Plan 3D DL-SG_Structural Calculations.pdf Page 16 of 45 r 37,-0" r 201-10" 16'-2" 41,3(1" 4,-11^ , 7'-6)/4' 7,-6Y, 53/r" r 0 I + I `� r_ _, I �_�® i 24"X24"X12^ FTG L-J 1I w/(3)#4 E.W. TYP. I OF 7 "a,'.---L� — --+® I o� I I ® I L_J , L__J L_J ry 311" CONC. SLAB I-10'-9" 12 110 T.O.S. I r I 11_23/4" 5-0• l' 4•_71/" r L_J 0i T.O.S. IN r--1 P4 M STHD14 - STHD14 STHD14 STH014RJ O �v vr - ',.///iiiii////4,///i iii/////// /////iaz/////////////,,,iiii ///////////////iii r < t 2x4 PONY FlI I-9'-3745"I WALL 1-110'-131M 16 D4 • {-6'-111 "1 N I-61-11 Val • o In 5'-2Y4" -3" s 3" 6 4/4 �' r 18"SQ. FTGx10"f r r �r ... .:1 ^II r+� r� i /(2)#4 Ew BPI-T-1 o T Ell w -..---- �-+ -----+�+-------+-�+--rYP. u.n o_r 4X8 HDR r+, I--k J L_J L_J L_ -1 .777:71-0-1.-----.----.-1—E1-1-------L_J L_J L o CS.b2 I - - • -4'-11Yff" lo6. ETGI = -4'-11 Ye" v 10 In CN N. - -9'-1%"{ - BASEMENT • 1-21-111/21a s FINISHED FLOOR I-2'-11961 • o rn In 61-17) " • " 6'-91/2 6'-2Y2 5-9)/4" 4'-6Y2 0 30 SQ. FTGx10" I 39--Sr. FTGx11" r 30" SQ. FTGx10" ' 39^ SQ. FTGx11" BEARING WALL �W/(3)#4 EW BOTT, W/(4)#4 .W BOTT W/(3)#4 EW BOTT W/(4)#4 SW BOTT _ L r--'may _ r +- 1 A80VE ti,'""'"."-----4, I 6x6 POST r-I--1 6x6 POST I I , I CS.b2 r t� 1 1 I I J - �}- - - 1------ 4- I 4X8 HDR Y 1 CS.b4 I -H--I--_--r-- S.h3r a •-- C21'-2Y4"I L__J I I I 1 Q 1 I I __ o M Al 2x4 PONY L FTG3 J L ___I 1 4-"- x6 POST 10'33/4"J Li 1.1 n -4 L r FURN (2)18" SQ. I a I I ABV. I 1 FIGS W (2) r F -1 I-1'-214'I •I • ,hili/ilii/.//_//////zii/z/z///2/tz//:/vin////.////4/././ilii///rill.////iiiii7n I #4 EW. :•TT. I f---------- Y------ • POUR TOGE HER Ra MIN. 24"X30" 9/4 -21/4' I ® ] 118 CRAWL SPACE 2x6 PONY STHD14 P4 STHD14-it THD14 -4 " 1-11- ,r, D4 ACCESS HALT _ 2Ye" WALL J T.O.S. - }/'�Crj < �/I l%l517 �//////�/i ,%S/Tif714R 1//STHD74R✓�/ // 1 r I -__ /-STHD14 19'-6%" I 3'-8�/e" Pa 20. S` 1 H 1 6 31/4" r 4'-117/8• 04 f�/6" I f I FIXTURE II BEARI G WALL I ABOVE 31�" CONC. SLAB L_ _ ABOVE 1 I, SLAB SLOPES 3Yz I I 1 6x POST 1 , rel I FROM BACK TO APRON 29--t----- Z;='— -^..:_ r-- ;�:-I_---- e I 4x8 :- I ® 14x8 HDRI 14x8 HORL STHD14RJ , VERIFY GARAGE SLAB HEIGHT J L_ __I _ -1-1-11-2A"1 J • -2V," " WITH GRADING PLAN I 1 2� 30X30 X10" FTG W/{3) INSTALL CONT1N000SL' e e I #4 EA WAY OPERATED MECHANICA_ 7 VENTILATION SYSTEM 56 01O I -2/4" I • AT AWLSPACE - 2. PONY •/ N L® WALL -"g /////771////T/�//////iTiTv41 T.O.S. 3x1Y2 BLOCK OUT -.I-10 Et I 0" I _g^ I ®STEM WALL TYP. T 1 I 0 FIRST FINISHED -21/4" 18 I I FLOOR 18 I-0'-5"I S6 1,... s -�-., s - S6.1 I T.O.S. I 1 Y1 a I 0 -1' 2Y8"... 1. 4 ♦�,S_ 1 _ _.J. STHD14 irk S® r 1 PORCH SLAB J L I Is �J • - 0 NV L -- s -J 15238_2018.02.06_RT SF_Suspended Garage_Plan 3D I L--•- Struetr�r')-C at.ns.pdf ss 0 Page 17 of 40 •-i 0)/2; 16.-3" '-10y 6_4" 5.-6/4" 5'-1%" r r i Title: Job# Dsgnr: Date: 4:45PM, 12 OCT 15 Description: Scope: Timber Beam & Joist Page 1 15238 riverterrace 3abd ecw 15238-D Description 15238- D-Crawl Space Beams Timber Member Information CS.d1 CS.d2 CS.d3 CS.d4 Timber Section 4x8 4x8 4x8 4x8 Beam Width in 3.500 3.500 3.500 3.500 Beam Depth in 7.250 7.250 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 Timber Grade Douglas Fir- Douglas Fir- Douglas Fir- Douglas Fir- Larch,No.2 Larch,No.2 Larch,No.2 Larch,No.2 Fb-Basic Allow psi; 900.0 900.0 900.0 900.0 Fv-Basic Allow psi 180.0 180.0 180.0 180.0 Elastic Modulus ksi 1,600.0 1,600.0 1,600.0 1,600.0 Load Duration Factor 1.000 1.000 1.000 1.000 Member Type Sawn Sawn Sawn Sawn Repetitive Status No No No No Center Span Data Span ft 6.00 6.50 3.75 6.00 Dead Load #/ft 150.00 105.00 126.00 126.00 Live Load #/ft 400.00 280.00 340.00 340.00 Dead Load #/ft 400.00 Live Load #/ft 800.00 Start ft End ft Results Ratio= 0.8279 0.6801 0.9796 0.7015 Mmax @ Center in-k 29.70 24.40 35.14 25.16 @ X= ft 3.00 3.25 1.87 3.00 fb:Actual psi 968.6 795.8 1,146.1 820.7 Fb:Allowable psi 1,170.0 1,170.0 1,170.0 1,170.0 Bending OK Bending OK Bending OK Bending OK fv:Actual psi 78.0 60.4 125.6 66.1 Fv:Allowable psi 180.0 180.0 180.0 180.0 Shear OK Shear OK Shear OK Shear OK Reactions @Left End DL lbs 450.00 341.25 986.25 378.00 LL lbs 1,200.00 910.00 2,137.50 1,020.00 Max.DL+LL lbs 1,650.00 1,251.25 3,123.75 1,398.00 @ Right End DL lbs 450.00 341.25 986.25 378.00 LL lbs 1,200.00 910.00 2,137.50 1,020.00 Max.DL+LL lbs 1,650.00 1,251.25 3,123.75 1,398.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Center DL Defl in, -0.025 -0.024 -0.013 -0.021 UDefl Ratio 2,927.4 3,289.3 3,419.4 3,485.0 Center LL Defl in -0.066 -0.063 -0.029 -0.056 UDefl Ratio 1,097.8 1,233.5 1,577.7 1,291.5 Center Total Defl in -0.090 -0.087 -0.042 -0.076 Location ft, 3.000 3.250 1.875 3.000 L/Defl Ratio 798.4 897.1 1,079.6 942.3 15238_2018.02.06_RT SF_Suspended Garage_Plan 3D DL-SG_Structural Calculations.pdf Page 18 of 45 Title: Job# Dsgnr: Date: 3:59PM, 18 OCT 17 Description: Scope: Timber Beam & Joist Page 1 15238_garage floor framing.ecw:Calculations Description GARAGE FLOOR FRAMING Timber Member Information •;H:S�US'lrbsb'»'NNH/lo�.i,.., :,. Xfi%s//wN➢ s:�,:,;'F+i'�'lN/R✓/.: 4Nll.. ' :6% Y. .i.. ,.gi'::3R$9?" .6h5.:z� GB1A GB1B GB2A GB2B Timber Section 2-2x12 2-2x12 4x12 4x12 Beam Width in 3.000 3.000 3.500 3.500 Beam Depth in 11.250 11.250 11.250 11.250 Le: Unbraced Length ft 0.00 0.00 0.00 0.00 Timber Grade Hem Fir,No.2 Hem Fir,No.2 Douglas Fir- Douglas Fir- Larch,No.2 Larch,No.2 Fb-Basic Allow psi 850.0 850.0 900.0 900.0 Fv-Basic Allow psi 150.0 150.0 180.0 180.0 Elastic Modulus ksi 1,300.0 1,300.0 1,600.0 1,600.0 Load Duration Factor 1.000 1.000 1.000 1.000 Member Type Sawn Sawn