Loading...
Specifications 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_2018.02.05_RT SF_Suspended Garage_Plan 17A DL-SG_Structural Calculations(2017 ORSC).pdf Page 2 of 49 SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT#: 15238_17 DL-SG ROOF Roofing 3.5 psf Misc. 0.9 psf 5/8" plywood/OSB 2.2 psf Roof framing 3.0 psf Insulation 1.0 psf (1)5/8"gypsum ceiling 2.8 psf Misc./Mech. 1.6 psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish 2.8 psf NO gypsum concrete 0.0 psf 3/4" plywood/OSB 2.7 psf Floor framing 4.0 psf Insulation 1.0 psf (1)5/8"gypsum ceiling 2.8 psf Misc. 1.7 psf FLOOR DEAD LOAD 15.0 PSF 15238_2018.02.05_RT SF_Suspended Garage_Plan 17A DL-SG_Structural Calculations(2017 ORSC).pdf Page 3 of 49 A\ Eir 2)2511 HDR (2)25 0 HDR O L RBA2 e '--- --- U,,, i/ )2x10 IIDRm (3)x10 HDR '3)2x10 1DR Q i GT I / I I i/ • % t iRBAi i • y :' 4 P\ / \'\ ''.'..*.\\:1., • ,, y L� 0 i CEPj L• \ \ 22'x30"I j " • KII. 9 C \ \7 L................. 2 59.1 j 1.':::. w p \\__± S9.1 a / 59.1 -- . .... . 59.7 = •1 O : ...... N ...... ............",'.,. / :............. .. X59.1 1 > A O G7 4.. . .z 'r. \ C) 2X10 1-;DR(2)7X10 HD 2(2)���-".)'.:�.u �.u.'� .0 U 02 SN.I 9 \\ 4 `lT i _( 59.1 o © I I i ® l NW is I is ,,,,__..._ ...-__.. ...4,, MINABLE EN. LE EN D MINTRUSS.HDR J AI IV Mr © G L _ MIN. HDRGABLE END TMINI HDRRLSS MIR HDR 1 S9.1 ALL BEAMS/HDRS NOT LABELED ARE 'SIM'IN DESIGN TO BEAMS/HDRS WHICH ARE LABELED Plan 1 7A-DL ROOF FRAMING PLAN 15238_2018.02.05_RT SF_Suspended Garage_Plan 17A DL-SG Structural Calculations(2017 ORSC).pdf Page 4 of 49 Title: Job# Dsgnr: ARS Date: 2:41PM, 24 NOV 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Timber Beam & Joist Page 1 L - - 15238 nverterrace 1/�;7 d:CWCakulations �,; ,_ ,_,,,i _ce:;,,,_ u' . �;.,,.. �, :-e'. ✓a Description 17A DL- ROOF FRAMING Timber Member Information RBA1 RBA2 Timber Section 3-2x10 2-2x10 Beam Width in 4.500 3.000 Beam Depth in 9.250 9.250 Le:Unbraced Length ft 0.00 0.00 Timber Grade Hem Fir,No.2 Hem Fir,No.2 Fb-Basic Allow psi 850.0 850.0 Fv-Basic Allow psi 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 Load Duration Factor 1.150 1.150 Member Type Sawn Sawn Repetitive Status No No Center Span Data Span ft 6.00 5.00 Dead Load #/ft 296.00 326.00 Live Load #/ft 494.00 544.00 Results Ratio= 0.5667 0.7092 Mmax @ Center in-k 42.66 32.62 @ X= ft 3.00 2.50 fb:Actual psi 664.8 762.6 Fb:Allowable psi 1,173.0 1,075.3 Bending OK Bending OK fv:Actual psi 63.5 81.8 Fv:Allowable psi 172.5 172.5 Shear OK Shear OK Reactions @ Left End DL lbs 888.00 815.00 LL lbs 1,482.00 1,360.00 Max.DL+LL lbs 2,370.00 2,175.00 @ Right End DL lbs 888.00 815.00 LL lbs 1,482.00 1,360.00 Max.DL+LL lbs 2,370.00 2,175.00 Deflections Ratio OK Deflection OK Center DL Defl in -0.022 -0.018 UDefl Ratio 3,218.6 3,366.6 Center LL Defl in -0.037 -0.030 L/Defl Ratio 1,928.5 2,017.5 Center Total Defl in -0.060 -0.048 = Location ft 3.000 2.500 L/Defl Ratio 1,205.9 1,261.5 15238 2018.02.05_RT SF_Suspended Garage Plan 17A DL-SG_Structural Calculations(2017 ORSC).pdf Page 5 of 49 A 6X6 dal 606 l _ _ ___ _ ___4X12 i.12.___ ___ T GT OM OM ®O ABOVE STHDta�l[ AININIM I », 2X10 HDR 2X10 H.113.,: n 1.2 ..EP o :' F I• FIX ' . N >r - X74 _-_ © GT FB © z 12 2X11 ——.--• -""- STHDI4RJ I C ROOF TRUSSES - T� I GT BOVE ) 10 HIR (2)2 10 HIR ( AT 24"0,�yy _........ .7 ABOVE FRAMINCp `,, GT I I. BOIT__ © :3 I CO 1 0 i == 7-- CP i 4 FIX RE I I ABO i STHDI4RJ - — _ E'IJ�1 12x LEDGER t III • s FlXTU•ES ..._. �J --� ABO mm��� xr mI m - ADD 2x10 TV 8 KG E �jy ........_ 2x4 FRAMING 11 I ®+,6AF. pl I AT 24"OG GT FBI A t I v 101 F01 I I I Ix E I-__1 ..... STHD74RJ I $X16 BIG1 .jJjjjjJIinifflimil--- BFBSB/. BIG SAM B - • rif _ I GU2 RIM HDU2 8 1 BEtORIN BEARING WALL i� 4610 SOS 1! I © �� STAIR �� I � FRAMING , gar6 - � - ABO ��xs�.\_......... y ''• I • ROOF TRUSS S __ ' ` AT 24"O.C. OT G0 SY�Xi6,:IG BEIM.FBF A HGUS5.50/10` I GTBOVE ABOVE FRAMI G E -- '—' • N LxJ m AB, ABO GT x LED I ER II-- - t ABOVE C j STHDI4RJ I__ __ -- - : �— ROOF TRUSSES I 4 4 A: dpi I x > AT 24"O.C. )2 11 HD_ 4 �•P-._22.