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Specifications (17)
UUL\-C1 SA,C) TQL0 ttCC:\‘k—'S \ • CT ENGINEERING Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 206.285.4512 (V) 206.285.0618 (F) #15238 Structural Calculations Polygon at River Terrace � �?, Single—Earnily `F.��GINFPRp�7 �s Plan 19B DL—SG ,d 1 k Tigard, OR dRECNk�' 22T ,G��E �� Design Criteria: 2017 ORSC (2015 IBC) 01/22/2018 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 15238_zul to.u1.[[_RT SF_Suspenoea Garage_Plan i oB DL-SG Structural Calculations feu I I ORSC).paf Page 1 of 45 CT ENGINEERINGG INC 180 Nickerson St. Suite 302 Seattle,WA 98109 (206)285-4512(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_2018.01.22 RT SF_Suspended Garage_Plan 19B DL-SG_Structural Calculations(2017 ORSC).pdf Page 2 of 45 SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT# : 15238 19 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_2018.01.22_RT SF_Suspended Garage_Plan 19B DL-SG_Structural Calculations(2017 ORSC).pdf Page 3 of 45 9' 0' TO FACE OF G.T. 19 S9.1 1 T 5.125x91GLB HJR ®V12"P° (2)2x1c ADO 9 4,0.2 LIR 4x4. BF RBB4 RB32 1 sxi.o HER R85 6x10 HDR $ 6X.10 HDR -------- I :x10 HDR \\E, • IN12 IID'7 G.T. RBB3 i, Ti • .'\ z0 PIDS19 `♦ 59.1 a, \\, // 59.1 ` \, ♦ -� , 1 i Y llllll /'i \ - ) \ 13A1x30• .. I r rim ,W c/ > r 20 is S9.1 / \``\ ' Nd _-11111.1. LI / NO 0 Fill: 5984 .1 i R¢ '\` Z:. i • • • • S9.1 4 ti �'"J'\ ♦`v 59.1 / / ♦v` , BOO `.0 T'i ,';'.•••;.'1.• <.•"''P.' •♦ . \� u y, u u ,t /u G.T.u u,' u L Cs} I RB 31 / 1 1 •''.- !*,<:::*::::::'TiliF''''''.-1':::1':::::.::-'::::::".:.:1':\ -• • ;//' !•.••• vy / I ,� MIN.HDR MIN.HDR _ / MIN.HDR MINJHDR MIN-HDR `J\ I I.'" / ::31_____ —___44 1 / ..........._, 1— ..... I / GABLE�END TRUSS 1 I CABLE E D TRUSS I I r----�T 1 r7 t-1-a ♦ 29.1 59.1 ALL BEAMS/HDRS NOT LABELED ARE 'SIM' IN DESIGN TO BEAMS/HDRS WHICH ARE LABELED Plan 19B-DL ROOF FRAMING PLAN 1/4'=1-9. 15238_2018.01.22_RT SF_Suspended Garage_Plan 19B DL-SG_Structural Calculations(2017 ORSC).pdf Page 4 of 45 Title: Job# Dsgnr: Date: 11:31AM, 10 DEC 15 Description: Scope: Timber Beam & Joist Page 1 15238 nverterrace 19dLecw:Calculations Description 19B- ROOF FRAMING Timber Member Information RBB1 RBB2 RBB3 RBB4 RBBS _,.... Timber Section 3-2x8 2-2x8 6x10 5.125x9.0 6x10 Beam Width in 4.500 3.000 5.500 5.125 5.500 Beam Depth in 7.250 7.250 9.500 9.000 9.500 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fir,No.2 Hem Fir,No.2 Douglas Fir- Douglas Fir,24F- Douglas Hr- Larch,No.1 V4 Larch,No.1 Fb-Basic Allow psi 850.0 850.0 1,000.0 2,400.0 1,000.0 Fv-Basic Allow psi 150.0 150.0 180.0 240.0 180.0 Elastic Modulus ksi 1,300.0 1,300.0 1,700.0 1,800.0 1,700.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn GluLam Sawn Repetitive Status No No No No No Center Span Data Span ft 5.00 2.50 6.00 7.50 7.50 Dead Load #/ft 360.00 360.00 60.00 330.00 Live Load #/ft 600.00 600.00 100.00 550.00 Dead Load #/ft 285.00 300.00 Live Load #/ft 475.00 500.00 Start ft 3.000 3.000 End ft 6.000 7.500 Point#1 DL lbs 1,080.00 2,211.00 LL lbs 1,800.00 3,686.00 @ X ft 3.000 3.000 Results Ratio= 0.7186 0.2919 0.7606 0.9385 0.7804 Mmax @ Center in-k 36.00 9.00 72.36 179.22 74.25 @ X= ft 2.50 1.25 3.00 3.00 3.75 fb:Actual psi 913.2 342.4 874.7 2,590.3 897.5 Fb:Allowable psi 1,270.8 1,173.0 1,150.0 2,760.0 1,150.0 Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 83.9 43.0 73.7 165.8 75.0 Fv:Allowable psi 172.5 172.5 207.0 276.0 207.0 Shear OK Shear OK Shear OK Shear OK Shear OK Reactions r4 @ Left End DL lbs' 900.00 450.00 753.75 1,956.60 1,237.50 LL lbs 1,500.00 750.00 1,256.25 3,261.60 2,062.50 Max.DL+LL lbs 2,400.00 1,200.00 2,010.00 5,218.20 3,300.00 @ Right End DL lbs 900.00 450.00 1,181.25 2,054.40 1,237.50 LL lbs 1,500.00 750.00 1,968.75 3,424.40 2,062.50 Max.DL+LL lbs 2,400.00 1,200.00 3,150.00 5,478.80 3,300.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.027 -0.003 -0.019 -0.089 -0.035 L/Defl Ratio 2,201.8 11,743.2 3,828.6 1,008.0 2,559.3 Center LL Defl in -0.045 -0.004 -0.031 -0.149 -0.059 L/Defl Ratio 1,321.1 7,045.9 2,297.2 604.7 1,535.6 Center Total Defl in -0.073 -0.007 -0.050 -0.238 -0.094 Location ft 2.500 1.250 3.072 3.660 3.750 UDefl Ratio 825.7 4,403.7 1,435.7 378.0 959.7 15238_2018.01.22_RT SF_Suspended Garage_Plan 19B DL-SG_Structural Calculations(2017 ORSC).pdf Page 5 of 45 Mi 4 ®� GT 5182 S9.0 MST37 4X12 HDR MST37 03 ABOVE MST37 4x HDR MST37 4 Y 1 : RI II ANI B7 DlVf g EB8 ;,,-,.,,,•'ABovE ce GT ;III : ; -1 I I; I 1 , LL J P4 4 h 1 ST 59.0 �HDF \ IX�RES HDI4RJ GT AB H 14RJ � � � ( - Al3OVE G J ABO _ 1 i i , ® ,L _, ,, FEARING WALL i A ) 1 1 Ln " GT F. :" 59.0 I I Ia •. ® `8 .N I I I S,2 ce: ,L r- SIM. • I FXTURES I �__`1, I Io 1 11 . 1 6%24 G B FB E' 6T'.24 GLB FB “N ABOVE 1 11 BEA ZING WALL E ® cv 1 _ . -+H-} r�F -+1. 11 1 1--1.1--1.1—±°z 1 -. i P� I 4 FB13 I 1 41 I I I U % I 59.0 ,I1 II - I LL,� 1I �- --EA-H H-- 2 I 2x10 HbR /, I i B1 l ' III g -- L I 1 /'OPEN'', I -- ===r=== � - --- ----r-� '� STAIR �T,JOAD I V S HD14RJ • FRAMING (1'23j() CQ e FIXTL RES i ,-1 GT FBS I r*i IV - I ABOVE I P6 ....� i ( I • 2x LEDGER x; ii =_ I BEAR Nt WALL ;- i z L 1 i ,_,, S SB 0 z 0 c i�I� , 1Imo/ FT LOAD o N ADD 2x1C TV ELKG 11 12x4 FRAMING i„ 0 '• o"_ ��r'lll ' 0+76" A F.F. I I _ _ (520# i N® —Tr AT 24" O.C. OPEN TO BELOW I Il GT ABOVE i i i 0 GT ABOVE I GT FB ! iF I PT.LOAD I ® I. 2x70HD 2 2x1Q HJZ 2x10HD$O i PT.LOAD �� -PT LOAD (1200#) 1 -- :le I (12300 (1200#) TT AB VE 5,X16 BIG BEAM HDR (3- ,.. GT ABOVE 12)22x�OHDR (2)2x1)HDR (2)2x101-IDR (2)2x1OHDR PI 1 B6B NI '''' - �6� xs N 1,_ STI-014 P3 � ISTHDI4RJ P3 4I�I' ,',;I:..':\ 2X L GER 57.2 �:.'::::v. ,..:?� �? Li, 2X LE ER STHD14Qm STHD14 '' i... ....a ':,_:.'..� N 0 j 2X LEDGER !::: } -: -•� _ BEARING WALL ABOVE Ur%IP 70 PLF BEARING WALL ABOVE C:::.:`:: f. 1 ). . _ . .: .1 q...;..'.':.'. .°:.:. 4x8 HDR -- 4x8 HDR WI 1 l Iii2 '' 1 I. 6x6 ©m 6x6 6x6 .... .4x8IHJR7 I �� ALL BEAMS/HDRS NOT LABELED ARE J GABLE END TRUSS 'SIM' IN DESIGN TO BEAMS/HDRS sxs6x6 UPPER FLOOR FRAMING PLAN & WHICH ARE LABELED Plan 19B-DL LOWER FLOOR SHEAR PLAN 1/4•=1-o" 15238_2018.01.22_RT SF_Suspended Garage_Plan 19B DL-SG_Structural Calculations(2017 ORSC).pdf Page 6 of 45 Title: Job# Dsgnr: Date: 6:17PM, 9 DEC 15 Description: Scope: Timber Beam & Joist Page 1 15238_riverterrace 19dLecw•Calculahons Description 19ABD- UPPER FLOOR FRAMING (1 OF 3) Timber Member Information DNE FB2A FB2B FB2D FB3 FB4 FB5B Timber Section 6x12 4x8 4x8 2-2x8 2-2x8 2-2x8 2-2x8 Beam Width in 5.500 3.500 3.500 3.000 3.000 3.000 3.000 Beam Depth in 11.500 7.250 7.250 7.250 7.250 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Douglas Fir- Douglas Fir- Douglas Fir- Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Larch,No.1 Larch,No.2 Larch,No.2 Fb-Basic Allow psi 1,350.0 900.0 900.0 850.0 850.0 850.0 850.0 Fv-Basic Allow psi 170.0 180.0 180.0 150.0 150.0 150.0 150.0 Elastic Modulus ksi 1,600.0 1,600.0 1,600.0 1,300.0 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.000 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No No No Center Span Data Span ft 19.00 8.50 10.25 6.50 4.00 5.00 3.00 Dead Load #/ft 75.00 83.00 90.00 60.00 176.00 160.00 225.00 Live Load #/ft 125.00 138.00 150.00 100.00 470.00 127.00 555.00 Point#1 DL lbs 461.00 LL lbs @ X ft 72 50 2.750 LResults Ratio= 0.5754 0.5806 0.9168 0.3289 0.5784 0.3491 0.4040 Mmax @ Center ink 108.30 23.95 37.82 10.14 15.50 10.76 12.46 @ X= ft 9.50 4.25 5.12 3.25 2.00 2.50 1.63 fb:Actual psi 893.3 781.1 1,233.6 385.8 589.9 409.5 473.9 Fb:Allowable psi 1,552.5 1,345.5 1,345.5 1,173.0 1,020.0 1,173.0 1,173.