Sawn Sawn Repetitive Status Repetitive Repetitive No No Center Span Data Span ft 6.25 6.25 5.75 5.75 Dead Load #/ft 87.00 87.00 406.00 406.00 Live Load #/ft 53.00 250.00 Point#1 DL lbs LL lbs 3,000.00 3,000.00 @ X ft 3.130 2.880 Results Ratio= 0.1326 0.9903 0.4451 0.9823 Mmax @ Center in-k 8.20 61.26 32.53 71.80 @ X= ft 3.12 3.12 2.87 2.87 fb:Actual psi 129.6 968.0 440.7 972.5 Fb:Allowable psi 977.5 977.5 990.0 990.0 Bending OK Bending OK Bending OK Bending OK fir:Actual psi 13.7 75.3 48.9 87.5 Fv:Allowable psi 150.0 150.0 180.0 180.0 Shear OK Shear OK Shear OK Shear OK Reactions ' @ End DL lbs1 271.87 271.87 1,167.25 1,167.25 LL lbs 165.62 1,497.60 718.75 1,497.39 Max.DL+LL lbs 437.50 1,769.47 1,886.00 2,664.64 @ Right End DL lbs 271.87 271.87 1,167.25 1,167.25 LL lbs 165.62 1,502.40 718.75 1,502.61 Max.DL+LL lbs 437.50 1,774.27 1,886.00 2,669.86 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.006 -0.006 -0.015 -0.015 L/Defl Ratio 11,619.6 11,619.6 4,591.4 4,591.4 Center LL Defl in -0.004 -0.057 -0.009 -0.031 UDefl Ratio 19,073.7 1,316.3 7,456.4 2,233.1 Center Total Defl in -0.010 -0.063 -0.024 -0.046 Location ft 3.125 3.125 2.875 2.875 L/Defl Ratio 7,220.8 1,182.4 2,841.6 1,502.4 15238_2018.02.06_RT SF_Suspended Garage_Plan 3D DL-SG_Structural Calculations.pdf Page 19 of 45 2015 IBC SEISMIC OVERVIEW SHEET TITLE: 2015 IBC SEISMIC OVERVIEW CT PROJECT#: 15238_3 ABD DL Step# 2015 IBC ASCE 7-10 1. OCCUPANCY CATEGORY TYPE = II Table 1604.5 Table 1.5-1 2. IMPORTANCE FACTOR IE= 1.00 Section 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo. Engr. S.C. = D 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= 0.97 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec.Spectral Response Si= 0.42 Figure 1613.3.1(2) Figure 22-2 6. Site Coefficient(short period) Fa= 1.11 Figure 1613.3.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.58 Figure 1613.3.3(2) Table 11.4-2 SMs= Fa*Ss SMS= 1.08 EQ 16-37 EQ 11.4-1 SMi=Fv*Si SMi= 0.67 EQ 16-38 EQ 11.4-2 Ds=2/3 SMs SDs= 0.72 EQ 16-39 EQ 11.4-3 Di= 3 MI SDi= 0.44 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= D Table 1613.3.5(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC1 = D Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11. Wood structural panels --- --- N/A Table 12.2-1 12. Response Modification Coef. R= 6.5 N/A Table 12.2-1 13. Overstrength Factor no= 2.5 N/A Table 12.2-1 14. Deflection Amplification Factor CD= 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 15238_2018.02.06_RT SF_Suspended Garage_Plan 3D DL-SG_Structural Calculations.pdf Page 20 of 45 2015 IBC EQUIV.LAT. FORCE SHEET TITLE: 2015 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 CT PROJECT#: 15238_3 ABD_DL Sips= 0.72 h„ = 29.53(ft) SD1= 0.44 X = 0.75 ASCE 7-10(Table 12.8-2) R= 6.5 Ct= 0.020 ASCE 7-10(Table 12.8-2) IE= 1.0 T= 0.253 ASCE 7-10(EQ 12.8-7) St= 0.42 k = 1 ASCE 7-10(Section 12.8.3) TL= 6 ASCE 7-10(Section 11.4.5: Figure 22-15) Cs=SDS/(R/IE) 0.111 W ASCE 7-10(EQ 12.8-2) Cs=Sol/(T*(R/IE)) (for T<TL) 0.270 W ASCE 7-10(EQ 12.8-3)(MAX.) Cs=(SDt*TO/(T2`(R/IE)) (for T>TL) 0.000 W ASCE 7-10(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7-10(EQ 12.8-5)(MIN.) Cs=(0.5 S,)/(R/IE) 0.032 W ASCE 7-10(EQ 12.8-6)(MIN.if S1>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.111 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 wx *hxk DESIGN SUM LEVEL Height (ft) h, (ft) (sqft) (ksf) (kips) (kips) Ew; `h1k Vi DESIGN Vi Roof --- 29.53 29.53 1813 0.020 36.26 1070.8 0.49 4.10 4.10 2nd 9.09 20.44 20.44 1673 0.025 41.825 854.9 0.39 3.27 7.37 1st 11.30 9.14 9.14 1103 0.025 27.575 252.0 0.12 0.97 8.34 Bsmt 9.14 0.00 SUM= 105.7 2177.7 1.00 8.34 E=V= 11.68 E/1.4= 8.34 15238_2018.02.06_RT SF_Suspended Garage_Plan 3D DL-SG_Structural Calculations.pdf Page 21 of 45 ASCE 7-10 Part 2 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART CT PROJECT#: 15238_3 ABD_DL F-B S-S ASCE 7-10 2015 IBC Ridge Elevation(ft)= 42.00 42.00 ft. Roof Plate Ht.= 29.53 29.53 Roof Mean Ht.= 35.77 35.77 ft. --- Building Width= 37.0 45.0 ft. Basic Wind Speed 3 sec.Gust= 110 110 mph Fig. 26.5-1A thru C Figure 1609A-C Exposure= B B Roof Type= Gable Gable Ps30 A= 21.6 21.6 psf Figure 28.6-1 Ps3o e= 14.8 14.8 psf Figure 28.6-1 Ps30 c= 17,2 17.2 psf Figure 28.6-1 Ps3o D= 11.8 11.8 psf Figure 28.6-1 A= 1.00 1.00 Figure 28.6-1 Kzc= 1.38 1.38 Section 26.8 windward/lee= 1.00 1.00 A*Kit*Iw*windward/lee : 1.38 1.38 Ps=A*Kzt*I*Ps3o= (Eq.28.6-1) Ps A = 29.81 29.81 psf (Eq.28.6-1) Pse = 20.42 20.42 psf (Eq.28.6-1) Ps c = 23.74 23.74 psf (Eq.28.6-1) Ps D= 16.28 16.28 psf (Eq.28.6-1) Ps A and C average= 26.8 26.8 psf Ps B and D average= 18.4 18.4 psf a= 3.7 3.7 Figure 28.6-1 2a= 7.4 7.4 width-2*2a= 22.2 30.2 MAIN WIND-ASCE 7-10 CHAPTER 28 PARTS Areas(F-B) Areas(S-S) (F-B) (S-S) Wind(F-B) Wind(S-S) 1.00 1.00 1.00 1.00 10 psf min. 16 psf min. DIAPHR. Story Elevation Height AA AB Ac AD AA AB Ac AD wind wind WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) per 6.1.4.1 per 6.1.4.1 Vi(F-B) V(F-B) Vi(S-S) V(S-S) 42.00 12.5 0 184.6 0 276.8 0 184.6 0 376.6 Roof --- 29.53 29.53 4.5 67.27 0 100.9 0 67.27 0 137.3 0 10.1 12.3 12.68 12.68 15.16 15.16 2nd 9.09 20.44 20.44 10.2 150.9 0 226.3 0 150.9 0 307.9 0 6.0 7.3 9.87 22.55 11.81 26.97 1st 11.30 9.14 9.14 10.2 151.3 0 226.9 0 151.3 0 308.6 0 6.1 7.4 9.89 32.44 11.83 38.81 Bsmt 9.14 0.00 AF= 1385 AF= 1684 22.2 26.9 V(F-B)= 32.44 V(S-S)= 38.81 kips kips kips kips 15238_2018.02.06_RT SF_Suspended Garage_Plan 3D DL-SG_Structural Calculations.pdf Page 22 of 45 ASCE 7-10 Part 1 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 