• c"- -- ' S IHDI4RJ , STHDI4RJyy _ � gOS, N,.r<,.... _1 _ ! HD_R - © a I ®� 4217 MA Li LI JJ 1I 2 X1I HD l (MillSTHDJ7II4RJ ® STHO1INT --- -J BEARING WALL ABOVE(250 PLF MIN. HDR I MIN HDR STHDI4RJ' STHDI4RJ Plan 17A UPPER FLOOR FRAMING PLAN& -r-o 1/4LOWER FLOOR SHEAR PLAN ALL BEAMS/HORS NOT LABELED ARE 'SIM' IN DESIGN TO BEAMS/HDRS WHICH ARE LABELED 15238_2018.02.05_RT SF_Suspended Garage_Plan 17A DL-SG_Structural Calculations(2017 ORSC).pdf Page 6 of 49 Title: Job#14301 Dsgnr: ARS Date: 11.19AM, 3 NOV 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Timber Beam & Joist Page 1 15238_nverterrace_17abd.ecw:Calculations Description 5017 ABD-UPPER FLOOR FRAMING (1 OF 3) Timber Member Information FB2 FB3 FB4*** FB5*£* FB6 FB7*,r* Timber Section Prilm:3.5x16.0 2-2x8 Prilm:5.25x16.0 Prllm:3.5x16.0 2-2x8 Prllm:3.5x16.0 Beam Width in 3.500 3.000 5.500 3.500 3.000 3.500 Beam Depth in 16.000 7.250 16.000 16.000 7.250 16.000 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade iLevel,LSL 1.55E Hem Fir,No.2 Level,LSL 1.55E Level,ISL 1.55E Hem Fir,No.2 iLevel,LSL 1.55E Fb-Basic Allow psi 2,325.0 850.0 2,325.0 2,325.0 850.0 2,325.0 Fv-Basic Allow psi 310.0 150.0 310.0 310.0 150.0 310.0 Elastic Modulus ksi 1,550.0 1,300.0 1,550.0 1,550.0 1,300.0 1,550.0 Load Duration Factor 1.000 1.000 1.000 1.000 1.150 1.150 Member Type Manuf/Pine Sawn Manuf/Pine Manuf/Pine Sawn Manuf/Pine Repetitive Status No No No No No No Center Span Data Span ft 14.50 3.00 13.005.50 4.50 12.00 Dead Load #/ft 210.00 248.00 315.00 180.00 173.00 41.00 Live Load #/ft 560.00 660.00 840.00 480.00 168.00 80.00 Dead Load #/ft Live Load #/ft 158.00 Start ft 113.00 End ft 7.250 Point#1 DL lbs LL lbs 3,500.00 @ X ft 5,833.00 7.250 Resultio= 0.6994 0.4573 0.5366 0.0863 0.3360 0.9521 MmaxtS@ X Center Rain k ,- @ = ft 242.84 12.26 292.79 29.95 10.36 380.17 7.25 1.50 6.50 2.75 2.25 7.25 fb:Actual psi 1,626.2 466A 1,247.7 200.5 394.1 2,545.8 Fb:Allowable psi 2,325.0 1,020.0 2,325.0 2,325.0 1,173.0 2,673.8 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 123.2 56.4 102.4 25.3 38.9 182.2 Fv:Allowable psi 310.0 150.0 310.0 310.0 172.5 356.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK I Reactions @ Left End DL lbs 1,522.50 372.00 2,047.50 495.00 389.25 2,430.88 LL lbs 4,060.00 990.00 5,460.00 1,320.00 378.00 3,360.66 Max. DL+LL lbs 5,582.50 1,362.00 7,507.50 1,815.00 767.25 5,791.54 @ Right End DL lbs 1,522.50 372.00 2,047.50 495.00 389.25 2,706.62 LL lbs 4,060.00 990.00 5,460.00 1,320.00 378.00 4,251.59 Max.DL+LL lbs 5,582.50 1,362.00 7,507.50 1,815.00 767.25 6,958.21 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.113 -0.004 0.070:,,. Uer Ratio -0.002 -0.013 -0.147 1,542.6 9,864.9 2,242.6 32,978.3 4,190.1 976.6 Center LL Defl in -0.301 -0.010 -0.186 -0.005 -0.013 -0.224 L/Defl Ratio 578.5 3,706.8 841.0 12,366.9 4,314.8 643.6 Center Total Defl in -0.414 -0.013 -0.255 -0.007 -0.025 -0.371 Location ft 7.250 1.500 6.500 2.750 2.250 6.240 UDefl Ratio 420.7 2,694.4 611.6 8,994.1 2,125.8 388.0 *An equal sized'RigidLam' **A GT may be used in ***An equal sized'BigBeam' beam may be used in place of place of beam shown may be used in place of beam beam shown shown 15238_2018.02.05_RT SF Suspended Garage_Plan 17A DL-SG_Structural Calculations(2017 ORSC).pdf Page 7 of 49 Title: Job# Dsgnr: ARS Date: 1:46PM, 10 DEC 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Timber Beam & Joist Page 1 ,,, , plan 5017 a bd.ecw:Calculatwns Description 5017 ABD- UPPER FLOOR FRAMING (2 OF 3) Timber Member Information FB8 FB9 FB1OB FB11B FB12A/FB12B FB12D FB13 Timber Section 4x12 2-2x8 2-2x8 4x10 5.125x24 5.125x24 5.125x21 Beam Width in 3.500 3.000 3.000 3.500 5.125 5.125 5.500 Beam Depth in 11.250 7.250 7.250 9.250 24.000 24.000 21.000 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 Douglas Fir- Douglas Fir,24F- Douglas Fir,24F- Douglas Fir,24F- Larch,No.2 Larch,No.2 V4 V4 V4 Fb-Basic Allow psi 900.0 850.0 850.0 900.0 2,400.0 2,400.0 2,400.0 Fv-Basic Allow psi 180.0 150.0 150.0 180.0 240.0 240.0 240.0 Elastic Modulus ksi 1,600.0 1,300.0 1,300.0 1,600.0 1,800.0 1,800.0 1,800.