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 40.7 48.0 64.6 29.3 62.7 37.6 55.5 Fv:Allowable psi 195.5 207.0 207.0 172.5 150.0 172.5 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 712.50 352.75 461.25 195.00 352.00 400.00 375.92 LL lbs 1,187.50 586.50 768.75 325.00 940.00 317.50 896.58 Max. DL+LL lbs 1,900.00 939.25 1,230.00 520.00 1,292.00 717.50 1,272.50 @ Right End DL lbs 712.50 352.75 461.25 195.00 352.00 400.00 760.08 LL lbs 1,187.50 586.50 768.75 325.00 940.00 317.50 1,537.42 Max.DL+LL lbs 1,900.00 939.25 1,230.00 520.00 1,292.00 717.50 2,297.50 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.197 -0.055 -0.126 -0.019 -0.008 -0.018 -0.004 L/Defl Ratio 1,156.3 1,860.8 978.6 4,008.8 5,864.3 3,302.8 8,548.3 Center LL Defl in -0.329 -0.091 -0.209 -0.032 -0.022 -0.014 -0.010 L/Defl Ratio 693.8 1,119.2 587.2 2,405.3 2,196.0 4,161.0 3,724.1 Center Total Defl in -0.526 -0.146 -0.335 -0.052 -0.030 -0.033 -0.014 Location ft 9.500 4.250 5.125 3.250 2.000 2.500 1.536 L/Defl Ratio 433.6 698.8 367.0 1,503.3 1,597.7 1,841.3 2,594.0 15238_2018.01.22_RT SF_Suspended Garage_Plan 19B DL-SG_Structural Calculations(2017 ORSC).pdf Page 7 of 45 Title: Job# Dsgnr: Date: 6:17PM, 9 DEC 15 Description: Scope: Timber Beam & Joist Page 1 15238 riverterrace 19dl.ecw:Calculations Description 19ABD- UPPER FLOOR FRAMING (2 OF 3) Timber Member Information FBSD FB6A/FB6D FB6B FB7 FB8 FB9 FB10 Timber Section 5.125x24 Prllm:5.25x16.0 Pen:5.25x16.0 LVL:3.500x11.875 4x12 4x8 Prllm:5.25x16.0 Beam Width in 5.500 5.500 5.500 3.500 3.500 3.500 5.500 Beam Depth in 24.000 16.000 16.000 11.875 11.250 7.250 16.000 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade uglas Fir,24F- Truss Joist- Truss Joist- Truss Joist- Douglas Fir- Douglas Fir- Truss Joist- V4 MacMillan, MacMillan, MacMillan, Larch,No.2 Larch,No.2 MacMillan, Fb-Basic Allow psi 2,400.0 2,900.0 2,900.0 2,600.0 900.0 900.0 2,900.0 Fv-Basic Allow psi 240.0 290.0 290.0 285.0 180.0 180.0 290.0 Elastic Modulus ksi 1,800.0 2,000.0 2,000.0 1,900.0 1,600.0 1,600.0 2,000.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 1.000 1.000 Member Type GluLam Manuf/Pine Manuf/Pine Manuf/Pine Sawn Sawn Manuf/Pine Repetitive Status No No No No No No No Center Span Data J ,41111 ..71AE3517,1M, Span ft 12.00 16.00 16.00 8.00 4.00 9.00 14.50 Dead Load #/ft 188.00 315.00 180.00 248.00 180.00 38.00 311.00 Live Load #/ft 489.00 555.00 480.00 600.00 480.00 100.00 830.00 Point#1 DL lbs 90.00 450.00 2,054.00 2,498.00 LL lbs 150.00 750.00 3,424.00 4,163.00 @ X ft 1.000 0.500 1.500 1.250 Point#2 DL lbs 180.00 450.00 450.00 LL lbs 300.00 750.00 750.00 0 X ft 4.500 15.500 3.000 Point#3 DL lbs 180.00 1,475.00 LL lbs 300.00 2,458.00 @ X ft 7.500 5.750 Point#4 DL lbs 90.00 LL lbs 150.00 @ X ft 11.000 Results Ratio= 0.1322 0.4269 0.3330 0.9784 0.9777 0.4674 0.5288 Mmax @ Center in-k 175.03 334.08 260.64 206.38 82.18 16.77 359.84 @ X= ft 6.00 8.00 8.00 3.55 1.25 4.50 7.25 fb:Actual psi 331.5 1,423.6 1,110.7 2,508.9 1,113.2 546.8 1,533.4 Fb:Allowable psi 2,704.2 3,335.0 3,335.0 2,990.0 1,138.5 1,170.0 2,900.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 36.5 99.7 75.6 320.7 201.4 32.0 116.2 Fv:Allowable psi 276.0 333.5 333.5 327.8 207.0 180.0 290.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 1,398.00 2,520.00 1,890.00 3,356.97 2,077.37 171.00 2,254.75 LL lbs 3,384.00 4,440.00 4,590.00 6,342.06 3,822.06 450.00 6,017.50 Max.DL+LL lbs 4,782.00 6,960.00 6,480.00 9,699.03 5,899.44 621.00 8,272.25 0 Right End DL lbs 1,398.00 2,520.00 1,890.00 2,606.03 1,140.62 171.00 2,254.75 LL lbs 3,384.00 4,440.00 4,590.00 5,089.94 2,260.94 450.00 6,017,50 Max.DL+LL lbs 4,782.00 6,960.00 6,480.00 7,695.97 3,401.56 621.00 8,272.25 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.010 -0.124 -0.074 -0.077 -0.009 -0.032 -0.082 L/Defl Ratio 14,801.5 1,552.1 2,594.7 1,250.0 5,523.6 3,423.9 2,112.1 Center LL Defl in -0.023 -0.218 -0.194 -0.147 -0.016 -0.083 -0.220 L/Defl Ratio 6,153.7 880.9 989.6 655.1 2,994.0 1,301.1 791.4 Center Total Defl in -0.033 -0.342 -0.268 -0.223 -0.025 -0.115 -0.302 Location ft 6.000 8.000 8.000 3.936 1.856 4.500 7.250 UDefl Ratio 4,346.6 562.0 716.4 429.9 1,941.7 942.8 575.7 15238_2018.01.22_RT SF_Suspended Garage_Plan 19B DL-SG_Structural Calculations(2017 ORSC).pdf Page 8 of 45 Title: Job# Dsgnr: Date: 6:17PM, 9 DEC 15 Description: Scope: Timber Beam & Joist Page 1 15238 riverterrace 19ciLecw:Calculations Description 19ABD- UPPER FLOOR FRAMING (3 OF 3) Timber Member Information FB11 FB12A FB13 Timber Section 6.75x24 6.75x24 6.75x24 Beam Width in 6.750 6.750 6.750 Beam Depth in 24.000 24.000 24.000 Le:Unbraced Length ft 0.00 0.00 0.00 Timber Grade glas Fir,24F- Douglas Fir,24F- Douglas Fir,24F- V4 V4 V4 Fb-Basic Allow psi 2,400.0 2,400.0 2,400.0 Fv-Basic Allow psi 240.0 240.0 240.0 Elastic Modulus ksi 1,800.0 1,800.0 1,800.0 Load Duration Factor 1.000 1.150 1.000 Member Type GluLam GluLam GluLam Repetitive Status No No No Center Span Data Span ft 20.50 20.00 9.25 Dead Load #/ft 360.00 656.00 180.00 Live Load #/ft 960.00 1,135.00 480.00 Dead Load #/ft -465.00 Live Load #/ft -625.00 Start ft 3.000 End ft 17.000 Point#1 DL lbs 2,250.00 LL lbs 3,750.00 @ X ft 3.000 Point#2 DL lbs 2,250.00 LL lbs 3,750.00 @ X ft 17.000 Results Ratio= 0.5880 0.4263 0.0669 Mmax @ Center in-k 832.09 695.47 84.71 @ X= ft 10.25 10.00 4.62 tb:Actual psi 1,284.1 1,073.3 130.7 Fb:Allowable psi 2,183.7 2,517.5 2,364.6 Bending OK Bending OK Bending OK fv:Actual psi 101.2 117.6 16.1 Fv:Allowable psi 240.0 276.0 240.0 Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 690.00 5,555.00 832.50 LL lbs 9,840.00 10725.00 2,220.00 Max.DL+LL lbs 13529.99 16280.00 3,052.50 @ Right End DL lbs 3,690.00 5,555.00 832.50 LL lbs 9,840.00 10725.00 2,220.00 Max.DL+LL lbs 13529.99 16280.00 3,052.50 Deflections Ratio OK Deflection OK Deflection OK Center DL Defl in -0.102 -0.102 -0.002 L/Defl Ratio 2,407.0 2,346.9 52,401.2 Center LL Defl in -0.273 -0.216 -0.006 L/Defl Ratio 902.6 1,113.0 19,650.4 Center Total Defl in -0.375 -0.318 -0.008 Location ft 10.250 10.000 4.625 L/Defl Ratio 656.5 755.0 14,291.2 15238 2018.01.22_RT SF_Suspended Garage_Plan 19B DL-SG_Structural Calculations(2017 ORSC).pdf Page 9 of 45 - _ -C.— ------- 4x10 HER li LF1 4x10 HDR I P.T. 6x6 POST oa Q ro N 1Mr Q P.T. 6x6 POST ( P4 I P.T. ex LEDGER / STHD14 311-1014G. ✓ 1..44. 1.� - -�-J� 0 STHD74RJ ;,-;;I[: 111{{{YR . i .x g::. -�-0- .ate.. .. (2)2x10 HDR STHD14 (2)2x10 HDR (2)2x10 HDR -IE ITI . . RIGIDLAM LVL jr GT ABOVE 1 1 1E 1 • --- II t , d ? DBL 11'X" TLPI-20 AT • 16" O.C. T1P. U.N.O 1 ik 1 7x11% BIG BEAM FB ✓ 5/4x11 74,BIG BEAM FB °' • O3C I IC 6x6 POST 1 ii • I -..1-------------FIXTURE ABOVE 3 • • • • lxltib RIGIDLAM LVL FB '% • 13/11 RIGIDLAM LVL FB ic DIE .._.. - -- - IF__ II fi it L-_ • STAIR- LSSUI2 II fitAMIR� a (2)2x8 6x6 POST • II • Jt(3) HDR1. • • —._____ ....w. ............................... L • -- 13x11% RIGIDLAM LVL • ABOVE STEM WALL • 'S)S- 'TLS" JAI- SEE FOUNDATION PLAN FOR FIRST FLOOR FRAMING IN CRAWLSPACE FRAMING PLAN & Plan 1 9B-DL LOWER BASEME T FLOOR H AR PLAN 1/4"=l'-0" 15238_2018.01.22_RT SF_Suspended Garage_Plan 19B DL-SG_Structural Calculations(2017 ORSC).pdf Page 10 of 45 Title: Job# Dsgnr: Date: 6:17PM, 9 DEC 15 Description: Scope: Timber Beam & Joist Page 1 15238 nverterrace 19d1 ecw:Calculations Description 19ABD- LOWER FLOOR FRAMING Timber Member Information LF1 LF2 LF3 LF4 LF5 LF6 LF7 Timber Section 4x10 2-2x10 2-2x10 PrIlm:3.5x11.875 Prllm:5.25x11.875 MicroLam:1.75x11. 2-2x8 Beam Width in 3.500 3.000 3.000 3.500 5.250 1.750 3.000 Beam Depth in 9.250 9.250 9.250 11.875 11.875 1t875 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Douglas Fir- Hem Fir,No.2 Hem Fir,No.2 Truss Joist- Truss Joist- level,LSL 1.55E Hem Fir,No.2 Larch,No.2 MacMillan, MacMillan, Fb-Basic Allow psi 900.0 850.0 850.0 2,900.0 2,900.0 2,325.0 850.0 Fv-Basic Allow psi 180.0 150.0 150.0 290.0 290.0 310.0 150.0 Elastic Modulus ksi 1,600.0 1,300.0 1,300.0 2,000.0 2,000.0 1,550.0 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 Manuf/Pine Manuf/Pine Manuf/Pine Sawn Repetitive Status No No No No No No No Center Span Data Span ft 7.50 4.00 6.00 12.75 13.00 3.75 2.75 Dead Load #/ft 150.00 50.00 50.00 161.30 262.50 80.00 80.00 Live Load #/ft 400.00 430.00 700.00 80.00 80.00 Dead Load #/ft 90.00 90.00 Live Load #/ft 240.00 240.00 Start ft End ft Point#1 DL lbs 1,706.20 LL lbs 4,550.00 @ X ft 0.250 Results Ratio= 0.8609 0.2280 0.5130 0.6044 0.6819 0.0353 0.6584 Mmax @ Center in-k 46.41 9.12 20.52 144.18 243.99 3.37 17.65 @ X= ft 3.75 2.00 3.00 6.37 6.50 1.87 0.25 fb:Actual psi 929.8 213.2 479.6 1,752.8 1,977.4 82.1 671.5 Fb:Allowable psi 1,080.0 935.0 935.0 2,900.0 2,900.0 2,325.0 1,020.