1 CT PROJECT#: 15238_3 ABD_DL MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(F-B) Wind(S-S) Min/Part 2(Max.) Min/Part 2(Max.) Wind(F-B) Wind(S-S) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM LRFD SUM LRFD SUM LEVEL Height (ft) hi(ft) Vi(F-B) V(F-B) Vi(S-S) V(S-S) Vi(F-B) V(F-B) Vi(S-S) V(S-S) Roof --- 29.53 29.53 0.00 0.00 0.00 0.00 12.68 12.68 15.16 15.16 2nd 9.09 20.44 20.44 0.00 0.00 0.00 0.00 9.87 22.55 11.81 26.97 1st 11.30 9.14 9.14 0.00 0.00 0.00 0.00 9.89 32.44 11.83 38.81 Bsmt 9.14 0.00 V(F-B)= 0.00 V(S-S)= 0.00 V(F-B)= 32.44 V(S-S)= 38.81 kips kips kips kips DESIGN WIND-Min./Part 2/Part 1 ASD Wind(F-B) Wind(S-S) DIAPHR. Story Elevation Height LRFD DESIGN SUM LRFD DESIGN SUM LEVEL Height (ft) hi(ft) Vi(F-B) Vi V(F-B) Vi(S-S) Vi V(S-S) Roof 9.09 18.5 18.5 12.68 7.61 7.61 15.16 9.10 9.10 2nd 11.3 10.5 10.5 9.87 5.92 13.53 11.81 7.08 16.18 1st 9.14 0 0 9.89 5.94 19.46 11.83 7.10 23.28 Bsmt 0 0 V(F-B)= 19.46 V(S-S)= 23.28 kips kips 15238_2018.02.06_RT SF_Suspended Garage Plan 3D DL-SG_Structural Calculations.pdf Page 23 of 45 Design Maps Summary Report USGS Alba Design Maps Summary Report User-Specified Input Building Code Reference Document 2015 International Building Code Site Coordinates 45.43123°N, 122.77149°W Site Soil Classification Site Class D -"Stiff Soil" Risk Category I/II/III 15000�n a tits rt o C1 ji \N {ill11 L, f 1. 1. k far tilNaukie ( 10, t are Lake Oswego: r„1 ERICA Tualatin t'ria ! 't „.,..02015 MapQuest deli= (3 h1 Quest USGS-Provided Output Ss = 0.972 g Sus = 1.080 g Sos = 0.720 g S, = 0.423 g Su, = 0.667 g S. = 0.445 g For information on how the SS and Si values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. MCR Response Spectrum Design Response Spectrum as 1.1a 004 0,0 0,72 sia 0_04 o.n 0.SG 0 22 w ,t an c2.55 , cIC 0.40 1 0.12 a 33 0. t 0 22 0.11 0.02 0 00 __�____ �.,___ _�; ..OP 0.00 0.20 0 40 0.00 0.20 140 1.20 1 4 1.SD 1.00 2_00 0.00 6.20 0 40 0,00 0 20 1.00 1 20...1.40 1.04 1.20 2_00 Period,T tr. ci Period, T(sec) Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge. 15238_2018.02.06_RT SF_Suspended Garage_Plan 3D DL-SG_Structural Calculations.pdf Page 24 of 45 http://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?template=minimal&latit... P6 8 S1.2 `'„_____„ 0 o Ilia Bib U 1 ___Yy/ • in\ -Hrir ,---- I.........__...__.._. gl 0 --£ P6 n esf " �� 'JO i I 11111 Ria it n 1 I i m Ll y it • , Fla F2b t* ftweamonatmww::,m ME. Li 1 MST37 MST37 e Fla Fib P4 8 S1.2 MST37 MST37 0® n o i 15238_2018.02.06_RT SF_Suspended Garage_Plan 3D DL-SG_Structural Calculations.pdf Page 25 of 45 MUbrandt . Rail ;;., U0. ,... „,..,..„ GT ABOVE ‘217 , ',7, ., - 1.s.s 0-BEA4 lib I A'ACV HT MIMI. 4,4 P4 0.0000.GT AEI. i . :,.., FLOOR FRAMING LEGEND 'ED or ...,, ... FLOOR FRAMING Z:. 0 r Wm/ JOMT SUES AND SPACING PER DRAWINGS ,„ ,II , SBA,• SOL watry ABBREVIATIONS 1 ',..2,'KIWUND WA SF STRUCTURAL FASO A I FS PLUSH BEAM -- N 3 1 "40 ne 0 NDR HEADER 1 FUTYRES :nq' 1 OS DRAGS-MUT MOSS P. r , 17. GT GIRDER MSS ! G , RS— FM+ , ' .!, i I LEGEND V '`, -' 7 el , , 1 . P •FLOOR TRUSS/JOIST ''', .DRAG TRUSS I or,r , < .1: .e.--....- •CIRDER TRUSS I POS r BO 1 i 4 BD 4 Be.AN IS a Se 1,43.S2 r BIG EA FE g,XII.IG El O .,. . a i BM/25, FB . 3 118! V2 B 1 475 FB,g, I MI r sy—\__Ib. -JOIST FRAMING 1 re —14--11-11— —a-04,- , Ai' _ .....— ..r so ros ZPI: or, -1 - ,, 74 tri ' '11''' I I I : I uori 1 R, L rAn 1 ' a Z, •VENT DUCTING PATH 06DY'FBA < ' SIM/4 a SIND] II' Y ' • V.7 A •SEARING WALL —' Or'”7 Br' ' A a2 2 2.. — ,..'0101=00 a.' .. 0 ane SHEAR WALL NOTESI HST Or 0, G >--- r __ wq_s_ . — ...-,II.II0,, 2 ,? I a. __ . ' ._' LI.re <,,, L2 I OBJi y -see,' c,. Er-BAUM.— , 3 14 OG BE 12 FE1, 2 ® SLAB ON GRADE SEE FOUNOATION PLAN(06) k .---, .00 o 0 00„ &'L3 .17 SVr1 man. ..7FkiiFi" 9 6 6 L--1-•• r_..41:0 I „,----- -1 mo I g co LL. •z /-140X2 HOLDOWN TYPE SEE SI 2 27 '-' 2 re LLI . -., 6- , itr PONY MALL /1WOO SHEATHING DAPBRAGM SHALL SE APPLIED TO SAME SIDE Of STUD WALL AS SNEAR 0 1,1A,V„000=11.ILL CONTINUE ABOVE ANO y .. -. , 1-.x SEE SHEET SI 1POR TT/CAL SHEARWALL DETAILS I MI Al I--—gm' 1 Seel Ail' 7,,D;, ROOF FRAMING LEGEND A RCOP FRAMING rel- P y f -TRUSSES 0 24.0 C CONT ROOF SLOPE L 2 mrcumr-R'"R""e LEDGER T0 UPPER ROOF ABBREVIATIONS (I) SF STRUCTURAL FAS. ROOF FRAMING NOTTHE SHEARWALLS HAVE THE SAME U >. FS FLUSH BEAM ES LABELS FOR PLANS 3A 3B and 3D M.... e 1 On,semen,reelne ewe ste hare me 0 HDR HEADER SEE 10/80 STYE 000 ea. cost rl a r Ty..roof froninrnsry of7/113,1/2.A.,s140 DS DRAG STRUT TRUSS MAIN FLOOR SHEAR PLAN& BSMT.FLOOR SHEAR PLAN& E Plan 3A Daylight TOP FLOOR FRAMING PLAN Plan 3A Daylight MAIN FLOOR FRAMING PLAN GT OrRDER TfeSS 0 lee Ben or ape to 2 12 reol(nee Des.of De 018 4'BZTTITYTF'D'In"EE S""T S'0 :C=Vuelen:er27B*AtrrY27•42 SA , 0 ,0,each en0 of ell two..H2 DA eve s de of al/ t-& ,2/—Mr2M7R.E:a70, no t peruses U NO End Puee she e Bev. .C) A i 1 , 0 •ROOF TRUSSES 3 De 1 roe al eeee ulin Beale.c 24 heel panel f:t , •p: .0 wipes end Byer see walls and M IS o c In De Bekl -. — .DRAG TRUSS Ilel M a t 4 P Intl yeas...eel beewfmne,el own Nefe D 03.0 tgt:1411'ATe=1:::°4°°,71 5 A 1 hewers Mel/beee10 U N 0 Reer to eel C E C ....—...B— .STRUCTURAL SEAM 0 i o ,,,—\--B. .STICK FRAMING 6 R.2....I2/B•DYSIDTY8/slue.weed eel L, CO o. ra a, >,< o r''—..-,.... .1%1=1,TNO 7 Wheel.).occur puede we elle p eh blet np toI 0 Dry?Be.en.,epee Dem V N 0 B Typical wel/Bemire Bone.of 22618 el 16.o c al r •0,.. r .r.r•c•.0c. Deno wale au/222.222261.el 16 o 2 M.rlof S eels El 'Ll'Flil2Eie lab lb IS-03 tO Rear to pe ere alruceral mole on eel SI 0 br adebne/reurements rw ,! R /2000r'000("8 P'" _Den 8 12 tc.r=lars.htn=gl=r;482 by co.l„Fai13 Neenru...Ong w e Meta o•Pr Mee Belt et SI.. drMel Buse 14 ii1e,..;triter..iine Nee lo mele.Beene ; Vv.