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn GluLam GluLam GluLam Repetitive Status No No No No No No No Center Span Data Span ft 7.50 5.00 4.50 12.00 15.50 15.50 20.00 Dead Load #/ft 240.00 168.00 180.00 83.00 38.00 38.00 165.00 Live Load #/ft 588.00 139.00 428.00 138.00 90.00 90.00 440.00 Dead Load #/ft 225.00 225.00 113.00 Live Load #/ft 225.00 225.00 300.00 Start ft End ft 6.000 4.000 9.000 9.000 20.000 Point#1 DL lbs 2,169.00 480.00 2,142.00 LL lbs 3,616.00 800.00 3,385.00 @ X ft 9.000 6.000 4.000 Point#2 DL lbs LL lbs 2,169.00 @ X ft 3,616.00 9.000 Cantilever Span s Span ft 1.00 Point#1 DL lbs 144.00 LL lbs 241.00 @ X ft 1.000 Results Ratio= 0.8312 0.3734 0.5991 0.7562 0.3051 0.3035 0.6923 Mmax @ Center in-k 69.86 11.51 18.47 46.88 398.51 396.40 728.83 @ X= ft 3.75 2.50 2.25 5.95 8.99 8.99 9.04 Mmax @ Cantilever in-k 0,00 0.00 0.00 -4.62 0.00 0.00 0.00 fb:Actual psi 946.3 438.0 702.7 939.2 810.0 805.7 1,802.9 Fb:Allowable psi 1,138.5 1,173.0 1,173.0 1,242.0 2,654.6 2,654.6 2,604.1 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK - fir:Actual psi 89.0 40.2 69.4 55.1 64.3 64.0 157.1 Fv:Allowable psi 207.0 172.5 172.5 207.0 276.0 276.0 276.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions • ,."0,,:;"`, u/e:'�.fir/.:.i..amiv.guard., x ':;rf.:..Na>.e. fa; ..e..• .; YH6u , @ Left End DL lbs 900.00 420.00 405.00 486.00 2,641.18 1,846.66 4,086.80 LL lbs 2,205.00 347.50 963.00 828.00 3,650.98 3,052.60 9,028.00 Max.DL+LL lbs 3,105.00 767.50 1,368.00 1,314.00 6,292.16 4,899.26 13114.80 0 Right End DL lbs 900.00 420.00 405.00 654.00 2,141.82 2,066.34 3,163.20 LL lbs 2,205.00 347.50 963.00 1,089.08 3,385.02 3,433.40 7,957.00 Max.DL+LL lbs 3,105.00 767.50 1,368.00 1,743.08 5,526.84 5,499.74 11120.20 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK 15238_2018.02.05_RT SF_Suspended Garage_Plan 17A DL-SG_Structural Calculations(2017 ORSC).pdf Page 8 of 49 Title: Job# Dsgnr: ARS Date: 1:46PM, 10 DEC 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Timber Beam & Joist Page 2 plan 5017 abdecw:Calculations Description 5017 ABD- UPPER FLOOR FRAMING (2 OF 3) Center DL Defl in -0.026 -0.019 -0.013 -0.099 -0.048 -0.045 -0.172 L/Defl Ratio 3,500.1 3,145.5 4,027.1 1,457.7 3,855.0 4,134.0 1,394.9 Center LL Defl in -0.063 -0.016 -0.032 -0.174 -0.072 -0.073 -0.408 L/Defl Ratio 1,428.6 3,801.7 1,693.7 826.1 2,576.0 2,558.6 588.1 Center Total Defl in -0.089 -0.035 -0.045 -0.273 -0.120 -0.118 -0.580 Location ft 3.750 2.500 2.250 6.000 7.874 7.936 9.760 L/Defl Ratio 1,014.5 1,721.3 1,192.2 527.3 1,544.2 1,580.5 413.7 Cantilever DL Defl in 0.025 Cantilever LL Defl in 0.042 Total Cant.Defl in 0.067 L/Defl Ratio 360.4 15238_2018.02.05_RT SF_Suspended Garage_Plan 17A DL-SG_Structural Calculations(2017 ORSC).pdf Page 9 of 49 Title: Job# Dsgnr: ARS Date: 1:47PM, 10 DEC 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Timber Beam & Joist Page 1 plan 5017 abd.ecw:Calculations ... Description 5017 ABD-UPPER FLOOR FRAMING (3 OF 3) Timber Member Information F614*** FB15A/FB158*** FB15D*** FB16 Timber Section Prllm:3.5x16.0 Prllm:5.25x16.0 Prilm:5.25x16.0 5.125x24 Beam Width in 3.500 5.500 5.500 5.500 Beam Depth in 16.000 16.000 16.000 24.000 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 Timber Grade iLevel,LSL 1.55E iLevel,LSL 1.55E iLevel,LSL 1.55E Douglas Fir,24F- V4 Fb-Basic Allow psi 2,325.0 2,325.0 2,325.0 2,400.0 Fv-Basic Allow psi 310.0 310.0 310.0 240.0 Elastic Modulus ksi 1,550.0 1,550.0 1,550.0 1,800.0 Load Duration Factor 1.150 1.150 1.150 1.150 Member Type . Manuf/Pine Manuf/Pine Manuf/Pine GluLam Repetitive Status No No No No Center Span Data Span ft 16.00 16.00 16.00 15.00 Dead Load #/ft 480.00 53.00 Live Load #/ft 650.00 88.00 Dead Load #/ft 120.00 210.00 Live Load #/ft 320.00 200.00 Start ft 2.000 End ft 16.000 4.000 Point#1 DL lbs 2,641.00 586.00 5,812.00 LL lbs 3,651.00 976.00 8,486.00 @ X ft 2.000 1.500 4.000 Point#2 DL lbs 1,172.00 LL lbs 1,952.00 @ X ft 5.500 Point#3 DL lbs 1,172.00 LL lbs 1,952.00 0@ X ftl 10.500 Point#4 DL lbs 586.00 LL lbs 976.00 °@ X ft 14.500 Results Ratio= 0.6173 0.6916 0.4597 0.4568 11 Mmax @Center in-k 246.48 433.92 288.44 531.19 @ X= ft 6.34 8.00 8.00 4.02 fb:Actual psi 1,650.5 1,849.1 1,229.2 1,006.0 Fb:Allowable psi 2,673.8 2,673.8 2,673.8 2,644.6 Bending OK Bending OK Bending OK Bending OK -iv:Actual psil 219.7 129.4 96.0 126.1 Fv:Allowable psi 356.5 356.5 356.5 276.0 Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 3,045.87 3,840.00 2,182.00 4,990.13 LL lbs 5,154.62 5,200.00 3,632.00 6,916.40 Max.DL+LL lbs 8,200.50 9,040.00 5,814.00 11906.53 @ Right End DL lbs 1,275.12 3,840.00 2,182.00 1,661.87 LL lbs 