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 76.4 25.3 45.8 115.4 127.6 10.4 47.8 Fv:Allowable psi 180.0 150.0 150.0 290.0 290.0 310.0 150.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 562.50 280.00 420.00 1,028.29 1,706.25 150.00 1,661.09 LL lbs 1,500.00 480.00 720.00 2,741.25 4,550.00 150.00 4,246.36 Max. DL+LL lbs 2,062.50 760.00 1,140.00 3,769.54 6,256.25 300.00 5,907.45 @ Right End DL lbs 562.50 280.00 420.00 1,028.29 1,706.25 150.00 265.11 LL lbs 1,500.00 480.00 720.00 2,741.25 4,550.00 150.00 523.64 Max.DL+LL lbs 2,062.50 760.00 1,140.00 3,769.54 6,256.25 300.00 788.75 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in i -0.029 -0.003 -0.016 -0.098 -0.115 -0.001 -0.004 L/Defl Ratio 3,112.9 15,311.2 4,536.7 1,558.3 1,355.1 47,853.7 9,002.8 Center LL Defl in -0.077 -0.005 -0.027 -0.262 -0.307 -0.001 -0.008 UDefl Ratio 1,167.3 8,931.6 2,646.4 584.6 508.1 47,853.7 3,921.5 Center Total Defl in -0.106 -0.009 -0.043 -0.360 -0.422 -0.002 -0.012 Location ft, 3.750 2.000 3.000 6.375 6.500 1.875 1.199 UDefl Ratio 849.0 5,641.0 1,671.4 425.1 369.6 23,926.9 2,731.9 15238_2018.01.22_RT SF Suspended Garage_Plan 19B DL-SG_Structural Calculations(2017 ORSC).pdf Page 11 of 45 20'-10)2" 17'-1172 " Q ' 1 5•_53/4^ T 7-13/p" 7•_103/4• -10„ <I CRAWL PA. VENTIN i y y yr I PROVIDED: MECHANICAL VENTILATION AT A n e —THICKENED SLAB r-, \ RATE EQUAL TO 1 CUBIC FOOT PER MINUTE EDGE r_, ' FOR EACH 50 SQUARE FEET OF CRAWLSPACE -, I 1---' ® I 1 FLOOR AREA.EXHAUST VENTILATION SHALL Llt L_ t TERMINATE TO THE EXTERIOR \ 6x6 W/ABU 66 'µ_��7) AREA 1= 878 SF o POST BASE \) m PROVIDE 17.56 CUBIC FEET 4 31/2CONC. AIR EXCHANGE PER MINUTE '° I 2•-11" PA110 SLAB ) 2 AREA 2= 735 SF I PROVIDE 14.7 CUBIC FEET 1 r , T.O.SI-10'-96"I / 3'-9" , 1 AIR EXCHANGE PER MINUTE 1 1'4 1 1 0 1 `I,' I 6x6 POST ' \ I I yi1 .1i ISI I\I • 2 r--7. -�_ N11r- 1{ -10'13'°"I 9-3704 WALLPONY -10' 194"1"f-• com INSTALL COMIMIWSLY INSTALL SYSTEM TO ALLOW OPERATE MECHANICAL ADEQUATE DRAINAGE AT STHD14RJ ® STHD14RJ 1 VENTILATION SYSTEM CRAWL SPACE ' ATIHE CRABEREACf r 1 1 - (AREA II `-T 6"[i-• .N I - -j el,' 3' 2Y^ 6' 111/^ 5' 61/2" } 5' 25/6" ` 6'-25/6" - 5'-5h 5. 3" WrICEEIHS n I 'I 2x6 PONY.. �� __ e ._SL 12 HDR _ _ _f 1 4xB HDR rt1 r11 - rt-1 r1I �-�X_ ,,, 1 a) \, , S ,J, C� I---I a N.Q,- y I---IL J --_Q • t _ ,P/I } 1 '. i i r��E 'Gi. Llyth 1 FTG4 �( �i ) NIL. ` 1..` -. l ��-18"SQ x10 DEEP POST,7x4 1— 3 I a) FTG W/(2)#4 P T. fix6 - 0 U N 0. 1. EW BOiT. 3'rP- �+. Ni-21/4" -�� 1 FIXTURE - tlM8- 1 � 30"SO:x1O" '°^ I. .;____,„,i`l ice, BO 13'-5y' k 4 10%' I DEEP FTG W/ L I � i _ F (4)#4$OTL EW ¢e® l to -�I 1. BASEMENT F.F - `_"' 1 �• � f 2y"I 21x4 PONY WALL AT 9'-T09" ;1p7 1 P6 _i (BELOW BEARING 1 0 '\ I ....WALL ABOVE) `'L. _ I_ - � I 1 I 1 e 1-- 16"x ____ -L_J m2x6 PONY I113'x{ 1 • < I CRAY& RIGIDLAM LVL 13''4X97¢ { 5„ I.. C - 20 14'-4" /_WAL { e ' i, Imoi dr2 ♦ a /4)2x8 5 QV Mur;, • d L 1 I-3'-8 124'x30°CRAWL ® 1. `r I-- I i SPACE ACCESS I INSTALL CON11M.CU�. u' - L- 1 , I ,,i. HATCH `, OPERATED MECHANIC® / 3r I/----2x4 I VENTILATION SYSTEM - 1 o VARIES: MIN /I PONY j - 1 AT 7HE.CRAW.PACE 1 } o -"FROM TOP OF 9 WAI I r r,Yy� (AREA 21 5'D14RJ 1 0 o Y STEM WALL I LT LLJ 117A`RFPI-20 AT 1.., • 1 I-2y"I •• .e{- 0 C.T1P. ®AREA 2. I. 7 CONC. 5 5)/2" y I SIM I' ;' INSTALL SYSTE TO Ip• FIRST F F { .113,. F y 56.0 SLAB ALLOW ADEQUA Is N - AT+0' 0" I OVER 4"FREE P6 o n DRAINAGE AT CRA ®X4 PONY WALL 1 DRAINAGE MATERIAL K -�3 , SPACE I -H-* 1.114,RIDGELAM LVL- OVER COMPACTED 1 -- ILL r- w_� ._... .�1 L J I I 8 [HDUb HDUB M r VERIFY GARAGE I � i�x11%RIDGELAM � I- I�56.0 SLAB HEIGHT I 8 aye" PONY WA 60VE °' I WITH GRADING PLAN I 1. Iliir All ' 1 I I 13/x11%RIDGELAM LVL f- I Lii L}J I I `V 1 r 1/ 1 1 -21/4. � 36"SQ.x10" � < y I i. 1 I _ DEEP.FTG W/ I. I I 36`S�x10" 1. -0'-zYa'{ - Z- �(4)�(4 BOTT E I #-I DEEP FT W/- 1 BLOCK OUT ° I 1 L -I (4)#4 BOTT:. W-1 4-3x% 0 STEM WALL TYP 1' I r y J t L N • j wo I I`p _.1I ® / 1 , o w T.O.S. - ` I(5)2x6. _ _.1._//) (5)2x6,.... I 2 e smma ss.o e N PORCH HSLgDz. \ \ \ '41 rJ 0 ® S1HD14 \ SmD14 sTHD1aRJJ t 8 10 51.2 P3 56.0 ITHSLABEDGICKENED E I: —h-1 { 6x6 6x6 8 1 0y.+ X S6.0 9_0" j 10Y. ,2-1/4-, x'-2"y, 10'-9` 19._834" y ,__ 50'-0" Plan 19A-DL FOUNDATION PLAN 1523&+''20118.01.22_RT SF_Suspended Garage_Plan 19P DL-SG_Structural Calculations(2017 ORSC).pdf Page 12 of 45 Title: Job# Dsgnr: Date: 6:17PM, 9 DEC 15 Description: Scope: Timber Beam & Joist Page 1 15238 nverterrace 19dLecw Calculations Description 19ABD- CRAWL SPACE FRAMING Timber Member Information CS1 CS2 CS3 Timber Section 4x8 6x12 MicroLam:1.75x11. Beam Width in 3.500 5.500 1.750 Beam Depth in 7.250 11.500 11.875 Le:Unbraced Length ft 0.00 0.00 0.00 Timber Grade Douglas Fir- Douglas Fir- iLevel,LSL 1.55E Larch,No.2 Larch,No.1 Fb-Basic Allow psi 900.0 1,000.0 2,325.0 Fv-Basic Allow psi 180.0 180.0 310.0 Elastic Modulus ksi 1,600.0 1,700.0 1,550.0 Load Duration Factor 1.000 1.000 1.000 Member Type Sawn Sawn Manuf/Pine Repetitive Status No No No Center Span Data Span ft 5.50 9.87 8.00 Dead Load #/ft 184.00 94.00 157.50 Live Load #Ift 490.00 250.00 420.00 Dead Load #/ft 90.00 Live Load #/ft 240.00 Start ft 3.000 End ft Results Ratio= 0.8525 0.7406 0.5798 Mmax @ Center in-k 30.58 89.78 55.44 @ X= ft 2.75 5.17 4.00 fb:Actual psi 997.4 740.6 1,347.9 Fb:Allowable psi 1,170.0 1,000.0 2,325.0 Bending OK Bending OK Bending OK fv:Actual psi 85.9 60.2 126.7 Fv:Allowable psi 180.0 180.0 310.0 Shear OK Shear OK Shear OK LReactions @ Left End DL lbs 506.00 679.07 630.00 LL lbs 1,347.50 1,807.57 1,680.00 Max.DL+LL lbs 1,853.50 2,486.64 2,310.00 @ Right End DL lbs 506.00 867.01 630.00 LL lbs 1,347.50 2,308.73 1,680.00 Max.DL+LL lbs 1,853.50 3,175.73 2,310.00 7 Deflections Ratio OK Deflection OK Deflection OK Center DL Defl in' -0.021 -0.030 -0.038 UDefl Ratio 3,098.3 3,976.4 2,503.5 Center LL Defl in -0.057 -0.079 -0.102 UDefl Ratio 1,163.4 1,493.4 938.8 Center Total Defl in -0.078 -0.109 -0.141 Location ft 2.750 5.014 4.000 L/Defl Ratio 845.8 1,085.7 682.8 15238_2018.01.22 RT SF_Suspended Garage_Plan 19B DL-SG_Structural Calculations(2017 ORSC).pdf Page 13 of 45 24"SQ FTG X 10"W/(4) -4 EW BOTT 38'-61/2„ 3 " 7 3 3 1 " x 2'-11" 4;d 5–O�g 7'-1/4 '-10/q. 18-5�8 1 ' OB . abd ' 1— �I-1 r 4X10 HDR --1 'r+ 0 -I—-!II QSI I I H-------- -I-----------� 1 L_J L_1 17_1 HDR L- 4X10 HDR -jJ 6x6 W/ ABU 66 FTG1 I POST BASE E- b 'ter N N. _, N 1-- Q I ® I I ErI s. 1_----- `--- -----------� -1 L_J Li. I • 1 I 9Y2" RFPI-20 AT 16" O.C. r 1 I1 TYP. U.N.O -10'-1;/8" LJCL I LCA AT INSTANCE OF DOUBLE DECK. SEE SITE PLAN FOR WHERE CONDITION EXIST Plan 19B- DL. FOUNDATION PLAN 1/4" = 1'-0" DECK AT GRADE PER SITE CONDITIONS 15238_2018.01.22_RT SF_Suspended Garage_Plan 19B DL-SG_Structural Calculations(2017 ORSC).pdf Page 14 of 45 Title: Job# Dsgnr: Date: 2:15PM, 11 DEC 15 Description : Scope: Timber Beam & Joist Page 1 15238 nverterrace 19dLecw:Calculations Description 19ABD-OPTIONAL BACK PLAN Timber Member Information OB.abd1 OB.abd2 Timber Section 2x8 4x10 Beam Width in 1.500 3.500 Beam Depth in 7.250 9.250 Le:Unbraced Length ft 0.00 0.00 Timber Grade Douglas Fir- Larch,No.2 Fb-Basic Allow psi 1,000.0 900.0 Fv-Basic Allow psi 95.0 180.0 Elastic Modulus ksi 1,600.0 1,600.0 Load Duration Factor 1.000 1.000 Member Type Sawn Sawn Repetitive Status No No Center Span Data Span ft 7.00 7.50 Dead Load #/ft 20.00 94.00 Live Load #/ft 53.00 250.00 Results Ratio= 0.3403 0.5385 Mmax @ Center in-k 5.37 29.02 @ X= ft 3.50 3.75 fb:Actual psi 408.3 581.5 Fb:Allowable psi 1,200.0 1,080.0 Bending OK Bending OK fv:Actual psi 29.3 47.8 Fv:Allowable psi 95.0 180.0 Shear OK Shear OK Reactions ;. @ Left End DL lbs 70.00 352.50 LL lbs 185.50 937.50 Max.DL+LL lbs 255.50 1,290.00 @ Right End DL lbs 70.00 352.50 LL lbs 185.50 937.50 Max.DL+LL lbs 255.50 1,290.00 Deflections Ratio OK Deflection OK Center DL Defl in' -0.014 -0.018 L/Defl Ratio 5,925.6 4,967.4 Center LL Defl in -0.038 -0.048 UDefl Ratio 2,236.1 1,867.7 Center Total Defl in -0.052 -0.066 Location ft 3.500 3.750 UDefl Ratio 1,623.4 1,357.4 15238_2018.01.22 RT SF_Suspended Garage_Plan 19B DL-SG_Structural Calculations(2017 ORSC).pdf Page 15 of 45 Title: Job# Dsgnr: Date: 3:59PM, 18 OCT 17 Description: Scope: Timber Beam & Joist Page 1 15238yarage floor framing.ecw:Calculations ..