*/ A S D : A8.1 Ism,.One,BI-Sm.enue20 CD Su secueDefteel.l. r.e„gv•• SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 15238_3 ABD DL Diaph.Level: Roof Panel Height= 9 ft. Seismic V i= 4.10 kips Design Wind F-B V i= 7.61 kips Max.aspect= 3.5 Sum Seismic V i= 4.10 kips Sum Wind F-B V i= 7.61 kips Min.Lwall= 2.57 ft. Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Grid ID T.A. Lwall Lor eff. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type OTM Row Unet Ueum OTM Row Unet Ue„m U.em (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext L1 906.5 41.0 41.0 0.89 0.15 3.80 0.00 2.05 0.00 1.00 1.00 56 P6TN P6TN 104 18.45 113.47 -2.36 -2.36 34.23 84.05 -1.24 -1.24 0.94 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- ••- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext R1a 906.5 40.0 40.0 0.85 0.15 3.80 0.00 2.05 0.00 1.00 1.00 60 P6TN P6TN 112 18.45 108.00 -2.28 -2.28 34.23 80.00 -1.16 -1.16 1.01 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --• 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-•- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0•-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--• 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0•-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--• 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1813 1813 81.0 70.5=L eff. 7.61 0.00 4.10 0.00 EV.,,d 7.61 EVEQ 4.10 Notes: denotes a wall with force transfer 15238_2018.02.06_RT SF_Suspended Garage_Plan 3D DL-SG_Structural Calculations.pdf Page 27 of 45 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 15238_3 ABD_DL Diaph.Level: 2nd Panel Height= 10.1 ft. Seismic V i= 3.27 kips Design Wind F-B V i= 5.92 kips Max.aspect= 3.5 Sum Seismic V i= 7.37 kips Sum Wind F-B V i= 13.53 kips Min.Lwall= 2.89 ft. Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Grid ID T.A. Lwall LDL e8. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM RorM Unet Usum OTM Row Unet Usum Usum (sqft) (ft) (ft) (kif) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext L2 836.5 35.5 36.5 1.00 0.30 2.96 3.80 1.64 2.05 1.00 1.00 104 P6TN P6 191 37.24 174.93 -3.95 -3.95 68.32 129.58 -1.76 -1.76 -1.76 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext R2 158.9 4.5 8.8 1.00 0.30 0.56 0.72 0.31 0.39 1.00 0.89 175 P6 P6 286 7.08 5.32 0.46 0.46 12.98 3.94 2.36 2.36 2.36 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext R3a` 401.5 11.5 13.0 1.00 0.30 1.42 1.83 0.79 0.98 1.00 1.00 154 P6 P6 282 17.88 20.18 -0.21 -0.21 32.79 14.95 1.65 1.65 1.65 Ext R3b* 276 7.8 9.3 1.00 0.30 0.98 1.26 0.54 0.68 1.00 1.00 157 P6 P6 288 12.29 9.68 0.37 0.37 22.54 7.17 2.17 2.17 2-1-7 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0•-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0•-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-•- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1673 1673 59.3 59.3=L eff. 5.92 7.61 3.27 4.10 1.00 ZV„,;,,d 13.53 2 VEo 7.37 Notes: denotes a wall with force transfer 15238_2018.02.06_RT SF_Suspended Garage_Plan 3D DL-SG_Structural Calculations.pdf Page 28 of 45 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 15238_3 ABD_DL Panel Height= 8 ft. Seismic V i= 0.97 kips Design Wind F-B V i= 5.94 kips Max.aspect= 3.5 Sum Seismic V i= 8.34 kips Sum Wind F-B V i= 19.46 kips Min.Lwall= 2.29 ft. Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Grid ID T.A. Lwall LEL eft. C0 w dl V level V abv. V level V abv. 2w/h vi Type Type v i OTM ROMA Unet Usum OTM Rollo Line U.., Usu., (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (pif) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext L3 275.8 20.0 20.0 1.00 0.40 1.48 3.38 0.24 1.84 1.00 1.00 104 CONCRETE 243 16.68 72.00 -2.86 -2.86 38.93 53.33 -0.75 -0.75 -0.75 Ext L4 275.8 22.5 22.5 1.00 0.40 1.48 3.38 0.24 1.84 1.00 1.00 93 P6TN P6 216 16.68 91.13 -3.41 -3.41 38.93 67.50 -1.31 -1.31 -1.31 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext R4 209.6 16.0 16.0 1.00 0.40 1.13 3.38 0.18 1.84 1.00 1.00 127 CONCRETE 282 16.22 46.08 -1.95 -1.95 36.08 34.13 0.13 0.13 0.13 Ext R5 341.9 26.0 26.0 1.00 0.40 1.84 3.38 0.30 1.84 1.00 1.00 82 P6TN P6 201 17.14 121.68 -4.13 -4.13 41.78 90.13 -1.91 -1.91 -1.91 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.0 0.D 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--• 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1103 1103 84.5 84.5=L eff. 5.94 13.53 0.97 7.37 >'V„,;,b 19.46 2;VEQ 8.34 Notes: denotes a wall with force transfer 15238_2018.02.06_RT SF_Suspended Garage_Plan 3D DL-SG_Structural Calculations.pdf Page 29 of 45 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 15238_3 ABD_DL Diaph.Level: Roof Panel Height= 9 ft. Seismic V i= 4.10 kips Design Wind F-B V i= 9.10 kips Max.aspect= 3.5 Sum Seismic V i= 4.10 kips Sum Wind F-B V i= 9.10 kips Min.Lwall= 2.57 ft. Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL off. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type OTM Row U„et Usem OTM ROTM Unet Ugum U.um (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext B1a* 725.2 16.0 21.5 1.00 0.15" 3.64 0.00 1.64 0.00 1.00 1.00 103 P6T14 P6 227 14.76 23.22 -0.55 -0.55 32.76 17.20 1.01 1.01 4.04 Ext B1b* 181.3 4.0 9.5 1.00 0.15 0.91 0.00 0.41 0.00 1.00 0.89 115P6TN P6 227 3.69 2.57 0.34 0.34 8.19 1.90 1.89 1.89 1-:89 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext Fla* 226.6 2.5 5.8 1.00 0.15 1.14 0.00 0.51 0.00 1.00 0.56 369 P3 P4 455 4.61 0.97 1.99 1.99 10.24 0.72 5.19 5.19 649 Ext F1b* 226.6 2.5 5.8 1.00 0.15 1.14 0.00 0.51 0.00 1.00 0.56 369 P3 P4 455 4.61 0.97 1.99 1.99 10.24 0.72 5.19 5.19 5A9 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext F2a* 272 3.0 4.0 1.00 0.15 1.36 0.00 0.62 0.00 1.00 0.67 308 P4 P4 455 5.54 0.81 2.03 2.03 12.28 0.60 4.85 4.85 445 Ext F2b* 181.3 2.1 3.1 1.00 0.15 0.91 0.00 0.41 0.00 1.00 0.47 418 P3 P4 433 3.69 0.44 2.27 2.27 8.19 0.33 5.33 5.33 &33 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1813 1813 30.1 30.1=Leff. 9.10 0.00 4.10 0.00 EV nd 9.10 EVEQ 4.10 Notes: denotes a wall with force transfer 15238_2018.02.06_RT SF_Suspended Garage_Plan 3D DL-SG_Structural Calculations.pdf Page 30 of 45 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 15238_3 ABD DL Diaph.Level: 2nd Panel Height= 11.25 ft. Seismic V i= 3.27 kips Design Wind F-B V i= 7.08 kips Max.aspect= 3.5 Sum Seismic V i= 7.37 kips Sum Wind F-B V i= 16.18 kips Min.Lwall= 3.21 ft. Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LOL e(1. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM RomM Unet Usem OTM Rum Unet Usum Us= (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext B2a* 71.1 2.6 6.1 1,00 0.30 0.30 0.77 0.14 0.35 1.00 1.00 188 P6 P4 413 5.49 2.14 1.73 1.73 12.09 1.59 5.43 5.43 5.43 Ext B2b* 71.1 2.6 6.1 1.00 0.30 0.30 0.77 0.14 0.35 1.00 0.46 406 P3 P4 413 5.49 2.14 1.73 1.73 12.09 1.59 5.43 5.43 5.43 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext B3a* 179.8 6.5 12.5 1.00 0.25 0.76 1.96 0.35 0.88 1.00 1.00 190 P6 P4 418 13.88 9.14 0.81 0.81 30.57 6.77 4.08 4.08 4.08 Ext B3b* 96.2 3.5 9.5 1.00 0.25 0.41 1.05 0.19 0.47 1.00 0.62 303 P4 P4 415 7.42 3.74 1.30 1.30 16.35 2.77 4.79 4.79 4:79 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext F3 83.65 2.0 5.5 1.00 0.25 0.35 0.34 0.16 0.15 1.00 0.36 446 P3 P4 348 3.57 1.24 1.75 1.75 7.82 0.92 5.18 5.18 5.18 Ext F4 83.65 2.0 5.5 1.00 0.25 0.35 0.34 0.16 0.15 1.00 0.36 446 P3 P4 348 3.57 1.24 1.75 1.75 7.82 0.92 5.18 5.18 5.18 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int Gar1 619.8 13.5 13.5 1.00 0.15 2.62 2.20 1.21 0.99 1.00 1.00 163 P6 P4 358 24.82 12.30 0.98 0.98 54.32 9.11 3.52 3.52 3.52 Int Stair1 467.6 10.0 10.0 1.00 0.15 1.98 1.66 0.92 0.75 1.00 1.00 166 P6 P4 364 18.72 6.75 1.28 1.28 40.98 5.00 3.85 3.85 3.85 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 1673 1673 42.7 42.7=Leff. 7.08 9.10 3.27 4.10 EVe.;nd 16.18 EVEQ 7.37 Notes: * denotes a wall with force transfer 15238_2018.02.06_RT SF_Suspended Garage_Plan 3D DL-SG_Structural Calculations.pdf Page 31 of 45 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 15238_3 ABD_DL Diaph.Level: 1st Panel Height= 9.14 ft. Seismic V i= 0.97 kips Design Wind F-B V i= 7.10 kips Max.aspect= 3.5 Sum Seismic V i= 8.34 kips Sum Wind F-B V I= 23.26 kips Min.Lwall= 2.61 ft. Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall Logy arc. C 0 w di V level V abv.V level V abv. 2w/h v i Type Type v i OTM Row Unet Ub„m OTM RoTM Unet Us„m Um. (sqft) (ft) (ft) (kif) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext B4 135.1 9.3 12.0 '`1.00 0.40 1.16 3.10 0.16 1.41 1.00 1.00 169 P6 P4 460 14.29 19.98 -0.66 -0.66 38.91 14.80 2.81 2.81 2.81 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext B5a* 93.76 6.5 15.3 1.00 0.40 0.80 2.15 0.11 0.98 1.00 1.00 167 P6 P4 454 9.91 17.84 -1.36 -1.36 27.00 13.22 2.36 2.36 2.36 Ext B5b* 46.88 3.3 9.3 1.00 0.40 0.40 1.07 0.05 0.49 1.00 0.71 235 P6 P4 454 4.96 5.41 -0.18 -0.18 13.50 4.01 3.67 3.67 3:67 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext FC 275.8 7.7 7.7 1.00 0.40 2.37 1.39 0.32 0.63 1.00 1.00 125 CONCRETE 490 8.74 10.59 -0.26 -0.26 34.35 7.84 3.78 3.78 3.78 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int Gar2 275.8 33.0 33.0 1.00 0.40 2.37 8.47 0.32 3.87 1.00 1.00 127 CONCRETE 328 38.32 196.02 -4.88 -4.88 99.06 145.20 -1.43 -1.43 -1.43 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--• -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- •-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0•-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--• --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0•- •-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0•-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1103 827.3 59.7 48.8=L eff. 7.10 16.18 0.97 7.37 EVW/nd 23.28 EVEQ 8.34 Notes: * denotes a wall with force transfer 15238_2018.02.06_RT SF_Suspended Garage_Plan 3D DL-SG_Structural Calculations.pdf Page 32 of 45 JOB#: 15238_3 ABD_DL ID: R3ab w dl= 300 plf V eq 2986.7 pounds V1 eq = 1784.2 pounds V3 eq = 1202.4 pounds V w= 5478.9 pounds V1 w= 3273.1 pounds V3 w= 2205.8 pounds -► v hdr eq= 134.2 plf ► A H head = A v hdr w= 246.2 plf 1.85 Av Fdrag1 eq= 241 F2 eq= 162 Fdrag1 w= • •1 F2 .- 297 H pier= v1 eq = 155.2 plf v3 eq = 155.2 plf 6.5 v1 w= 284.6 plf v3 w= 284.6 plf feet H total = 2w/h = 1 2w/h = 1 11.32 • Fdrag3 eq= ,1 F4 e.--- 162 feet A Fdrag3 w= 441 F4 w= 297 P6 E.Q. 2w/h = 1 P6 WIND H sill = v sil/eq= 134.2 plf 3.0 EQ Wind v sill w= 246.2 plf feet OTM 33809 62022 R OTM 66833 49506 v T UPLIFT -1649 595 UP sum -1649 595 H/L Ratios: L1= 11.5 L2= 3.0 L3= 7.8 Htotal/L = 0.51 4 _4 ,4 ► Hpier/L1= 0.56 , Hpier/L3= 0.83 L total = 22.3 feet 15238_2018.02.06_RT SF_Suspended Garage_Plan 3D DL-SG_Structural Calculations.pdf Page 33 of 45 l JOB#: 15238_3 ABD_DL ID: Blab w dl= 150 p/f V eq 2050.3 pounds V1 eq = 1640.2 pounds V3 eq = 410.1 pounds V w= 4549.5 pounds V1 w= 3639.6 pounds V3 w= 909.9 pounds v hdr eq= 66.1 plf - 0- •H head = A v hdr w= 146.8 plf 1.08 v Fdrag1 eq= 582 F2 eq= 146 A Fdragl w= 91 F2 .