2,976.37 5,200.00 3,632.00 2,369.60 Max.DL+LL lbs 4,251.50 9,040.00 5,814.00 4,031.47 Deflections Ratio OK Deflection OK Deflection OK Deflection OK *An equal sized 'RigidLam' **A GT may be used in ***An equal sized 'BigBeam' beam may be used in place of place of beam shown may be used in place of beam be104,10 -ri t 02.05_RT SF Suspended Garage_Plan 17A DL-SG_Structural Calculations(2017 OR4eMif Page 10 of 49 Title: Job# Dsgnr: ARS Date: 1:47PM, 10 DEC 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Timber Beam & Joist Page 2 plan 5017 abd.ecw:Calculatlons Description 5017 ABD- UPPER FLOOR FRAMING (3 OF 3) Center DL Defl in -0.170 -0.243 -0.147 -0.049 L/Defl Ratio 1,129.8 789.4 1,310.1 3,674.0 Center LL Defl in -0.353 -0.329 -0.244 -0.070 L/Defl Ratio 544.4 582.9 787.0 2,580.0 Center Total Defl in -0.523 -0.573 -0.391 -0.119 Location ft 7.616 8.000 8.000 6.660 L/Defl Ratio 367.4 335.3 491.7 1,515.7 15238_2018.02.05_RT SF_Suspended Garage_Plan 17A DL-SG_Structural Calculations(2017 ORSC).pdf Page 11 of 49 MI P.T.6x6 POST O p CO 0 HDR HDR 4 -STAIR a I l 4 \ � P.T. 2x P.T.4x4 POST =.I ,r, FRAMING LED ER amu„i .._ _..........__ il-_l�_LL- ''BE RINGIliii ii '��, / Y_ '�`"' J 1 -"---2---a' fALL 11 v • _ mom _ _ Ili. _. i 1:','i n il m • • SEE FOUNDATION PLAN FOR FIRST FLOOR FRAMING IN CRAWLSPACE I ALL BEAMS/HDRS NOT LABELED ARE 'SIM'IN DESIGN TO BEAMS/HDRS WHICH ARE LABELED Plan 17 DL MAIN FLOOR FRAMING PLAN& G.. BASEMENT FLOOR SHEAR PLAN 1/4'_I 15238_2018.02.05_RT SF Suspended Garage Plan 17A DL-SG_Structural Calculations(2017 ORSC).pdf Page 12 of 49 Title: Job# Dsgnr: ARS Date: 2:22PM, 3 DEC 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Timber Beam & Joist Page 1 1 ... 15238_riverterrace_17 dl.ecw:Calculationc Description 17 DL-MAIN FLOOR FRAMING Timber Member Information MB1 MB2 MB3*** MB4*** Timber Section 2x8 4x8 Prllm:7.0x11.875 LVL:5.250x11.875 Beam Width in 1.500 3.500 7.000 5.250 Beam Depth in 7.250 7.250 11.875 11.875 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 Timber Grade Hem Fir,No.2 Douglas Fir- iLevel,LSL 1.55E iLevel,LSL 1.55E Larch,No.2 Fb-Basic Allow psi 850.0 900.0 2,325.0 2,325.0 Fv-Basic Allow psi 150.0 180.0 310.0 310.0 Elastic Modulus ksi 1,300.0 1,600.0 1,550.0 1,550.0 Load Duration Factor 1.000 1.000 1.000 1.000 Member Type Sawn Sawn Manuf/Pine Manuf/Pine Repetitive Status Repetitive No No No Center Span Data Span ft 10.00 7.00 13.25 11.00 Dead Load #/ft 20.00 75.00 248.00 109.00 Live Load #/ft 53.00 200.00 660.00 290.00 Dead Load #/ft 124.00 Live Load #/ft 330.00 Start ft End ft 4.000 Point#1 DL lbs 1,523.00 LL lbs 4,060.00 @X ft 7.750 Results Ratio= 0.7104 0.5634 0.6251 0.7897 Mmax @ Center in-k 10.95 20.21 239.12 226.55 @ X= ft 5.00 3.50 6.62 7.74 fb:Actual psi 833.3 659.2 1,453.4 1,836.1 Fb:Allowable psi 1,173.0 1,170.0 2,325.0 2,325.0 Bending OK Bending OK Bending OK Bending OK fv:Actual psi 44.3 47.3 92.9 146.1 Fv:Allowable psi 150.0 180.0 310.0 310.0 Shear OK Shear OK Shear OK Shear OK Reactions LL lbs, @ Left End DL lbs' 100.00 262.50 1,643.00 1,455.30 265.00 700.00 4,372.50 3,874.54 Max.DL+LL lbs 365.00 962.50 6,015.50 5,329.84 @ Right End DL lbs 100.00 262.50 1,643.00 1,762.70 LL lbs 265.00 700.00 4,372.50 4,695.45 Max.DL+LL Ibsj 365.00 962.50 6,015.50 6,458.16 i Deflections Ratio OK Deflection OK Deflection OK Deflection OK Lli Center DL Defl. ems a . *;.a ; in -0.073 -0.023 -0.114 -0.093 L/Defl Ratio 1,651.4 3,687.0 1,399.8 1,425.9 Center LL Defl in -0.193 -0.061 -0.302 -0.247 L/Defl Ratio 623.2 1,382.6 526.0 535.4 Center Total Defl in -0.265 -0.084 -0.416 -0.339 Location ft 5.000 3.500 6.625 5.764 L/Defl Ratio 452.4 1,005.6 382.3 389.2 ***An equal sized 'BigBeam' may be used in place of beam shown 15238_2018.02.05_RT SF_Suspended Garage_Plan 17A DL-SG_Structural Calculations(2017 ORSC).pdf Page 13 of 49 50'-0• 8_9 8 q'1 2 6._8. f 6'-101/4" 1' CRAWL SPACE VENTING: PROVIDED: MECHANICAL VENTILATION AT A — I RATE EQUAL TO 1 CUBIC FOOT PER MINUTEB FOR EACH 50 SQUARE FEET OF CRAWLSPACE I—THICKENED SLAB; FLOOR AREA.EXHAUST VENTILATION SHALL EDGE TERMINATE TO THE EXTERIOR 1x1 r 1 AREA 1=979 SF I 1 r PROVIDE 19.75 CUBIC FEET I I 1 ----- -- AIR EXCHANGE PER MINUTE 1xJ,f L J L J `I\-- 6x6 PT POST 1" , STHD14RJ I 3r CONC.1 PAHO SLAB ' il 1r, N 1 I 2x4 PONY WALL -o I 4 P T. 4x4 POST �I 1 (BEL BEARING - : a I w 'LL ABOVE) r__-'1y ® __. -I-.,�r.