`Y/��,kW,WI%IY:,".;::".,»�".".v,;;;!'�•YY. %�fYk;H'«=.:.N�Md§ Y4.-" ../ ,v .., .,1#W/H/�?akaE.+'•:'f1Y 'k/.� ,SI9H3`/ ` Description GARAGE FLOOR FRAMING Timber Member Information 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 -. .. --_ � ., _--: •. ..any -..: .:.� ,: ; .row. 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 41 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 fv: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 @ Left End DL lbs 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 ..9....tr 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 ft3.125 3.125 2.875 2.875 UDefl Ratio 7,220.8 1,182.4 2,841.6 1,502.4 15238_2018.01.22_RT SF_Suspended Garage_Plan 19B DL-SG_Structural Calculations(2017 ORSC).pdf Page 16 of 45 2015 IBC SEISMIC OVERVIEW SHEET TITLE: 2015 IBC SEISMIC OVERVIEW CT PROJECT#: 15238_19 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 Sans= Fa*Ss SMS= 1.08 EQ 16-37 EQ 11.4-1 SMi=Fv`S1 SMi= 0.67 EQ 16-38 EQ 11.4-2 SDs=2/3 `SMs SDs= 0.72 EQ 16-39 EQ 11.4-3 Di=2/3 SMS SDS= 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 SDC, = 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 Do= 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_2018.01.22_RT SF_Suspended Garage_Plan 19B DL-SG_Structural Calculations(2017 ORSC).pdf Page 17 of 45 2015 IBC EQUIV.LAT.FORCE SHEET TITLE: 2015 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-1 CT PROJECT#: 15238_19 DL SDs= 0.72 h„ = 30.36 (ft) 5D1= 0.44 X= 0.75 ASCE 7-10(Table 12.8-2) R= 6.5 C,= 0.020 ASCE 7-10(Table 12.8-2) IE= 1.0 T= 0.259 ASCE 7-10(EQ 12.8-7) Si= 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=SD,/(T*(R/IE)) (for T<TO 0.264 W ASCE 7-10(EQ 12.8-3)(MAX.) Cs=(S01*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) 0.033 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. (EQ 12.8-11) (EQ 12.8-12) C„„ = DIAPHR. Story Elevation Height AREA DL w, w, *h,k w, *h„k DESIGN SUM LEVEL Height (ft) h;(ft) (sqft) (ksf) (kips) (kips) Ew, *h;k Vi DESIGN Vi Roof --- 30.36 30.36 2400 0.022 52.8 1603.0 0.48 5.75 5.75 2nd 9.08 21.28 21.28 2400 0.028 67.2 1430.0 0.43 5.13 10.88 1st 12.14 9.14 9.14 1066 0.028 29.848 272.8 0.08 0.98 11.85 Bsmt 9.14 0.00 SUM= 149.8 3305.8 1.00 11.85 E=V= 16.60 E/1.4= 11.85 15238_2018.01.22_RT SF_Suspended Garage_Plan 19B DL-SG_Structural Calculations(2017 ORSC).pdf Page 18 of 45 ASCE 7-10 Part 2 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 2 CT PROJECT#: 15238_19 DL F-B S-S ASCE 7-10 2015 IBC Ridge Elevation(ft)= 44.00 44.00 ft. Roof Plate Ht.= 30.36 30.36 Roof Mean Ht.= 37.18 37.18 ft. --- Building Width= 50.0 50.3 ft. Basic Wind Speed 3 Sec.Gust= 120 120 mph Fig. 26.5-1A thru C Figure 1609A-C Exposure= B B Roof Type= Gable Gable PS30 A= 25.7 25.7 psf Figure 28.6-1 Ps30 B= 17.6 17.6 psf Figure 28.6-1 Ps3o c= 20.4 20.4 psf Figure 28.6-1 PS30 D= 14.0 14.0 psf Figure 28.6-1 A = 1.00 1.00 Figure 28.6-1 KA= 1.00 1.00 Section 26.8 windward/lee= 1.00 1.00 \*Kn*Iw*windward/lee : 1.00 1.00 Ps=A*Kzt*I*Poo= (Eq.28.6-1) Ps A = 25.70 25.70 psf (Eq.28.6-1) Ps B = 17.60 17.60 psf (Eq.28.6-1) Ps c = 20.40 20.40 psf (Eq.28.6-1) Ps o= 14.00 14.00 psf (Eq.28.6-1) Ps A and c average= 23.1 23.1 psf PSB and D average= 15.8 15.8 psf a= 5 5 Figure 28.6-1 2a= 10 10 width-2*2a= 30 30.3 MAIN WIND-ASCE 7-10 CHAPTER 28 PART 2 Areas(F-B) Areas(S-S) (F-B) (S-S) Wind(F-B) Wind(S-S) 1.00 1.00 0.89 0.89 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(F-B(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) 44.00 13.6 0 272.8 0 409.2 0 242.8 0 367.8 Roof --- 30.36 30.36 4.5 90.8 0 136.2 0 90.8 0 137.6 0 14.5 13.4 15.64 15.64 14.56 14.56 2nd 9.08 21.28 21.28 10.6 212.2 0 318.3 0 212.2 0 286.1 0 8.5 8.0 11.95 27.59 11.29 25.85 1st 12.14 9.14 9.14 8.4 167.1 0 250.7 0 167.1 0 225.3 0 6.7 6.3 9.41 37.00 8.89 34.74 Bsmt 9.14 0.00 AF= 1857 AF= 1730 29.7 27.7 V(F-B). 37.00 V(S-S)= 34.74 kips kips kips kips 15238_2018.01.22_RT SF_Suspended Garage_Plan 19B DL-SG_Structural Calculations(2017 ORSC).pdf Page 19 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_19 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 --- 30.36 30.36 0.00 0.00 0.00 0.00 15.64 15.64 14.56 14.56 2nd 9.08 21.28 21.28 0.00 0.00 0.00 0.00 11.95 27.59 11.29 25.85 1st 12.14 9.14 9.14 0.00 0.00 0.00 0.00 9.41 37.00 8.89 34.74 Bsmt 9.14 0.00 V(F-B)= 0.00 V(S-S)= 0.00 V(F-B)= 37.00 V(S-S)= 34.74 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 9.08 18.5 18.5 15.64 9.39 9.39 14.56 8.74 8.74 2nd 12.14 10.5 10.5 11.95 7.17 16.55 11.29 6.77 15.51 1st 9.14 0 0 9.41 5.64 22.20 8.89 5.33 18.18 Bsmt 0 0 V(F-B)= 22.20 V(S-S)= 20.85 kips kips 15238_2018.01.22_RT SF_Suspended Garage_Plan 19B DL-SG_Structural Calculations(2017 ORSC).pdf Page 20 of 45 Design Maps Summary Report IIIEGS 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 I S000m _ e acre rtrsn ..fkie ,- —' - ,,- �„ ,e: n , d Qi QJ � ato, �¢ '.1- ,,,,,-..1,-,' - ,4:7,-,:- , ' ,c) l''‘I •1-1!-',.,Y-:,,,i,c,4.•ail —a• Lake.Oswego, .+ /rix Tualatin Pl 'S1 02015 Mapust _ dada ,<�'': MaP@ulrC USGS—Provided Output S5 = 0.972 g SMS = 1.080 g S� = 0.720 g S1 = 0.423 g SMI = 0.667 g S°i = 0.445 g For information on how the SS and S1 values above have been calculated from probabilistic(risk targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. MCE Response nsle Spectrum Design Response Spectrum i. 1.10 did d 0.22 i'A c i we 16 0 C4 A' °55 ` £€,3U G 22 0.til ,13 3at 1 0.14 G 22 all .s 0 GG U .02 3 4.Zxt 1 t_ u. . i.. i.1 1 4;a 1. s 1.20 2 0 CS C1Q °"2'1 f. 13. s �6 Ls, 1. 1. 1 4 a 1. s i � Prod,T{ ) Period, T lase) 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_2018.01.22_RT SF_Suspended Garage_Plan 19B DL-SG_Structural Calculations(2017 ORSC).pdf Page 21 of 45 http://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?template=minimal&latit... (41Y L Roof Below y 11 52 38-6y" 6'-0Y" r 9•-gig" 4-1138 1'-9y"1'_6", 5-532 4-113" 4"-11y" 5-332 6-0 0 SL 2-6 4-0 SI-♦ ♦ .i ��,�,: :\ B2a 3-0 0 SH 6-0.-0 F 3-0 '0 SH B2b Shower (fI�` 72"x 36" In t. y I'� Tub / 1 TREY CEILING PER TRUSS DESIGN ro,..)) I `TUB PLATFORM ,q 1 Si a 6-0 4-0 SL Bi ®+21"A.F.F. i to Q 2-4 H n IL Master Bath I Master Bedroom e_ o CV Q 2-4/z" tn 1'-232" W 4-„-', :i 3i A 11-7Y" / 4'-1132" 1'-9Y" r-432 a 1 4'-11321 i_.,44'2 _ ::l 5•-9" Bedroom 4 I C�� "re," a, INSULATE FLOOR "�' 6.„64, 1 N • OVER UNHEATED I S&P _ SPACE S&P S&P 5 SH. I H 2-6 H W ' N a 122"x30 -4 HCW 2-4 HC A C n w ♦ ,n M �`CCESSII i W.I.C. d{ M = m\ W.LC. a 0'0 rn 2-8 H(jW Cr e ® m W.I.C. _ _ tA o'S � 6o"x33 i Laundry s&P �; s&P M0 .f —� SHOWER_ . < �_ / —�4 (2-6 HCW ' .� ,� 0 � �1 {7 3 Ci 5 SH. < /ALL BELOW 1 " v '1 , oco ( -- rx f < Open to - y BFOLD -6 HCW Below Bedroom 2 --� < 4'-1132" s-48 5._63. _t 4J Bath —. ti�"w.; , q2-4 HCWV n a o N. I O ONto \ \ L , CAB. Q ® i S n - _ n _J u LOW WALL AT+42"A.F.F. 1 2-6 HCW N o ¢ \H1 Hall p CF)OPEN RAIL ¢` a Bonus Room 4'_2Y" 12'—oy" 4 HCW 1 INSULATE FLOOR }}} I, Bedroom 3 OVER UNHEATED a Open to Below n_i v SPACE ,n I' WIC tn 1 . 1 • 5-0 -6 F i'""""» _ �� Floor Below » " S&P ♦ "r • � r- • ---� � ' Floor Below 15 • _ t ♦ ♦ Baa»3-0'�0 SH 3-0 -0 F 3-0 0 SR Bab ____� - I Boa "'o SH-o H o Sit-I-- B4b J ! IL rt t t T T 4-134 , 3'-5y" ,[ 3-5y" ♦ 4'-1y" 6'-2Y2" 3'--5)F 6•_23. Z'-8" 15'-132" 2-8" 8'-10h" 4'-932" f 15'-10Y2 50 0 L LJ LJ I.....� Roof Be ow t..._i LJ LJ ID Plan 19B-DL i i4"=r-o" Page 22 of 45 UPPER FLOOR PLAN 15238_2018.01.22_RT SF_Suspended Garage Plan 19B DL-SG_Structural Calculations(2017 ORSC).pdf V 21'-11y ' 23/ 6" " 6'-8" 6 • '_t3 _ I Patio 11'-5Y2" -I .. ,. , is 38'-6y ♦ ♦ 5•-6" 5•_OJ4• .Y 1 6-3Y2 t .. r t I.I B6a 4-0:o SH ♦ • WALL _ i W I iy, 1 �� OMENS DW 11" 71 1 0 ( I I 00 B5 Den ( ' A ( Nook Kitchen i' v i I -o o U J y�M,"'WV�. ) oShopCF1 ) SOFFIT �,r-��?