- 323 H pier= v1 eq = 102.5 p/f v3 eq= 102.5 plf 5.0 v1 w= 227.5 plf v3 w= 227.5 plf feet H total = 2w/h = 1 2w/h = 1 9.08 . Fdrag3 eq= : F4 e.-- 146 feet • Fdrag3 w= 1291 F4 w= 323 P6TN E.Q. 2w/h = 1 P6 WIND H sill = v sill eq = 66.1 plf 3.0 EQ Wind v sill w= 146.8 plf feet i OTM 18617 41309 R OTM 64868 48050 UPLIFT -1658 -242 UP sum -1658 -242 H/L Ratios: L1= 16.0 L2= 11.0 L3= 4.0 Htotal/L = 0.29 Hpier/L1= 0.31 ~4 O.,4 Hier/L3= 1.25 p L total = 31.0 feet 15238_2018.02.06_RT SF_Suspended Garage_Plan 3D DL-SG_Structural Calculations.pdf Page 34 of 45 V eq 1025.1 pounds V1 eq = 512.6 pounds V3 eq = 512.6 pounds V w= 2274.7 pounds V1 w= 1137.4 pounds V3 w= 1137.4 pounds _____•. v hdr eq= 93.2 p/f 0. A H head = A v hdr w= 206.8 plf 1.08 v Fdrag1 eq= 280 F2 eq= 280 A Fdrag1 w= :.0 F2 .- 620 H pier= v1 eq = 205.0 plf v3 eq = 205.0 plf 5.0 v1 w= 454.9 plf v3 w= 454.9 p/f feet H total = 2w/h = 1 2w/h = 1 9.08 v Fdrag3 eq= :1 F4 et- 280 feet A Fdrag3 w= 620 F4 w= 620 P6 E.Q. 2w/h = 1 P4 WIND H sill = v sill eq= 93.2 plf 3.0 EQ Wind v sill w= 206.8 plf feet OTM 9308 20655 R OTM 8168 6050 v UPLIFT 115 1365 UP sum 115 1365 H/L Ratios: L1= 2.5 L2= 6.0 L3= 2.5 Htotal/L = 0.83 Hpier/L1= 2.00 0-4 Hpier/L3= 2.00 p L total = 11.0 feet 15238_2018.02.06_RT SF_Suspended Garage_Plan 3D DL-SG_Structural Calculations.pdf Page 35 of 45 JOB#: 15238_3 ABD_DL ID: F2ab w dl= 150 plf V eq 1025.1 pounds V1 eq = 603.0 pounds V3 eq = 422.1 pounds V w= 2274.7 pounds V1 w= 1338.1 pounds V3 w= 936.7 pounds ► ► v hdr eq= 88.4 plf A H head = A v hdr w= 196.1 plf 1.08 v Fdragl eq= 338 F2 eq= 237 • Fdrag 1 w= ,0 F2 •- 525 H pier= vl eq = 201.0 plf v3 eq= 239.3 plf 5.0" v1 w= 446.0 plf v3 w= 446.0 plf feet H total = 2w/h = 1 2w/h = 0.84 9.08 • Fdrag3 eq= .: F4 e.- 237 feet A Fdrag3 w= 750 F4 w= 525 P6 E.Q. 2w/h = 1 P4 WIND H sill = v sill eq = 88.4 plf 3.0 EQ Wind v sill w= 196.1 plf feet OTM 9308 20655 R OTM 9083 6728 • • UPLIFT 22 1334 UP sum 22 1334 H/L Ratios: L1= 3.0 L2= 6.5 L3= 2.1 Htotal/L= 0.78 '—.4 Hpier/L1= 1.67 Hpier/L3= 2.38 L total = 11.6 feet 15238_2018.02.06_RT SF_Suspended Garage_Plan 3D DL-SG_Structural Calculations.pdf Page 36 of 45 JOB#: 15238_3 ABD_DL ID: B2ab w dl= 300 plf V eq 975.4 pounds V1 eq = 487.7 pounds V3 eq = 487.7 pounds V w= 2148.9 pounds V1 w= 1074.5 pounds V3 w= 1074.5 pounds ► v hdr eq= 79.9 plf 0. A H head = A v hdr w= 176.1 plf 2.19 y Fdragl eq= 280 F2 eq= 280 Fdrag1 w= : 6 F2 - - 616 H pier= v1 eq= 187.6 plf v3 eq = 187.6 plf 5.0 v1 w= 413.3 p/f v3w= 413.3 plf feet H total = 2w/h = 1 2w/h = 1 11.32 v Fdrag3 eq= :I F4 e•-• 280 feet A Fdrag3 w= 616 F4 w= 616 P6 E.Q. 2w/h = 1 P4 WIND H sill = v sill eq = 79.9 plf 4.1 EQ Wind v sill w= 176.1 plf feet OTM 11041 24326 R OTM 20093 14884 UPLIFT -824 860 UP sum -824 860 H/L Ratios: L1= 2.6 L2= 7.0 L3= 2.6 Htotal/L= 0.93 0- 1 04 0 Hpier/L1= 1.92 Hpier/L3= 1.92 L total = 12.2 feet 15238_2018.02.06_RT SF_Suspended Garage_Plan 3D DL-SG_Structural Calculations.pdf Page 37 of 45 JOB#: 15238_3 ABD_DL ID: B3ab w dl= 250 plf V eq 1893.4 pounds V1 eq = 1230.7 pounds V3 eq = 662.7 pounds V w= 4171.4 pounds V1 w= 2711.4 pounds V3 w= 1460.0 pounds ♦ ♦ v hdr eq= 86.1 plf •H head = A v hdr w= 189.6 plf 2.19 v Fdrag1 eq= 671 F2 eq= 361 A Fdrag1 w= ,79 F2 - - 796 H pier= v1 eq= 189.3 plf v3 eq = 189.3 plf 5.0 v1 w= 417.1 plf v3 w= 417.1 plf feet H total = 2w/h = 1 2w/h = 1 11.29 v Fdrag3 eq= • F4 e.- 361 feet A Fdrag3 w= 1479 F4 w= 796 P6 E.Q. 2w/h = 1 P4 WIND H sill = v sill eq= 86.1 plf 4.1 EQ Wind v sill w= 189.6 plf feet OTM 21376 47095 R OTM 54450 40333 v . UPLIFT -1670 342 UP sum -1670 342 H/L Ratios: L1= 6.5 L2= 12.0 L3= 3.5 Htotal/L = 0.51 4 ►--t 0,4 I. Hpier/L1= 0.77 Hpier/L3= 1.43 L total = 22.0 feet 15238_2018.02.06_RT SF_Suspended Garage_Plan 3D DL-SG_Structural Calculations.pdf Page 38 of 45 180 Nickerson St. CT ENGINEERING Suite 302 (� I N C. Seattle,WA 98109V Project: F - u P. Cjh,GEj Date: (:06) (206)285•9512 FAX: Client: l'age Number: (206)285-0618 In L - GAG e SLR' Li" Coµc, ToP'i N(, jugs 1�16,.n eto )Ca /1 a`)(Iso pt4` ) t 213,6e,0 VGAk L 0.110 ‘41W►2 t CO.I2.G)( zo oc,c3N) 2I 0oI+ UA- (,0 N/l Spy p J'NeitflWALL Typ. Pi-t GARAGE 15238_2018.02.06_RT SF_Suspended Garage Plan 3D DL-SG_Structural Calculations.pdf Page 39 of 45 Structural Engineers Table 1. Recommended Allowable Design Values for APA Portal Frame Used on a Rigid-Base • Minimum Width Maximum Height Allowable Design(ASD)Values per Frame Segment (in.) (ft) Shears"•)(lbf) Deflection(in.) Load Factor • • • 8 850 (1190 WIND) 0.33 3.09 16 10 625 (875 WIND) 0.44 2.97 8 1,675 (2345 WIND) 0.38 2.88 • 24 10 1,125 (1575 WIND) 0.51 3.42 • 1'-10 1/2" 8 1520 EQ(2128 WIND) Foundation for Wind or Seismic Loading(a,b,� 31 EQ(1444 WIND) (a) Design values are based on the use of Douglas-fir or Southern pine framing.For other species of framing,multiply the above shear design value by the specific gravity adjustment factor=(1-(0.5-SG)),where SG=specific gravity of the actual framing.This adjustment shall not be greater than 1.0. (b) For construction as shown in Figure 1. (c) Values are for a single portal-frame segment(one vertical leg and a portion of the header).For multiple portal-frame segments,the allowable shear design values are permitted to be multiplied by the number of frame segments(e.g.,two=2x,three=3x,etc.). (d) Interpolation of design values for heights between 8 and 10 feet,and for portal