�-_,- oo 1 •co -71®I I J c, 27".SQ R 10"DEEP L._ f w� r -1 r.l n I FTC W/(3)#4I _ ;- 1 - n L�_J GOTT.E.W. " ' L_J L '1 PP,T�CE', FB ff (SmD14R 1 �f- m 2x4 PONY 7 1 N I rx4 PONY WALLr �idii .� f o - -^-yVV2_1.M ' - _ _ mom,1 / I �:ELOW BEARINGL _ ! ¢ 0 I I !TURN.' -.-WALL ABOVE) r! -INSTALL SYSTEM TO ALLOW I < EBOVE _ INSTALL CONTINUOUSLY 1 1 J 2x6 •ONY T i OPERATED MECHANICAL ADEQUATE DRAINAGE AT I, N I - WAL -- I IENTILATION LISTEN -- AT THE CRAWLSPACE CRAWL SPACE I 1 � WIN�®1 _]AREA 11 I STHD14R,1 F , I- Ui STHD14RJ 1 1 1 I 1 I P.T.4x4 1 I STHD -RJ ® ® LJ CB2 P T 6x6 P T.6x6 - POST, TYP. I a V r-, r L x _TYPr 1 r �`l —r U.N.O.- - ,-z •I L- J LJ I 5'-3' I 5' 6y" I. 5.21:. j 5'-2%" 25" 5 6 l I n '2°' . 111 BASEMENT F.F. I I . 1 21 I AT-8'-11Y" 1 N 1 1. in 1. 1-2. 6"II o 1 I' 1 36"SQ.510"DEEP FTC.. I. W/(4)W4 BOTT. E W. { FURNACE T 1 I 113/4 I- STHDi •J ,� F. -113'i 2x6 PONY 1, 0 ABOVE-1-• L WALL 1 „, N a L �7 Dt - I 1 -__ L__- T i 'g 1 I... 24"x30"CRAWL SPACE .® 1.i 11 I I I- 3 6�" ACCESS HATCH I 56.0 II DA I rJ Li o rJ Ll 1 o I EL I (4)2x6 (4)2x6 1 _ 1 I L, r I I I FIRST E.F. INSTALL SYSTEM TO ALLOW 1 �°' 36"SQ.X10"DEEP I I �w 31j'CONQ SLAB FIG W 4 q 1 , rJ AT+0•-0" I - ADEQUATE DRAINAGE AT I .4 /OX JJJ CRAWL SPACE a OVER 4"FREE BOTT. .W I- 2'✓+ I_ ICIP© DRAINAGE MATERIAL FILL 4:31 ,1-1 p Cpl ® I-� n OVER COMPACTED I---T r_-, r--. __I . H -f-B.... I B .—-_-��r �+ VERIFY GARAGE SLAB ,I J L} -J J L4.J L{ . .�J Lq I `V I HEIGHT WITH GRADING PLANT 11. 5_8 }g''- 1 5'_8)i' 5 9)g' S $y" j 5'-8) I� —_ t I a 36"SQ X10"DEEP ® o I FTG W/(4)N4 EEO KEE I I BOTTE.W. ■ 1 I STHD1 •J ® I® I 1 : =Anil I - I.,Igik 3x11}BLOCK OUT I 1 -I �...a... 1 L- ®STEM WALL TYP. 1 a :ft{DI4RJMIMI STHD14RJ I 0 I K Ci-'=„6S6D I I r J ID ® m� I1 INN Nig STHD14RJ STHD14RJ L... 11 _ POR SLAB 5 `�-�„"I- F ___ _ -- III THICKENED SLAB STHD1 RJ EDGE III ®�� 1�STHDI4RJ-0'-7" 11'-6 4'_9" 1QV3 11'-3" ® 5y" 12'_02- Plan 2'-D 20_0 �- 30'-0" Plan 17A-DL 1�4•_,to" FOUNDATION PLAN ALL BEAMS/HORS NOT LABELED ARE 'SIM'IN DESIGN TO BEAMS/HORS WHICH AROSf102.05_RT SF_Suspended Garage_Plan 17A DL-SG_Structural Calculations(2017 ORSC).pdf Page 14 of 49 Title: Job# Dsgnr: ARS Date: 2:24PM, 25 NOV 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Timber Beam & Joist Page 1 15238_riverterrace17 dIecw:celeuletlons Description 17 DL-CRAWLSPACE FRAMING Timber Member Information CB1 CB2 Timber Section 4x8 4x8 Beam Width in 3.500 3.500 Beam Depth in 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 Timber Grade Douglas Fir- Douglas Fir- Larch,No.2 Larch,No.2 Fb-Basic Allow psi 900.0 900.0 Fv-Basic Allow psi 180.0 180.0 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 5.67 4.58 Dead Load #/ft 180.00 210.00 Live Load #/ft 480.00 560.00 Results Ratio= 0.8872 0.6754 Mmax @ Center in-k! 31.83 24.23 = @ X= ft 2.83 2.29 fb:Actual psi 1,038.0 790.2 Fb:Allowable psi 1,170.0 1,170.0 Bending OK Bending OK fv:Actual psi 87.6 77.6 Fv:Allowable psi 180.0 180.0 Shear OK Shear OK Reactions mom: 0 Left End DL lbs 510.30 480.90 LL lbs 1,360.80 1,282.40 Max.DL+LL lbs 1,871.10 1,763.30 @ Right End DL lbs 510.30 480.90 LL lbs 1,360.80 1,282.40 Max.DL+LL lbs 1,871.10 1,763.30 Deflections Ratio OK Deflection OK Center DL Defl in 0.024 -0.012 UDefl Ratio 2,890.7 4,701.3 Center LL Defl in -0.063 -0.031 UDefl Ratio 1,084.0 1,763.0 Center Total Defl in -0.086 -0.043 --- °tion ft 2.835 2.290 UDefl Ratio 1 788.4 1,282.2 15238_2018.02.05_RT SF_Suspended Garage_Plan 17A DL-SG_Structural Calculations(2017 ORSC).pdf Page 15 of 49 Title: Job# Dsgnr: Date: 3:59PM, 18 OCT 17 Description: Scope: Timber Beam & Joist Page 1 L 15238_garage floor framing.ecw: 2015 IBC SEISMIC OVERVIEW SHEET TITLE: 2015 IBCSEISMIC OVERVIEW CT PROJECT#: 15238 17ABD 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= 1.10 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec. Spectral Response Si= 0.50 Figure 1613.3.1(2) Figure 22-2 6. Site Coefficient(short period) Fa= 1.06 Figure 1613.3.