____ DOWN � raro� BOLLARD \Y' ry0♦'O t r 6 2-6 HCWs `) ~ I I�n,��q 3-0 HCW �� .. GI\/i0 �",/SOFFIT DOWN ) \\i7d1 n I 3 1" , Powder r °' <\ 1 ^ /n- ) 2'-9Y4", 10' 0" , 4_7y" 1 3 4" Y�'� -_12-6 MTL ' ttt /} a WOOD TREAD INSUL o— 12 MAX RISER 8" - (ADD STEPS REOD BY GRADE) E CLOSET L )-- 3-Car Garage — 6-0 13Dining Room WALL FINISH: 14"GWB CEILING FINISH%"TYPE'X'OWB > ..9=13Pantry eot �__ � °h FIRE-TAPE ALL OWB ( 5 SHELVES I mIQ ° WRAP BEAMS BELOW CEILING LEVEL 'T `" n INSULATE FLOOR ABOVE, ♦ ♦ Jxfi ,°,,s,°,,,,,n _- � 0 FURN a I' :0 0 UP1 0 n a •_ n (,p -- -• -"°°°°".°°°4-1 ' GUARD RAIL W/6"HIGH FURNACE TO BE SIZED PER ORSC M1305.1.1 az cl 2x4 CURB AT BOTTOM- °' PLATFORM 0+18" - .5-9"s16.------,,2'-3" 2'-4Y" a TOP AT+42"ABV.NOSING _, ABOVE ADJACENT r` `oII GARAGE SLAB = rG w5.'1< ,' -_ ^ 11'-. 1�0" 7 Stor" I I L.. I I wz_ I_'sr-,---,- , r o'�o n UL APPROVED DIRECT-VENT ` I�1 +—. /19 FIREPLACE, INSTALL PER MFR, 1'1'7- A E' B9 Q 1 Great Room D 'q ;;,,,I ° 41) oAS 12"TILE SURROUND W/ I I ) LAPP(CABLE Entry 21 TRIM FRAME N PER SITE n iia—0,..14-._ - _, ♦ ^ON)ITIONS ♦ O I 3 .; ® --- " I " ----" _ ♦ 1-0,6-0'F 1-00,,66-0 F a I /-/-1-1 , ylarO ._..- -T B10 , 0 '---Bi 1 I ,Poich, I... B12 3-0 0hSH 3-0" 0 f 3-0. 0 f 3-0 o sH , VW FloorlAbove I _ J Floor Above .. + B1 3 10'-23/• I 10'-2 4" 1-11 41, i 2'-5Y• }y 2 SY2 ,.114 3•-B•. 1..3-52" F Il 6-5 .... g 5 -I� 3-B• 20'-5Y" . Y Y 2 } m Os , 1 Plan 19B-DL oCir o MY 4g1 127 LOWER FLOOR PLAN 1/4"=1.-0" 15238_2018.01.22_RT SF_Suspended Garage_Plan 19B DL-SG_Structural Calculations(2017 ORSC).pdf Page 23 of 45 -wW....„VW.r . • _ , • 6z6 PT POST, TYR Sp_0" � 12' e 11'-51/2" I04 _. .. .38•.-g1e• i 2 W-814 A-0• . 0 SH 6-0 SGD ... ... 4-0 4-0 • SH BiSa 15b - •a ».-_- L516b ` Ani h (. B14 -1 • v Unfinished Basement a 5 . N .. 3'_1" 14'_8/2" I. ...,s,,, •. , ,'. .. •.‘ ---- 3 M i 1—23,y" + o Ix -I fl8".24'1 I i I I �- CRAWL, I d,R} I N \1 4 I LAc007J i -1---i 1 ( :, I 0 UP 24"x30" CRAWL SPACE I I i I I 1 /^_L/ACCESS HATCH B17 1 1 BLOCK-OUT AT © �8" CONC. RETAINING WALL -1::'. 11 - I 1 1 TOP OF CONCRETE Ur N 1 L Y AL < {II- 14I-6 " I 5I-5Y2' 30'-0" U SLAB-ON-GRADE ll" 4 ABOVE N d CRAWL SPACE L- SEE FOUNDATION PLAN f:- n i 1-4 ti Q N rJ rL I r , I L-� r-J i o I L J L L - J L I J 20'-51/2" 8'-101/2" 20•_8" Plang_ IIA�2.fiT SF Su3pcndcd Caragc_Plan 10D DL-SG Structural Calculations(2017 OfiSC).pdfBASEMENrn c,'4"OT45PLAN SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 15238_19 DL Diaph.Level: Roof Panel Height= 9 ft. Seismic V i= 5.75 kips Design Wind F-B V i= 9.39 kips Max.aspect= 3.5 Sum Seismic V i= 5.75 kips Sum Wind F-B V I= 9.39 kips Min.Lwall= 2.57 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 LOL elf. C U w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM Row tine( Ug,,,,, OTM RoIM U,,,f Usum Us,,,,, (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (pIf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext Al 648 17.0 18.5 1.00 0.15 2.53 0.00 1.55 0.00 1.00 1.00 91 P6TN P6TN 149 13.97 21.23 -0.44 -0.44 22.81 15.73 0.43 0.43 0.43 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 A2 552 14.5 16.0 1.00 0.15 2.16 0.00 1.32 0.00 1.00 1.00 91 P6TN P6TN 149 11.90 15.66 -0.27 -0.27 19.43 11.60 0.57 0.57 0.57 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 A3 465 15.5 18.0 1.00 0.15 1.82 0.00 1.11 0.00 1.00 1.00 72 P6TN P6TN 117 10.02 18.83 -0.59 -0.59 16.37 13.95 0.16 0.16 0.16 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 A4 375 12.5 16.5 1.00 0.15 1.47 0.00 0.90 0.00 1.00 1.00 72 P6TN P6TN 117 8.08 13.92 -0.49 -0.49 13.20 10.31 0.24 0.24 0.24 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 A5 360 12.0 13.5 1.00 0.15 1.41 0.00 0.86 0.00 1.00 1.00 72 P6TN P6TN 117 7.76 10.94 -0.28 -0.28 12.67 8.10 0.40 0.40 0.40 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 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 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 2400 2400 71.5 71.5=L eff. 9.39 0.00 5.75 0.00 EV„.,,,. 9.39 EVEQ 5.75 Notes: denotes a wall with force transfer 15238_2018.01.22_RT SF_Suspended Garage_Plan 19B DL-SG_Structural Calculations(2017 ORSC).pdf Page 25 of 45 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 15238 19 DL Diaph.Level: 2nd Panel Height= 12 ft. Seismic V I= 5.13 kips Design Wind F-B V i= 7.17 kips Max.aspect= 3.5 Sum Seismic V i= 10.88 kips Sum Wind F-B V i= 16.55 kips Min.Lwall= 3.43 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 eff. C o w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM ROTM Une1 Usum OTM Row Um( Usum Ueum (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (pIO) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext A6 742 34.0 35.5 1.00 0.25 2.22 4.69 1.59 2.87 1.00 1.00 131 P6TN P6 203 53.52 135.79 -2.47 -2.47 82.91 100.58 -0.53 -0.53 -0.53 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 Irit A7 462 19.5 19.5 1.00 0.25 1.38 0.00 0.99 0.00 1.00 1.00 51 P6TN P6TN 71 11.85 42.78 -1.64 -1.64 16.56 31.69 -0.80 -0.80 -0.80 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 A8 190 8.0 9.3 1.00 0.25 0.57 0.00 0.41 0.00 1.00 1.00 51 P6TN P6TN 71 4.87 8.33 -0.47 -0.47 6.81 6.17 0.09 0.09 0.09 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 A9 166 7.0 7.0 1.00 0.25 0.50 0.00 0.35 0.00 1.00 1.00 51 P6TN P6TN 71 4.26 5.51 -0.20 -0.20 5.95 4.08 0.29 0.29 0.29 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 A10a" 203 5.5 10.8 1.00 0.25 0.61 1.17 0.43 0.72 1.00 0.92 229 P6 P6 324 13.83 6.68 1.48 1.48 21.35 4.95 3.39 3.39 339 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 A1 Ob" 637 17.3 20.5 1.00 0.25 1.90 3.52 1.36 2.16 1.00 1.00 204 P6 P6 314 42.20 39.78 0.15 0.15 65.06 29.47 2.15 2.15 245 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 2400 2400 91.3 91.3=L eff. 7.17 9.39 5.13 5.75 1.00 V wind 16.55 DVEQ 10.88 Notes: denotes a wall with force transfer 15238_2018.01.22_RT SF_Suspended Garage_Plan 19B DL-SG_Structural Calculations(2017 ORSC).pdf Page 26 of 45 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 15238_19 DL Diaph.Level: 1st Panel Height= 9 ft. Seismic V i= 0.98 kips Design Wind F-B V i= 5.64 kips Max.aspect= 3.5Sum Seismic V i= 11.85 kips Sum Wind F-B V i= 22.20 kips Min.Lwall= 2.57 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 LOL sff C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM RoTM Unei Usum OTM ROTM Unet Usum Us„m (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 All 330.5 42.0 42.0 1.00 0.40 1.75 6.91 0.30 4.46 1.00 1.00 113 CONCRETE 206 42.87 317.52 -6.64 -6.64 77.93 235.20 -3.80 -3.80 -3.80 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 Al2 192.1 20.5 20.5 1.00 0.40 1.02 1.38 0.18 0.99 1.00 1.00 57 CONCRETE 117 10.47 75.65 -3.29 -3.29 21.57 56.03 -1.74 -1.74 -1.74 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 A13 108.7 11.8 11.13 1.00 0.40 0.58 0.57 0.10 0.41 1.00 1.00 43 CONCRETE 97 4.55 24.85 -1.83 -1.83 10.29 18.41 -0.73 -0.73 -0.73 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 A14 61.61 6.8 6.8 1.00 0.40 0.33 0.50 0.06 0.35 1.00 1.00 61 P6TN P6TN 122 3.70 8.20 -0.74 -0.74 7.40 6.08 0.22 0.22 0.22 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 A15 186,6 25.0 25.0 1.00 0.40 0.99 1.78 0.17 1.15 1.00 1.00 53 P6TN P6TN 111 11.91 112.50 -4.13 -4.13 24.91 83.33 -2.40 -2.40 -2.40 - 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 A16 186.6 25.0 25.0 1.00 0.40 0.99 5.42 0.17 3.52 1.00 1.00 148 CONCRETE 256 33.19 112.50 -3.26 -3.26 57.69 83.33 -1.05 -1.05 -1.05 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 1066 1066 131.0 131.0=Leff. 5.64 16.55 0.98 10.88 EV„.i„d 22.20 EVEQ 11.85 Notes: denotes a wall with force transfer 15238_2018.01.22_RT SF_Suspended Garage_Plan 19B DL-SG_Structural Calculations(2017 ORSC).pdf Page 27 of 45 JOB#: 15238_19 DL ID: A10ab w dl= 250 plf V eq 4669.1 pounds V1 eq = 1128.8 pounds V3 eq = 3540.3 pounds V w= 7201.5 pounds V1 w= 1741.0 pounds V3 w= 5460.5 pounds ► v hdr eq= 159.6 plf ---0- A H head = A v hdr w= 246.2 plf 1 V Fdrag1 eq= 251 F2 eq= 787 • Fdrag1 w= ,7 F2 .