widths between 16 and 24 inches,is permitted. (e) The allowable shear design value is permitted to be multiplied by a factor of 1.4 for wind design. (f) If story drift is not a design consideration,the tabulated design shear values are permitted to be multiplied by a factor of 1.15.This factor is permitted to be used cumulatively with the wind-design adjustment factor in Footnote(e)above. Figure 1. Construction Details for APA Portal-Frame Design with Hold Downs Extent of header with double portal frames(two braced wall panels) ] Extent of header with single portal frame (one braced wall panels) Header to jack-stud strap 2'to 18'rough width of opening lI per wind design min 1000 lbf for single or double portal on both sides of opening r opposite side of sheathing Pony �� wall I I height III -a MIA, 11-1/4' header " /Fasten top plate to header # ' with two rows of 16d steerheadez ne'allowezl sinker nails at 3"o.c.typ Fasten sheathing to header with 8d common or I Min.3/8"wood structural 12z galvanized box nails at 3"grid pattern as shown / panel sheathing mtotal Header to jack-stud strap wall I per wind design. e height Min 1000 lbf on both sides of opening opposite ;� side of sheathing. If needed,panel splice edges shall occur over and be 10 •-Min.double 2x4 framing covered with min 3/8" / nailed to common blocking thick wood structuralpanel sheathingwith t max within middle 24"of portal height 8d common or galvanized box nails at 3"o.c. height.One row of 3"o.c. in all framing(studs,blocking,and sills)typ. • • nailing is required in each panel edge. Min length of panel per table 1 �� F .....-.-- Typical portal frame \ _ v construction Min(2)3500 lb strap-type hold-downs F (embedded into concrete and nailed into framing) Min double 2x4 post(king ll and jack stud).Number of } t" . Min reinforcing of foundation,one#4 bar - .mT jack studs per IRC tables °i` i'top and bottom of footing.Lap bars 15"min. _"F `� = R502.5(1)&(2). /I , r .r i + : A (; r c., .-. _�_�.__.. .�. • — , F4 \, Min footing size under opening is 12"x 12".A turned-down Min 1000 lb hold-down \\ slab shall be permitted at door openings. device(embedded into Min(1)5/8"diameter anchor bolt installed per IRC R403.1.6- concrete and nailed with 2"x 2"x 3/16"plate washer into framing) 15238_2018.02.06_RT SF_Suspended Garage_Plan 3D DL-SG_Structural Calculations.pdf Page 40 of 45 180 Nickerson St. CT ENGINEERING Suite 302 "r Project: �� I L N6 e ,3l tbe k 6�--_ T 1�J IUV�� Date: 98109 WA `� 'J �j p (206)285-1512 �✓ Client: -f , C,5 1 ( � ( (/J5 C O� 1&.,7.�iJFAX: Page Number: (206)285-0618 fG: 3e:57-0 out) s&c - n )' d-6r - -7/ pe g`` X Ch`` )2,1( k 1.2`( 6irks -kix-K- T012- ( 6711t) N � rtlu Jv (-r"??(' t I)IV 014/16 ((Y0.2 �� j9.. 63‘0.1 6)(0,7 60) 0,312_ ((• W/3 LIZ-) V n— (06 :1) (60) - P,„ (Le 66 014.4- q;, (es K(� sF ) teI , o - 5" g x1( FT, 1,0/(2) 4- 0, 86 72) to/d1-4--ky-13 112. 114-4- , l U D)A)6., `it',= rov .x44- ." 15238_2018 02.06_RT SF Suspended Garage_Plan 3D DL-SG_Structural Calculations.pdf Page 41 of 45 Structural Engineers Title: Job# Dsgnr: Date: 3:46PM, 12 OCT 15 Description: Scope: Square Footing Design Page 1 15238 riverterrace 3abd.ecw:15238-B -,..:.... .. — nom Description 15238-ABD- FTG1 General Information Dead Load 0.900 k Footing Dimension 1.330 ft Live Load 2.400 k Thickness 10.00 in Short Term Load 0.000 k #of Bars 2 Seismic Zone 4 Bar Size 4 Overburden Weight 0.000 psf Rebar Cover 3.000 Concrete Weight 145.00 pcf fc 2,000.0 psi LL&ST Loads Combine Fy 40,000.0 psi Load Duration Factor 1.330 Column Dimension 0.00 in Allowable Soil Bearing 2,000.00 psf Reinforcing Rebar Requirement Actual Rebar"d"depth used 6.750 in As to USE per foot of Width 0.216 in2 200/Fy 0.0050 Total As Req'd 0.287 in2 As Req'd by Analysis 0.0004 in2 Min Allow%Reinf 0.0014 Min.Reinf%to Req'd 0.0014 % Summary Footing OK 1.33ft square x 10.0in thick with 2-#4 bars Max.Static Soil Pressure 1,986.40 psf Vu:Actual One-Way 4.03 psi Allow Static Soil Pressure 2,000.00 psf Vn*Phi:Allow One-Way 76.03 psi Max.Short Term Soil Pressure 1,986.40 psf Vu:Actual Two-Way 25.41 psi Allow Short Term Soil Pressure 2,660.00 psf Vn*Phi:Allow Two-Way 152.05 psi Mu :Actual 0.70 Alternate Rebar Selections... 2 #4's 1 #5's 1 #6's Mn*Phi:Capacity 5.82 1 #7's 1 #8's 1 #9's 1 #10's 15238_2018.02.06_RT SF_Suspended Garage_Plan 3D DL-SG_Structural Calculations.pdf Page 42 of 45 Title: Job# Dsgnr: Date: 4:10PM, 12 OCT 15 Description: Scope: Square Footing Design Page 1 15238_nverterraceY,✓'/ —3abd ecw 15238 13 .;: Vis„'%/Ibf:'.'"�<"�'d�Y 4,,.%":x.:%%Y -' ,in "s;� ,�;•q ,;;;i.�,a',�i, irt�tiO/bb3,.!%3/N27�i/ aM„Yrf- ,,,.,, .. .� �.i.. dKk% Description 15238-ABD- FTG2 General Information Dead Load 3.020 k Footing Dimension 2.500 ft Live Load 8.060 k Thickness 10.00 in Short Term Load 0.000 k #of Bars 3 Seismic Zone 4 Bar Size 4 Overburden Weight 0.000 psf Rebar Cover 3.000 Concrete Weight 145.00 pcf fc 2,000.0 psi LL&ST Loads Combine Fy 40,000.0 psi Load Duration Factor 1.330 Column Dimension 0.00 in Allowable Soil Bearing 2,000.00 psf Reinforcing Rebar Requirement Actual Rebar"d"depth used 6.750 in As to USE per foot of Width 0.216 in2 200/Fy 0.0050 Total As Req'd 0.540 in2 As Req'd by Analysis 0.0015 in2 Min Allow%Reinf 0.0014 Min. Reinf%to Req'd 0.0020 % Summary Footing OK 2.50ft square x 10.0in thick with 3-#4 bars Max.Static Soil Pressure 1,893.63 psf Vu:Actual One-Way 25.79 psi Allow Static Soil Pressure 2,000.00 psf Vn*Phi:Allow One-Way 76.03 psi Max.Short Term Soil Pressure 1,893.63 psf Vu:Actual Two-Way 98.91 psi Allow Short Term Soil Pressure 2,660.00 psf Vn*Phi:Allow Two-Way 152.05 psi Mu :Actual Alternate Rebar Selections... 