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.50 Figure 1613.3.3(2) Table 11.4-2 SMs=Fa*Ss SMs= 1.17 EQ 16-37 EQ 11.4-1 SM,=F,*Si SMi= 0.75 EQ 16-38 EQ 11.4-2 SDs=2/3*SMs SDs= 0.78 EQ 16-39 EQ 11.4-3 Sol=2/3*SMS SD1= 0.50 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 S2o= 3.0 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 l5238_2018.02.05_RT SF_Suspended Garage_Plan 17A DL-SG_Structural Calculations(2017 ORSC).pdf Page 17 of 49 2015 IBC EQUIV.LAT. FORCE SHEET TITLE: 2015 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 CT PROJECT#: 15238 17ABD DL SDs= 0.78 h„ = 30.17(ft) SDI= 0.50 x = 0.75 ASCE 7-10(Table 12.8-2) R= 6.5 Ct= 0.020 ASCE 7-10(Table 12.8-2) IE= 1.0 T= 0.257 ASCE 7-10(EQ 12.8-7) S,= 0.50 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) 0.120 W ASCE 7-10(EQ 12.8-2) Cs=SD,/(T*(R/IE)) (for T<TL) 0.299 W ASCE 7-10(EQ 12.8-3)(MAX.) Cs=(SD1*TL)/(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 S1)/(R/IE) 0.038 W ASCE 7-10(EQ 12.8-6)(MIN.if S1>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.120 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-10 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) Cvx = DIAPHR. Story Elevation Height AREA DL w; w; *h;k w, *hxk DESIGN SUM LEVEL Height (ft) h, (ft) (sqft) (ksf) (kips) (kips) Ew1 *h;k Vi DESIGN Vi Roof --- 30.17 30.17 2120 0.022 46.64 1407.1 0.46 5.62 5.62 2nd 9.09 21.08 21.08 2300 0.028 64.4 1357.6 0.45 5.42 11.04 1st 12.08 9.00 9.00 1120 0.028 31.36 282.2 0.09 1.13 12.16 Bsmt 9.00 0.00 SUM= 142.4 3046.9 1.00 12.16 E=V= 17.03 E/1.4= 12.16 15238_2018.02.05_R1-SF_Suspended Garage_Plan 17A DL-SG_Structural Calculations(2017 ORSC).pdf Page 18 of 49 ASCE 7-10 Part 2 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART; CT PROJECT#: 15238 17ABD DL F-B S-S ASCE 7-10 2015 IBC Ridge Elevation(ft)= 45.00 45.00 ft. Roof Plate Ht.= 30.17 30.17 Roof Mean Ht.= 37.59 37.59 ft. --- --- Building Width= 50.0 53.0 ft. Basic Wind Speed 3 sec.Gust= 110 110 mph Fig. 26.5-1A thru C Figure 1609A-C Exposure= B B Roof Type= Gable Gable PS30 A= 21.6- 21.6 psf Figure 28.6-1 Ps3o B= 14.8 14.8 psf Figure 28.6-1 Ps30c= 17.2 17.2 psf Figure 28.6-1 Ps3o D= 11.8 11.8 psf Figure 28.6-1 A= 1.00 1.00 Figure 28.6-1 Ke= 1.00 1.00 Section 26.8 windward/lee= 1.00 1.00 X*Kit*Iw*windward/lee : 1.00 1.00 Ps =A*Kzt*I*pe3o= (Eq.28.6-1) PsA = 21.60 21.60 psf (Eq.28.6-1) Pse = 14.80 14.80 psf (Eq.28.6-1) Ps c = 17.20 17.20 psf (Eq.28.6-1) Ps D= 11.80 11.80 psf (Eq.28.6-1) Ps A and c average= 19.4 19.4 psf Ps B and D average= 13.3 13.3 psf a= 5 5 Figure 28.6-1 2a= 10 10 width-2*2a= 30 33 MAIN WIND-ASCE 7-10 CHAPTER 28 PART: AreasF-B ( ) Areas(S-S) (F-B) (S-S) Wind(F-B) Wind(S-S) 1.00 1.00 1.00 1.00 10 psf min. 16 psf min. DIAPHR. Story Elevation Height AAA A e c AD AA AB Ac AD wind wind WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft ) per 6.1.4.1 per 6.1.4.1 Vi(F-B) V(F-B) Vi(S-S) V(S-S) 45.00 14.8 0 296.6 0 444.9 0 296.6 0 489.4 Roof --- 30.17 30.17 4.5 90.9 0 136.4 0 90.9 0 150 0 15.5 16.4 15.50 15.50 16.43 16.43 2nd 9.09 21.08 21.08 10.6 211.7 0 317.6 0 211.7 0 349.3 0 8.5 9.0 10.03 25.53 10.58 27.01 1st 12.08 9.00 9.00 10.5 210.8 0 316.2 0 210.8 0 347.8 0 8.4 Bsmt 9.00 0.00 8.9 9.99 35.53 10.54 37.55 AF= 2025 AF= 2147 32.4 34.3 V(F-B)= 35.53 V(S-S)= 37.55 kips kips kips kips 15238_2018.02.05_RT SF_Suspended Garage_Plan 17A DL-SG_Structural Calculations(2017 ORSC).pdf Page 19 of 49 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 17ABD DL MAIN WIND-7-10 CHAPTER 28 PART 1 WindF-B ( ) Wind(S-S) Min/Part 2(Max.) Min/Part 2(Max.) DIAPHR. Story Elevation Hei ht Wind(F-B) Wind(S-S) 9 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 --- 30.17 30.17 0.00 0.00 0.00 0.00 15.50 15.50 16.43 16.43 2nd 9.09 21.08 21.08 0.00 0.00 0.00 0.00 10.03 25.53 10.58 27.01 1st 12.08 9.00 9.00 0.00 0.00 0.00 0.00 9.99 35.53 10.54 37.55 Bsmt 9.00 0.00 V(F-B)= 0.00 V(S-S)= 0.00 V(F-B)= 35.53 V(S-S)= 37.55 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 -- 30.17 30.17 15.50 9.30 9.30 16.43 9.86 9.86 2nd 9.09 21.08 21.08 10.03 6.02 15.32 10.58 6.35 16.21 1st 12.08 9 9 9.99 6.00 21.32 10.54 6.32 22.53 Bsmt 9 0 V(F-B)= 21.32 V(S-S)= 22.53 kips kips 15238_2018.02.05_RT SF_Suspended Garage_Plan 17A DL-SG_Structural Calculations(2017 ORSC).pdf Page 20 of 49 Design Maps Summary Report 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 LEI I SDlfiQOm Bea'vert{7f1 ' 1411,. ,�-� a ilwauie 4:?, ir'' '''''. 1,,,,,,,, .- iiixlake t) wt sus,_ "' b 97, f a ..