- 1213 H pier= v1 eq = 205.2 plf v3 eq= 205.2 p/f 5.0 v1 w= 316.5 p/f v3 w= 316.5 plf feet H total = 2w/h = 1 2w/h = 1 10 • Fdrag3 eq= . F4 e.- 787 feet A Fdrag3 w= 387 F4 w= 1213 P6 E.Q. 2w/h = 1 P6 WIND H sill = v sill eq= 159.6 plf 4.0 EQ Wind v sill w= 246.2 p/f feet OTM 46691 72015 R OTM 96251 71297 • v UPLIFT -1883 -3 UP sum -1883 -3 H/L Ratios: L1= 5.5 L2= 6.5 L3= 17.3 Htotal/L = 0.34 4 00-4 0.4 10. Hpier/L1= 0.91 Hpier/L3= 0.29 L total = 29.3 feet 15238_2018.01.22_RT SF_Suspended Garage_Plan 19B DL-SG_Structural Calculations(2017 ORSC).pdf Page 28 of 45 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 15238_19 DL Diaph.Level: Roof Panel Height= 9.1 ft. Seismic V i= 5.75 kips Design Wind F-B V i= 8.74 kips Max.aspect= 3.5 Sum Seismic V I= 5.75 kips Sum Wind F-B V I= 8.74 kips Min.Lwall= 2.60 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 eff. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM ROTM U„ef Us.,.. OTM ROTM U„ef Us„m Us„m (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 B 1 a* 264 3,0 6.0 1.00 0.15 0.96 0.00 0.63 0.00 1.00 1.00 211 P6 P6 320 5.75 1.22 1.95 1.95 8.75 0.90 3.36 3.36 3,36 - 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 131 b* 228 2.5 5.5 1.00 0.15 0.83 0.00 0.55 0.00 1.00 1.00 218 P6 P6 332 4.97 0.93 2.20 2.20 7.55 0.69 3.75 3,75 3,75 - 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 62a* 372 4.3 10.8 '1,00 0.15 1,35 0.00 0.89 0.00 1.00 1.00 210 P6 P6 319 8.11 3.08 1,40 1.40 12.32 2.28 2.80 2.80 240 - 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 B2b* 336 3.8 10.3 -1.00 0.15 1.22 0.00 0.80 0.00 1.00 1.00 215 P6 P6 326 7.32 2.59 1.53 1.53 11.13 1.92 2.99 2.99 2.88 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* 300 2,5 7.5 '1,00 0.15 1.09 0.00 0.72 0.00 1.00 1.00 287 P4 P4 437 6.54 1.27 2.88 2.88 9.94 0,94 4.91 4.91 4:94 - - 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, B3b* 300 2.5 7.5 1,00 0.15 1.09 0.00 0.72 0.00 1.00 1.00 287 P4 P4 437 6.54 1.27 2.88 2.88 9.94 0.94 4.91 4.91 4,94 - - 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 B4a* 300 4.7 7.9 1.00 0,15 1.09 0.00 0.72 0.00 1.00 1.00 154 P6 P6 234 6.54 2.50 1.01 1.01 9.94 1.85 2.02 2.02 2,02 - - 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 B4b* 300 4.7 7,9 1.00 0.15 1.09 0.00 0.72 0.00 1.00 1.00 154 P6 P6 234 6.54 2.50 1.01 1.01 9.94 1.85 2.02 2.02 2-02 - - 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 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 ',1.00c 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 2400 2400 27.8 27.8=L eff. 8.74 0.00 5.75 0.00 EV„,,,d 8.74 EVEQ 5.75 Notes: * denotes a wall with force transfer 15238_2018.01.22_RT SF_Suspended Garage_Plan 19B DL-SG_Structural Calculations(2017 ORSC).pdf Page 29 of 45 PORTAL FRAME DESIGN (MIN. WIDTH = 22 1/21: EQ = 540#< EQ (ALLOW) = 1031# WIND = 780#< WIND (ALLOW) = 1444# SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 15238_19 DL Diaph.Level: 2nd Panel Height= 12 ft. Seismic V i= 5.13 kips Design Wind F-B V i= 6.77 kips Max.aspect= 3.5 Sum Seismic V i= 10.88 kips Sum Wind F-B V i= 15.51 kips Min.Lwall= 3.43 ft. Wind Wind E.Q. E.,. 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 LDLeff. Co w dl V level V abv. V level , abv. 2w/h vi Type Type vi OTM RoTM Unet Us,,,,, OTM RoTM Une, Us„n, US„,,, (sqft) (ft) (ft) (klf) (kip) (kip) (k' (kip) p (PIt) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext B5 384 11.5 11.5 1.00 0.25 1.08 1 • 0.82 1.18 1.00 1.00 174 P6 P6 250 23.99 14.88 0.84 0.84 34.50 11.02 2.17 2.17 2.17 0 0.0 0.0 1.00 0.00 0.00 6.00 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 B6a* 120 3.5 5.5 1.00 0.25 0. 0.36 0.26 0.24 1.00 1.00 141 P61-N P6 200 5.93 2.17 1.33 1.33 8.39 1.60 2.40 2.40 240 0 0.0 0.0 1.00 0.00 +.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 B6b* 204 6.3 10.5 1.00 0.2 0.58 0.64 0.44 0.42 1.00 1.00 138 P61-N P6 195 10.32 7.38 0.53 0.53 14.64 5.47 1.64 1.64 4-,64 0 0.0 0.0 1.00 !.10 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 67a*- 228 7,0 9.0 1.00 0.25 0.64 0.75 0.49 0.49 1.00 1.00 140 P64N P6 199 11.75 7.09 0.74 0.74 16.69 5.25 1.81 1.81 1,84 0 0.0 0.0 .0 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 87b* 264 7.8 9.8 1.00 0.25 0.75 0.82 0.56 0.54 1.00 1.00 143 P61-N P6 203 13.28 8.50 0.67 0.67 18.84 6.30 1.77 1.77 1,77 - - 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 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 - t :9 80 Arr, a 8.1 60 0. 20 :4 .6 :7 1.00 1.00 442 P3 P3 630 42.42 7.20 4.80 4.80 60.50 5.33 7.52 7.52 7.52 - - i 0.0 1.0 1.0: 6.00 0.16 3.00` 0.:0 0.06 .00 0.00 0--• --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ABWP B10 60 2.0 2.0 1.00 0.25 0.17 0.22 0.13 0.14 .00 0.33 408 P3 P6 194 3.26 0.45 2.11 2.11 4.65 0.33 3.24 3.24 3.24 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 .00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ABWP B11 60 2.0 2.0 1.00 0.25 0.17 0.22 0.13 0.14 .00 0.33 408 P3 P6 194 3.26 0.45 2.11 2.11 4.65 0.33 3.24 3.24 3.24 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 .00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext B12 14, 3.5 3 5 1.00 - 0. 5 0.4 0.52 0. 1 0.34- 1.00 0.58 320 P4 P6 266 7.83 1.38 2.28 2.28 11.17 1.02 3.58 3.58 3.58 1 I.: 0.1 :i 0.1r i iY I.r: :.d1 l.'i:' 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 B13 156 4.0 4.0 1.00 0.25 0.44 0.57 0.33 0.37 1.00 0.67 265 P4 P6 252 8.48 1.80 2.01 2.01 12.10 1.33 3.23 3.23 3.23 - 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 2400 2400 55.5 55.5=L eft. 6.77 8.74 5.13 5.75 EVwind 15.51 EVEo 10.88 Notes: denotes a wall with force transfer 15238_2018.01.22_RT SF_Suspended Garage_Plan 19B DL-SG_Structural Calculations(2017 ORSC).pdf Page 30 of 45 I SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 15238_19 DL Diaph.Level: 1st Panel Height= 9.14 ft. Seismic V i= 0.98 kips Design Wind F-B V i= 5.33 kips Max.aspect= 3.5 Sum Seismic V i= 11.85 kips Sum Wind F-B V i= 20.85 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 LDL eff. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM ROTM Unet U,,,m OTM Rom' U,t.t U.w„ U... (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 B14 170.6 11.5 11.5 1.00 0.40 0.85 2.88 0.16 2.00 1.00 1.00 187 CONCRETE 324 19.70 23.81 -0.38 -0.38 34.08 17.63 1.52 1.52 1.52 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 B15a* 53.3 3.5 5.5 1.00 0.40 0.27 0.69 0.05 0.49 1.00 0.77 200 P6 P6 273 4.89 3.47 0.50 0.50 8.74 2.57 2.18 2.18 2.16 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 B15b* 95.94 6.3 10.5 1.00 0.40 0.48 1.23 0.09 0.87 1.00 1.00 153 P6 P6 274 8.74 11.81 -0.55 -0.55 15.64 8.75 1.23 1.23 4,23 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 816a` 101.3 7.0 9.0 1.00 0.00 0.51 1.41 0.09 0.99 1.00 1.00 155 P6 P6 273 9.90 0.00 1.56 1.56 17.48 0.00 2.76 2.76 2,76 - 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 B16b' 111.9 7.8 9.8 1.00 0.00 0.56 1.56 0.10 1.10 1.00 1.00 155 P6 P6 273 10.96 0.00 1.55 1.55 19.34 0.00 2.73 2.73 243 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 B17 533 34.8 34.8 1.00 0.40 2.67 7.76 0.49 5.44 1.00 1.00 171 CONCRETE 300 54.18 217.36 -4.79 -4.79 95.27 161.01 -1.93 -1.93 -1.93 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 1066 1066 70.8 63.0=L eff. 5.33 15.51 0.98 10.88 EVwmd 20.85 EVEQ 11.85 Notes: denotes a wall with force transfer 15238_2018.01.22_RT SF_Suspended Garage_Plan 19B DL-SG_Structural Calculations(2017 ORSC).pdf Page 31 of 45 JOB#: 15238_19 DL ID: Blab w dl= 150 plf V eq 1178.4 pounds V1 eq = 642.8 pounds V3 eq = 535.7 pounds V w= 1791:2 pounds V1 w= 977.0 pounds V3 w= 814.2 pounds -♦ ► v hdr eq= 102.5 plf ► •H head = A v hdr w= 155.8 plf 1 A Fdrag1 eq= 335 F2 eq= 279 Fdrag1 w= ' 0 F2 -- 425 H pier= v1 eq = 214.3 plf v3 eq= 214.3 p/f 5.0 v1 w= 325.7 p/f v3 w= 325.7 plf feet H total = 2w/h = 1 2w/h = 1 9 v Fdrag3 eq= . F4 e.