2.37 k-ft/ft 3 #4's 2 #5's 2 #6's Mn*Phi:Capacity 4.69 k-ft/ft 1 #7's 1 #8's 1 #9's 1 #10's 15238_2018.02.06_RT SF_Suspended Garage_Plan 3D DL-SG_Structural Calculations.pdf Page 43 of 45 Title: Job# Dsgnr: Date: 4:10PM, 12 OCT 15 Description: Scope: Square Footing Design Page 1 15238 riverterrace 3abd.ecw:15238 8 3Yk:AGE% - .s✓F,-Y" . �fb..Y� .s: _;;✓/ .,,,/i.. -:.✓c ,,,,fi -,,...� Description 15238-ABD- FTG3 General Information Dead Load 5.000 k Footing Dimension 3.250 ft Live Load 13.230 k Thickness 11.00 in Short Term Load 0.000 k #of Bars 4 Seismic Zone 4 Bar Size 4 Overburden Weight 0.000 psf Rebar Cover 3.000 Concrete Weight 145.00 pcf f c 2,000.0 psi LL&ST Loads Combine Fy 40,000.0 psi Load Duration Factor 1.330 Column Dimension 0.00 in Allowable Soil Bearing 2,000.00 psf Reinforcing Rebar Requirement Actual Rebar"d"depth used 7.750 in As to USE per foot of Width 0.238 in2 200/Fy 0.0050 Total As Req'd 0.772 in2 As Req'd by Analysis 0.0019 in2 Min Allow%Reinf 0.0014 Min.Reinf%to Req'd 0.0025% Summary Footing OK 3.25ft square x 11.Oin thick with 4-#4 bars Max.Static Soil Pressure 1,858.83 psf Vu:Actual One-Way 31.36 psi Allow Static Soil Pressure 2,000.00 psf Vn*Phi:Allow One-Way 76.03 psi Max.Short Term Soil Pressure 1,858.83 psf Vu:Actual Two-Way 125.76 psi Allow Short Term Soil Pressure 2,660.00 psf Vn*Phi:Allow Two-Way 152.05 psi Alternate Rebar Selections... Mu :Actual 3.93 k-ft/ft 4 #4's 3 #5's 2 #6's Mn*Phi:Capacity 5.54 k-ft/ft 2 #7's 1 #8's 1 #9's 1 #10's 15238_2018.02.06_RT SF_Suspended Garage_Plan 3D DL-SG_Structural Calculations.pdf Page 44 of 45 Title: Job# Dsgnr: Date: 4:03PM, 18 OCT 17 Description: Scope: Square Footing Design Page 1 15238yaragefloor framing.ecw:Calculations Description TYP GARAGE FTG General Information Dead Load 2.300 k Footing Dimension 2.000 ft Live Load 3.000 k Thickness 10.00 in Short Term Load 0.000 k #of Bars 3 Seismic Zone 3 Bar Size 4 Overburden Weight 0.000 psf Rebar Cover 3.250 Concrete Weight 150.00 pcf fc 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 0.432 in2 As Req'd by Analysis 0.0004 in2 Min Allow%Reinf 0.0014 Min.Reinf%to Req'd 0.0014 % Summary ., Footing OK 2.00ft square x 10.0in thick with 3-#4 bars Max.Static Soil Pressure 1,450.00 psf Vu:Actual One-Way 9.03 psi Allow Static Soil Pressure 2,000.00 psf Vn*Phi:Allow One-Way 85.00 psi Max.Short Term Soil Pressure 700.00 psf Vu:Actual Two-Way 28.67 psi Allow Short Term Soil Pressure 2,000.00 psf Vn*Phi:Allow Two-Way 170.00 psi Alternate Rebar Selections... Mu :Actual 0.82 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 15238_2018.02.06_RT SF_Suspended Garage_Plan 3D DL-SG_Structural Calculations.pdf Page 45 of 45 • J1 MAIN 10-12-15 c A Forest Products Company 1 of 1 CS Beam 4.21.0.1 kmBeamEogme 4.13.8.1 Materials Database 1534 Member Data Description: Member Type: Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued&Nailed Filename: Beam1 T T 18 3 0 Q % 18 3 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) N/A 1.750" 765# -- 2 18' 3.000" Wall DFL Plate(625psi) N/A 1.750" 765# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 589#(368plf) 177#(110plf) 2 589#(368p1f) 177#(110p1f) Design spans 18' 4.750" Product: DBL 11 7/8" RFPI-20 19.2" O.C. PASSES DESIGN CHECKS Minimum 1.75"bearing required at bearing#1 Minimum 1.75"bearing required at bearing#2 Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 3519.'# 7280.'# 48% 9.12' Total Load D+L Shear 765.# 2840.# 26% 0' Total Load D+L TL Deflection 0.3517" 0.9198" L/627 9.12' Total Load D+L LL Deflection 0.2705" 0.4599" L/816 9.12' Total Load L Control: LL Deflection DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All product names are trademarks of their respective owners KAM I L HENDERSON EWP MANAGER Strong-Tie Copyright(C)2015 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design BEAVERTON,OREGON must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. 503-858-9663 J3 BASEMENT 10-12-15 r A Forest Products Cornpan% 1 of 1 CS Beam 4.21.0.1 kmBeamEngine 4.13.8.1 Materials Database 1534 Member Data Description: Member Type: Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued& Nailed Filename: Beam1 11' 1r / / 7 3 0 9 5 0 9 7 0 7 O 0 2630 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 221# -- 2 7' 3.000" Wall DFL Plate(625psi) 3.500" 3.500" 665# -- 3 16' 8.000" Wall DFL Plate(625psi) 3.500" 3.500" 769# -- 4 26' 3.000" Wall DFL Plate(625psi) 3.500" 1.750" 279# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 179#(134p1f) 42#(31 plf) 2 524#(393plf) 141#(105p1f) 3 597#(448p1f) 172#(129p1f) 4 220#(165plf) 59#(44p1f) Design spans 7' 0.375" 9' 5.000" 9' 4.375" Product: 9 1/2" RFPI-20 16.0" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 560.'# 2820.'# 19% 21.82' Odd Spans D+L Negative Moment 693.'# 2820.'# 24% 16.67' Adjacent 2 D+L Shear 399.# 1220.# 32% 16.67' Adjacent 2 D+L End Reaction 279.# 1151.# 24% 26.25' Odd Spans D+L Int.Reaction 769.# 1775.# 43% 16.67' Adjacent 2 D+L TL Deflection 0.0480" 0.4682" L/999+ 21.82' Odd Spans D+L LL Deflection 0.0398" 0.2341" L/999+ 21.82' Odd Spans L Control: Max Int.React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All product names are trademarks of their respective owners KAMI L HENDERSON EWP MANAGER St1'OfgT7e Copyright(C)2015 by Simpson Strong-Te Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design BEAVERTON,OREGON must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. 503-858-9663