-- , ,, g , _ C7Ars ,.; ,., Tualatin " ; iC _" R. : _ex28#55 M�Quise '' 'e data " ` �,.MaPQuesY, USGS-Provided Output SS = 0.972 g SMS = 1.080 g SDs = 0.720 g Si = 0.423 g SMS = 0.667 g SD, = 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. MCER Response Spectrum Design Response Spectrum .a 0 St 77 0<; - 3 a ilia X 0 53 # A G.44 0,.7.3 032' 4 22 ra g a11 I'D 0.0v 0.20 0.55 0.00 0.2Z 1, 1.,20 1.50 1C 1...'a0 2 0 00.00 0.20 0.4.E 0.G5. 021= 1.00 1.20...,1.40 t. a L50 2..00 Period,T(sec) Peri d, T'r s Although this information is a product of the U.S. Geological Survey,we provide no warranty,expressed or implied,as to the accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge. 15238_2018.02.05_RT SF_Suspended Garage_Plan 17A DL-SG_Structural CalculationsORSC).pdf O SC).pdf Page 21 of 49 (2017 http://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?template=minimal&latit... 13'3" mosemennammoommat14'-0" 18'-9• 3-7Y2" 5'-8' 5'-9' 3._7)2" I I I I I 1 1 1 r i •D j j o■ . B1a s-o -o s< Bib s-o I of Bic j N. jax-1 j 1 o Tub I I- I B2a 3-0 1-0 F 7-6 O 000 3-0 -0 F 62b CO Bedroom 4 Master Bath r co _. � 6-0 BIPASS 0 a / 3 Master Bedroom to .0 S&P E ! to 7 ill :4;.' ..=.- - `i Bath '� rt a IDR1ER rWASHER •', __HCW Laundry - = i �— Rp S&P 2-8 HC W 5 SHELVES i , g P Xi 6-0 BIPASS ... � III 2-8 I BIFOLD II ._ W.I.C. a r , 5'-11" k. 9y' T-9T-972-' 3'-77z 2-1 y' 3'-13/8" 3P-1072' j 9'_4y" Q 7 357. 2, D rn ° M� Hall s N N m �q JI �---sir 4,72 o S&P N Bedroom 3 ` Viiiiiinalilli m n I OPEN TO BELOW N In6-0 0IPASS 3II LEI= I •• 9,_s7z _117z" / ��� 3-13 5 3, 1 /8" 2'-1/8 3•_8/4 j 4'-27" III_ Bee droom 2 B4a B4b Bonus Room I ! I I I I I I I J i I I I I IIN I I I I I I I I � I I I I I I I I I I I 7'-8Y' 2'_6• 2•_6. 3._3. 5._07. 3._6. 5._OY2. 4-0" 16.-57/ 15'-11)' 2 13'-7• Plan 5017A va -1.-0- TOP FLOOR PLAN l5238_2018.02.05_RT SF_Suspended Garage Plan 17A DL-SG_Structural Calculations(2017 ORSC).pdf Page 22 of 49 A r • 6'-572` 10'-472" 6'-9Y2" ' .9._6�. '�. `i `, B5a 0 5-0 F 3-0 5-0 F B5b I t ! - ____ '--------r f11--I __I . N Linen Stor. Zs.®f 2-8 PATO I Pdtio ;. NcTpd 0 — a 0 ti'V �6 E6a. 3 o s-o:F 6-0�o sL wo a=0 F::Bfib Powder / , 7Y2 r r"1 n ,. �3o 19 , a'-6j" 5'-10" p "' Nook J -� ` w'i. oI I/I-4 - 772 [- .�.' ' a 3_ 4 972" I.i a ,4 n 3-1" f I n Pantry 1 1 :� 2.-2" 2 1" ( 5 SHELVES ' : •- 1 I I ---. -- -— .� __ -;} {{��77 1'-6- 11" N a TOP OF`RNCRETE j I j '—\.1� BASEMENT WALL ' I �11-T ♦ 4 WOOD TREAD—/ DW ' ,I- UL APPROVED DIRECT VENT•I` I1 20 0 ....._.__ FIREPLACE,INSTALL PER MFR.'� MAX RISER 8" 00 (ADD STEPS I D2 e REQ'D BY GRADE) Q O r a.`� Great Room D`p , 12 �C 5 "1 D3 I' J AS le. do © ®0 12"TILE SURROUND W/ I) gPFLICABI - 0 21 TRIM FRAME L- PER SITE C 0 -� ono non `� - j--• i 4 a o M Kitchen PLATFORM®+18" IX.ILl [ -4----4-4----4s ABOVE ADJACENT v GARAGE SLAB • l;> Y 1' 1A1 FURNACE TO BE SIZED m ?^—` - —FLOOR ABOVE yy PER ORSC M1305.1.1 FURN. .I c ill L____ REF :, I o. j - 2-4 HC 12 • . I I I 1 I ...RLT-1 I I I n , 13'_472" ` }'_0" 3'-772" i i2-- 7.-0" 7Y"` 5'-0' r-EY2 1 q S 1-- I. GUARD RAIL 1 -1to UP WITH 6"HIGHI j I 1 ---- '---- 0 CURB AT I :I I .I `" 3-Car Garage ,..)7,-,BOTTOM, TOPI } L -_c) AB WALL FINISH: E"GWBIn ABVNOSING [- a- T TQOS -"CEILING FINISH TA"TYPE 'X'GWB .... �' 1FIRE-TAPE ALL Gina ' ;' OPEN TO f I - D(ningWRAP BEAMS BELOW CEILING LEVEL V0c3 _ __4 A` qg INSULATE FLOOR ABOVE. _ 45Entry I R�y" A8'�p Q 53/" FLOOR h n N ABOVE Y. `; . 3,-972- ♦3,-472" A, 11-71` 5'-772 I [:: .. < IIIr u_ �p o i 22%00i 1,_67z 1 45° V _, _ I ATTIC '''.° / ' :I LACCESSJ —_—_� n Aw o 4 FLOOR',ABOVE—.-1 o AI Den _ •.,. ® I L '31 �"6-k)SHL2 6 61-0 SH 2-616-04311b n♦ 16-0 8-0 SOHD n Pd�rch - ' ^7 CO: 11'-10" n L B r J Floor Above I _ 0 4. ��- el I _ m I., 1VP 1I ROOF ABOVE— ` I ; + DZ W. i ........... -'1 -- i----T L-Th 3— o sr;:4- s�rBi_pt)-_,J I I I MP I • 10'-0" 10'-0" 3'-1072' j 3•_6• j 3'-10}z• 2.-2Y4"; 4'-074 ♦ 20-0" •r A 11.-3" Y 6,-272 12'-6 " 1 i o YZ Plan 1 7A 0 LOWER FLOOR PLAN 1/4"=1'-0' 15238_2018.02.05_RT SF Suspended Garage Plan 17A DL-SG Structural Calculations(2017 ORSC).pdf Page 23 of 49 . i 19_7%" 11 U II 5-103/4" e 6'-10 4" U B 0 50•_0• r., I 31:3". L 6x6 PT POST--},,, 18, 9" 2-11" 13'-7%" i 5'-4" s_6" 5'-10}'2" 4'_24" 3_51/2 7-0" t i, 5'-0" t Y 1 B12a B12b Patio' l i rt i __ ��.