- 279 feet A Fdrag3 w= 510 F4 w= 425 P6 E.Q. 2w/h = 1 P6 WIND H sill = v sill eq = 102.5 plf 3.0 EQ Wind v sill w= 155.8 plf feet OTM 10606 16121 R OTM 8927 6613 7 . UPLIFT 162 919 UP sum 162 919 H/L Ratios: L1= 3.0 L2= 6.0 L3= 2.5 Htotal/L= 0.78 4 10---4 04 0.Hpier/L1= 1.67 ` Hpier/L3= 2.00 L total = 11.5 feet 15238_2018.01.22_RT SF_Suspended Garage_Plan 19B DL-SG_Structural Calculations(2017 ORSC).pdf Page 32 of 45 JOB#: 15238_19 DL ID: B2ab w dl= 150 plf V eq 1695.8 pounds V1 eq = 900.9 pounds V3 eq = 794.9 pounds V w= 2577.6 pounds V1 w= 1369.3 pounds V3 w= 1208.2 pounds ♦ v hdr eq= 80.8 plf -0- • ►•H head = A v hdr w= 122.7 plf 1 v Fdrag1 eq= 558 F2 eq= 492 A Fdrag 1 w= :,8 F2 . - 748 H pier= v1 eq = 212.0 plf v3 eq = 212.0 plf 5.0 v1 w= 322.2 plf v3 w= 322.2 plf feet H total = 2w/h = 1 2w/h = 1 9 T Fdrag3 eq= .: F4 e•-• 492 feet A Fdrag3 w= 848 F4 w= 748 P6 E.Q. 2w/h = 1 P6 WIND H sill = v sill eq = 80.8 plf 3.0 EQ Wind v sill w= 122.7 plf feet OTM 15262 23198 R OTM 29768 22050 v • UPLIFT -767 -49 UP sum -767 -49 H/L Ratios: L1= 4.3 L2= 13.0 L3= 3.8 Htotal/L = 0.43 4 lo--1 0.4 1. Hpier/L1= 1.18 Hpier/L3= 1.33 L total = 21.0 feet 15238_2018.01.22_RT SF_Suspended Garage_Plan 19B DL-SG_Structural Calculations(2017 ORSC).pdf Page 33 of 45 JOB#: 15238_19 DL ID: B3ab w d1= 150 plf V eq 1437.1 pounds V1 eq = 718.6 pounds V3 eq = 718.6 pounds V w= 2184.4 pounds V1 w= 1092.2 pounds V3 w= 1092.2 pounds ► ► v hdr eq= 95.8 plf ► •H head = A v hdr w= 145.6 plf 1 v Fdrag1 eq= 479 F2 eq= 479 A Fdrag1 w= 8 F2 .- 728 H pier= v1 eq= 287.4 plf v3 eq = 287.4 plf 5.0 v1 w= 436.9 plf v3 w= 436.9 plf feet H total = 2w/h = 1 2w/h = 1 9 • Fdrag3 eq= i • F4 e.- 479 feet A Fdrag3 w= 728 F4 w= 728 P4 E.Q. 2w/h = 1 P4 WIND H sill = v sill eq = 95.8 plf 3.0 EQ Wind v sill w= 145.6 plf feet OTM 12934 19659 R OTM 15188 11250 • v UPLIFT -167 623 UP sum -167 623 H/L Ratios: L1= 2.5 L2= 10.0 L3= 2.5 Htotal/L= 0.600-4 4 Hpier/L1= 2.00 Hpier/L3= 2.00 L total = 15.0 feet 15238_2018.01.22_RT SF_Suspended Garage_Plan 19B DL-SG_Structural Calculations(2017 ORSC).pdf Page 34 of 45 I JOB#: 15238_19 DL ID: B4ab w dl= 150 plf V eq 1437.1 pounds V1 eq = 718.6 pounds V3 eq = 718.6 pounds V w= 2184.4 pounds V1 w= 1092.2 pounds V3 w= 1092.2 pounds -_•. -__•. v hdr eq= 90.4 plf --00- • ►•H head = A v hdr w= 137.4 plf 1 V Fdrag1 eq= 294 F2 eq= 294 A Fdrag1 w= , 46 F2 • 446 H pier= v1 eq = 152.9 p/f v3 eq = 152.9 plf 5.0 v1 w= 232.4 p/f v3 w= 232.4 plf feet H total = 2w/h = 1 2w/h = 1 9 v Fdrag3 eq= s4 F4 e.- 294 feet A Fdrag3 w= 446 F4 w= 446 P6 E.Q. 2w/h = 1 P6 WIND H sill = v sill eq = 90.4 plf 3.0 EQ Wind v sill w= 137.4 plf feet OTM 12934 19659 R OTM 17065 12641 v . UPLIFT -289 490 UP sum -289 490 H/L Ratios: L1= 4.7 L2= 6.5 L3= 4.7 Htotal/L = 0.57 , '-4 0. , Hpier/L1= 1.06 Hpier/L3= 1.06 L total = 15.9 feet 15238_2018.01.22_RT SF_Suspended Garage_Plan 19B DL-SG_Structural Calculations(2017 ORSC).pdf Page 35 of 45 JOB#: 15238_19 DL ID: B6ab w dl= 250 p/f V eq 1353.7 pounds V1 eq = 485.9 pounds V3 eq = 867.7 pounds V w= 1919.8 pounds V1 w= 689.2 pounds V3 w= 1230.6 pounds ♦ ► v hdr eq= 98.4 plf A H head = A v hdr w= 139.6 plf 3.15 :v Fdragl eq= 141 F2 eq= 252 Fdragl w= 00 F2 ,- 358 H pier= v1 eq = 138.8 p/f v3 eq= 138.8 plf 6.0 v1 w= 196.9 p/f v3 w= 196.9 p/f feet H total = 2w/h = 1 2w/h = 1 12.15 v Fdrag3 eq= , F4 e.- 252 feet • Fdrag3 w= 200 F4 w= 358 P6TN E.Q. 2w/h = 1 P6 WIND H sill = v sill eq= 98.4 plf 3.0 EQ Wind v sill w= 139.6 plf feet OTM 16447 23325 R OTM 21270 15755 • UPLIFT -390 612 UP sum -390 612 H/L Ratios: L1= 3.5 L2= 4.0 L3= 6.3 Htotal/L = 0.88 Hpier/L1= 1.71 ~4 0.4 4 Ilk Hier/L3= 0.96 p L total = 13.8 feet 15238_2018.01.22_RT SF_Suspended Garage_Plan 19B DL-SG_Structural Calculations(2017 ORSC).pdf Page 36 of 45 JOB#: 15238 19 DL ID: B7ab w dl= 250 plf V eq 2085.7 pounds V1 eq = 989.8 pounds V3 eq = 1095.9 pounds V w= 2961.0 pounds V1 w= 1405.2 pounds V3 w= 1555.8 pounds --► ► v hdr eq= 111.2 plf •H head = A v hdr w= 157.9 plf 3.15 v Fdrag1 eq= 211 F2 eq= 234 A Fdragl w= 00 F2 - 332 H pier= v1 eq = 141.4 plf v3 eq = 141.4 plf 6.0 v1 w= 157.7 plf v3 w= 157.7 plf feet H total = 2w/h = 1 2w/h = 1 12.15 v Fdrag3 eq= 1 F4 e.- 234 feet A Fdrag3 w= 300 F4 w= 332 P6TN E.Q. 2w/h = 1 P6 WIND H sill = v sill eq = 111.2 plf 3.0 EQ Wind v sill w= 157.9 plf feet OTM 25341 35977 R OTM 39551 29297 v UPLIFT -842 396 UP sum -842 396 H/L Ratios: L1= 7.0 L2 4.0 L3= 7.8 Htotal/L = 0.65 4 ►--t 0.4 Hpier/L1= 0.86 Hpier/L3= 0.77 L total = 18.8 feet 15238_2018.01.22_RT SF_Suspended Garage_Plan 19B DL-SG_Structural Calculations(2017 ORSC).pdf Page 37 of 45 180 Nickerson St. CT ENGINEERING Suite 302 I N C. Seattle,WA 98109 Project: ftrjF 'JusP. Ghn4G J Date: (206) (206)285.4512 FAX: Client: Page Number: (206)285-0618 Lr3 TML - GPAAGe SLR Li" Col-LC, TOPPI t4 juts Wm& (2ot)(20') OM')Ciro ptf' oon AAA. 1. 0.120 146pr2 z (o.Ito)( 20,000)4) ' 2t` C30° (2`100 ` � (�O 7i SA*/ p \'N clriw R U. 2.0' Tye, AT GARAGE 15238_2018.01.22_RT SF_Suspended Garage_Plan 19B DL-SG_Structural Calculations(2017 ORSC).pdf Page 38 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(ASO)Values per Frame Segment (in.) (ft) Shearte•8(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) 1'-10 1/2" 10 (a,b;c Q31 EQ(1444 WIND) Foundation for Wind or Seismic Loading (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 per wind design min 1000 lbf for single or double portal on both sides of opening t s opposite side of sheathing Pony ' •\ wall height I -'"' Fa en top platetoheader Mm. �t 11--=1/4'net treader Fasten ` 27 •I /with two rows of 16d steel header not allowed) 1 sinker nails at 3"o.c.typ Fasten sheathing to header with 8d common or , 12' galvanized box nails at 3"grid pattern as shown Min.3/8"wood structural panel sheathing max ,' • total ; \—Header to jack-stud strap per wind design. i, wall • Min 1000 lbf on both sides of opening opposite 1 height side of sheathing. • If needed,panel splice edges shall occur over and be 10 Min.double 2x4 framing covered with min 3/8" 1 nailed to common blocking • thick wood structuralpanel sheathingwith 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. y nailing is required in each �� ^1 panel edge. ®` Min length of panel per table 1 Typical portal frame construction Min(2)3500 lb strap-type hold-downs (embedded into concrete and nailed into framing) sd Min double 2x4 post(king . v= 0 and jack stud).Number of } / •1, = Min reinforcing of foundation,one#4 bar . •T, jack studs per IRC tables i yam / top and bottom of footing.Lap bars 15"mm. t; ; R502.5)1)&(2). ' '.i I I 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 concrete and nailed Min(1)5/8"diameter anchor bolt installed per IRC R403.1.6— into framing) with 2"x 2"x 3/16"plate washer 15238_2018.01.22 RT SF_Suspended Garage_Plan 19B DL-SG_Structural Calculations(2017 ORSC).pdf Page 39 of 45 180 Nickerson St. CT E N G I N E ER I N G Suite 3 02 Seattle,W A Project: �� �Kl /V�. t/1.46&_. /1.4n p 9Date: 8109 u�- (206) 285-,1512 Client: VQ ' 233 ,3 L ( rjjc- 7 + 1 .52� Page Number: FAX: (206)285-0618 .v -: 0. svie.: b . n s1�C Z� 11 (D Q / / 9-- d J g r, tc A`,--41 --i 4,50 / g`:` X l6`` )ZI( k `Zft• ` ) 3e;rN sfrgs-----1A3-2,c-K- 7DR -0-T11-) *7 1i -� 1215014/16 I 01_ _ &L0,2 _ .o ) �. 6tir, 61.- (0(02)l 6(7) - 0,312 (r ( Lk / Z•3 LIZ r\-- ( Lo ) 000. i - '.5±2 „ ())(,2)110.6 (Le ,4z-) 68 .9 ) . hi, 7;, 6 s K tI t- 11Go`` , �( _ �f ' 0 x ic M tA)/(2) .4- ot_ 0, 86 utur Tv 12,r(z may ¢J- ' r '11',- Ae0-4-) --- 00' t' / 8AL(� e/Vr1 5 37 �LL \AD= IOv , .44 \4,n 15238_2018.01.22_RT SF Suspended Garage_Plan 19B DL-SG_Structural Calculations(2017 ORSC).pdf Page 40 of 45 Structural Engineers Title: Job# Dsgnr: Date: 6:17PM, 9 DEC 15 Description: Scope: Square Footing Design Page 15238 nverterrace 19d1 ecw:Calculations �£K't K.,y... ;._. -:ensu=.,a,= ✓a .""-- _ ,u ;v _Yz?:ii"' - _,...... -... .,-�:�:_. "/F ;., ,4,,,,,� .,Y.{?v,$�yr�35,..�, ', Description FTG1 General Information Dead Load 1.370 k Footing Dimension 2.000 ft Live Load 3.660 k Thickness 10.00 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 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 0.432 in2 As Req'd by Analysis 0.0007 in2 Min Allow%Reinf 0.0014 Min.Reinf%to Req'd 0.0014 % 0 Summary Footing OK 2.00ft square x 10.0in thick with 4-#4 bars Max.Static Soil Pressure 1,378.33 psf Vu:Actual One-Way 11.91 psi Allow Static Soil Pressure 2,000.00 psf Vn*Phi:Allow One-Way 76.03 psi Max.Short Term Soil Pressure 1,378.33 psf Vu:Actual Two-Way 44.55 psi Allow Short Term Soil Pressure 2,660.00 psf Vn*Phi:Allow Two-Way 152.05 psi Altemate Rebar Selections... Mu :Actual 1.10 k-ft/ft 3 #4's 2 #5's 1 #6's Mn*Phi:Capacity 7.63 k-ft/ft 1 #7's 1 #8's 1 #9's 1 #10's 15238_2018.01.22_RT SF_Suspended Garage_Plan 19B DL-SG_Structural Calculations(2017 ORSC).pdf Page 41 of 45 Title: Job# Dsgnr: Date: 6:17PM, 9 DEC 15 Description: Scope: Square Footing Design Page 1 15238—nverterrace 19dlecw:Calculations , -r Hs; "r✓7-"� Ye-a.,'/ ,ivYSNw.. -/H. --:;. .-,rb,. ;> __., -:.a -.:,, .....,. r Description FTG2 General Information Dead Load 3.410 k Footing Dimension 3.000 ft Live Load 9.100 k Thickness 10.00 in Short Term Load 0.000 k #of Bars 4 Seismic Zone 4 Bar Size 4 Overburden Weight 0.000 psf Rebar Cover 3.250 Concrete Weight 145.00 pcf Pc 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 6.500 in As to USE per foot of Width 0.216 in2 200/Fy 0.0050 Total As Req'd 0.648 in2 As Req'd by Analysis 0.0018 in2 Min Allow%Reinf 0.0014 Min.Reinf%to Req'd 0.0024 % Summary Footing OK 3.00ft square x 10.Oin thick with 4-#4 bars Max.Static Soil Pressure 1,510.83 psf Vu:Actual One-Way 29.71 psi Allow Static Soil Pressure 2,000.00 psf Vn*Phi:Allow One-Way 76.03 psi Max.Short Term Soil Pressure 1,510.83 psf Vu:Actual Two-Way 124.60 psi Allow Short Term Soil Pressure 2,660.00 psf Vn*Phi:Allow Two-Way 152.05 psi Alternate Rebar Selections... Mu :Actual 2.72 k-ft/ft 4 #4's 3 #5's 2 #6's Mn*Phi:Capacity 4.99 k-ft/ft 2 #7's 1 #8's 1 #9's 1 #10's 15238_2018.01.22_RT SF_Suspended Garage_Plan 19B DL-SG_Structural Calculations(2017 ORSC).pdf Page 42 of 45 Title: Job# Dsgnr: Date: 6:17PM, 9 DEC 15 Description: Scope: Square Footing Design Page 1 15238 riverterrace 19dIecw:Calculations Description FTG3 General Information .;2'ro9L/i99�' .,ll :'Y„ "u'Y�k,Xss,r.."i ev"F✓.�b/ii':" ,� /k r,n rin ii: ,-/n 4—-,,, ".r,'iir /hiski,,::✓ %2%k Dead Load 4.670 k Footing Dimension 3.500 ft Live Load 12.210 k Thickness 12.00 in Short Term Load 0.000 k #of Bars 5 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 - _- ,#kv47. ,,h/k'. :/, ',;,,,,.,:..:,;. �/ ... G ,ri. %x%!x;,s ";O"...23°-,�,.;.w„-'� �/ fGs(l ,Y„A%9' h{',i ✓ Rebar Requirement Actual Rebar"d”depth used 8.750 in As to USE per foot of Width 0.259 in2 200/Fy 0.0050 Total As Req'd 0.907 in2 As Req'd by Analysis 0.0014 in2 Min Allow%Reinf 0.0014 Min.Reinf%to Req'd 0.0018 % Summary Footing OK 3.50ft square x 12.0in thick with 5-#4 bars Max.Static Soil Pressure 1,522.96 psf Vu:Actual One-Way 23.64 psi Allow Static Soil Pressure 2,000.00 psf Vn*Phi:Allow One-Way 76.03 psi Max.Short Term Soil Pressure 1,522.96 psf Vu:Actual Two-Way 93.03 psi Allow Short Term Soil Pressure 2,660.00 psf Vn*Phi:Allow Two-Way 152.05 psi Alternate Rebar Selections... Mu :Actual 3.72 k-ft/ft 5 #4's 3 #5's 3 #6's Mn*Phi:Capacity 7.26 k-ft/ft 2 #7's 2 #8's 1 #9's 1 #10's 15238_2018.01.22_RT SF_Suspended Garage_Plan 19B DL-SG_Structural Calculations(2017 ORSC).pdf Page 43 of 45 Title: Job# Dsgnr: Date: 10:14AM, 10 DEC 15 Description: Scope: Square Footing Design Page 1 15238—nverterrace 19dlecw:Calculations_ , Description FTG4 General InformationDead Load 1.280 k Footing Dimension 1.500 ft Live Load 2.740 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 0.324 in2 As Req'd by Analysis 0.0005 in2 Min Allow%Reinf 0.0014 Min.Reinf%to Req'd 0.0014 % Summary Footing OK 1.50ft square x 10.0in thick with 2-#4 bars Max.Static Soil Pressure 1,907.50 psf Vu:Actual One-Way 7.03 psi Allow Static Soil Pressure 2,000.00 psf Vn*Phi:Allow One-Way 76.03 psi Max.Short Term Soil Pressure 1,907.50 psf Vu:Actual Two-Way 32.21 psi Allow Short Term Soil Pressure 2,660.00 psf Vn*Phi:Allow Two-Way 152.05 psi Mu :Actual 0.85 k-ft/ft Alternate Rebar Selections... 2 #4's 2 #5's 1 #6's Mn*Phi:Capacity 5.19 k-ft/ft 1 #7's 1 #8's 1 #9's 1 #10's 15238_2018.01.22_RT SF_Suspended Garage_Plan 19B DL-SG_Structural Calculations(2017 ORSC).pdf Page 44 of 45 Title: Job# Dsgnr: Date: 4:03PM, 18 OCT 17 Description: Scope: Square Footing Design Page 1 15238_garage floor 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 Pc 2,500.0 psi LL&ST Act Separately Fy 60,000.0 psi Load Duration Factor 1.000 Column Dimension 3.50 in Allowable Soil Bearing 2,000.00 psf Reinforcing y 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_2018.01.22_RT SF_Suspended Garage_Plan 19B DL-SG_Structural Calculations(2017 ORSC).pdf Page 45 of 45 • NRoseburg JI MAIN � 15 7:53:53am A 1 ores(Products Compam 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: UBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued& Nailed Filename: Beam1 0 17 8 0 / / 17 8 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" 617# -- 2 17' 8.000" Wall DFL Plate(625psi) N/A 1.750" 617# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 475#(356plf) 142#(107plf) 2 475#(356plf) 142#(107p1f) Design spans 17' 9.750" Product: DBL 11 7/8" RFPI-20 16.0" 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 2750.'# 7280.'# 37% 8.83' Total Load D+L Shear 617.# 2840.# 21% 0' Total Load D+L TL Deflection 0.2633" 0.8906" L/811 8.83' Total Load D+L LL Deflection 0.2026" 0.4453" L/999+ 8.83' 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 KAMI L HENDERSON EWP MANAGER is 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 J2 MAIN 12-7-15 rm A Forest Products Company 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: UBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued&Nailed Filename: Beam1 / / / / 7 7 0 10 2 0 11 6 0 q m 1.3 la { 29 3 0 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" 238# -- 2 7' 7.000" Wall DFL Plate(625psi) 3.500" 3.500" 706# -- 3 17' 9.000" Wall DFL Plate(625psi) 3.500" 3.500" 889# -- 4 29' 3.000" Wall DFL Plate(625psi) 3.500" 1.750" 334# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 193#(145p1f) 45#(33p1f) 2 562#(421 p1f) 145#(108p1f) 3 690#(517p1f) 200#(150p1f) 4 262#(196p1f) 72#(54p1f) Design spans 7' 4.375" 10' 2.000" 11' 3.375" Product: 11 7/8" RFPI-20 16.0" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 801.'# 3640.'# 21% 23.95' Odd Spans D+L Negative Moment 935.'# 3640.'# 25% 17.75' Adjacent 2 D+L Shear 474.# 1420.# 33% 17.75' Adjacent 2 D+L End Reaction 334.# 1316.# 25% 29.25' Odd Spans D+L Int.Reaction 889.# 1935.# 45% 17.75' Adjacent 2 D+L TL Deflection 0.0580" 0.5641" L/999+ 23.95' Odd Spans D+L LL Deflection 0.0473" 0.2820" L/999+ 23.95' 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 KAM I L HENDERSON EWP MANAGER StrongTte 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 12-7-15 r4 Roseburg 7:52am A Forest Products Company 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 0 0 13 9 0 9 0 ° 24 9 0 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" 313# -4# 2 11' 0.000" Wall DFL Plate(625psi) 3.500" 3.500" 1064# -- 3 24' 9.000" Wall DFL Plate(625psi) 3.500" 1.750" 396# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 256#(192p1f) 58#(43p1f) 2 819#(614p1f) 246#(184p1f) 3 311#(233p1f) 86#(64p1f) Design spans 10' 9.375" 13' 6.375" 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 1129.'# 2820.'# 40% 19.12' Even Spans D+L Negative Moment 1330.'# 2820.'# 47% 11' Total Load D+L Shear 567.# 1220.# 46% 11' Total Load D+L End Reaction 396.# 1151.# 34% 24.75' Even Spans D+L Int.Reaction 1064.# 1775.# 59% 11' Total Load D+L TL Deflection 0.1774" 0.6766" L/915 18.44' Even Spans D+L LL Deflection 0.1445" 0.3383" L/999+ 18.44' Even 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 Strong-Tie Copyright(C)2015 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is def ned 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