__ h UP I, j I I I i P.T. 4x4 ;.� I *n POST Stor. ' __.i B13a I I TYP. c +� _ Stor m . j r I n i 1 B13b '- N • �4 II�624II ` Q `�4 2W� 3)/2" 45' FURN. I �� t 4'_6%" jr Itrj/" A2 it F RETURN AIR GRILLE 1 OVER TOP OF DOOR C7/PACLUBI IS THERE A WAY - TO GET RID OF THESE POSTS? B14q 7.--- Unfinished Basement 1 ( I ® . tititi _ _ „_ti� N I 11-7% ; 10I-5y” I 11'-7%" 3$ }—r _ E— j L BLOCK-OUT AT TOP OF CONCRETE IT 7 6-0 124"x30"CRAWL SPACE - .4., _I ACCESS HATCH DO? 1 a 1 3' 0" e B15e { 16'-4F 30'-0" • SLAB-ON-GRADE ABOVE 'fir CRAWL SPACE -22 n SEE FOUNDATION PLAN r l r „7/ 7 H 1 L 11.--- I L J L_, L it n L- J J • • 11'-3" I" • 13_0. Plan 1 7A-DL I/4"=1,0- BASEMENT FLOOR PLAN 15238_2018.02.05 RT SF Suspended Garage_Plan 17A DL-SG_Structural Calculations(2017 ORSC).pdf Page 24 of 49 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 15238_17ABD DL Diaph.Level: Roof Panel Height= 9 ft. Seismic V i= 5.62 kips Design Wind F-B V i= 9.30 kips Max.aspect= 3.5 Sum Seismic V i= 5.62 ki Min.Lwall= 2.57 ft. Ps Sum Wind F-B V i= 9.30 kips 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 Logy eff. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM R U (sqft) (ft) (ft) (k10 (ki oTM net Usum OTM RorM Unet Usum Unum p) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) E- -xt Al 405 14.5 14.5 1.00 0.15 1.78 0.00 1.07 0.00 1.00 1.00 74 P6TN P6TN 123 9.66 14.19 -0.33 -0.33 15.99 10.51 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 --- 0.00 0.00 0.00 0.00 E- -xt A2a* 181 6.5 10.5 1.00 0.15' 0.79 0.00 0.48 0.00 1.00 1.00 74 P6T-N R6TN 122 4.32 4.611 -0.05 -0.05 77.115 3.411 0.64 0.64 0:64 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- E- -xt A2b* 167 6.0 7.5 1.00 0.15 0.73 0.00 0.44 0.00 1.00 1.00 74 P6TN P6T.N 122 3.98 3.04 0.18 0.18 6.59 2.25 0.81 0.81 0464 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 E- -xt A3 307 11.0 11,0 1.00 0.15 1.35 0.00 0.81 0.00 1.00 1.00 74 P6TN P6TN 122 77.32 8.0717 0.08 -0.08 12.12 6.05 0.59 0.59 0.59 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- E- -xt A4 1060 42.0 42.0 1.00 0.15 4.65 0.00 2.81 0.00 1.00 1.00 67 P6TN P6TN 111 25.28 119.07 -2.27 -2.277 41.85 88.20 1.12 OA2 1.12 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 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 0.00 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 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 0.00 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 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 0.00 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 0.00 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2120 80.0 80.0=L eff. 9.30 0.00 5.62 0.00 >,Vun„d 9.30 EVEQ 5.62 Notes: denotes a wall with force transfer 15238_2018.02.05_RT SF_Suspended Garage_Plan 17A DL-SG_Structural Calculations(2017 ORSC).pdf Page 25 of 49 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 15238 17ABD DL Diaph.Level: 2nd Panel Height= 10 ft. Seismic V i= 5.42 kips Design Wind F-B V I= 6.02 kips Max.aspect= 3.5 Sum Seismic V i= 11.04 kips Sum Wind F-B V i= 15.32 kips Min.Lwall= 2.86 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 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM Rom Unet Usen, OTM Rom Unet Use, Us,,,n (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 A5 681 38.0 38.0 1.00 0.25 1.78 4.65 1.60 2.81 1.00 1.00 116 P6TN P6 169 44.15 162.45 -3.17 -3.17 64.33 120.33 -1.50 -1.50 -1.50 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 A6 349 19.5 19.5 1.00 0.25 0.91 0.00 0.82 0.00 1.00 1.00 42 P6TN P6TN 47 8.22 42.78 -1.83 -1.83 9.14 31.69 -1.20 -1.20 -1.20 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 A7 304 17.0 17.0 1.00 0.25 0.80 0.00 0.72 0.00 1.00 1.00 42 P6TN P6TN 47 7.16 32.51 -1.55 -1.55 7.96 24.08 -0.99 -0.99 -0.99 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 A8 161 9.0- 9.0 1.00 0.25 0.42 0.00 0.38 0.00 1.00 1.00 42 P6TN P6TN 47 3.79 9.11 -0.64 -0.64 4.21 6.75 -0.30 -0.30 -0.30 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 A9a* 128 2.0 5.0 1.00 0.25 0.34 0.74 0.30 0.45 1.00 1.00 376 P3 P3 538 7.52 1.13 4.79 4.79 10.75 0.83 7.44 7.44 7.44 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 A9b* 128 2.0 5.0 1.00 0.25 0.34 0.74 0.30 0.45 1.00 1.00 376 P3 P3 538 7.52 1.13 4.79 4.79 10.75 0.83 7.44 7.44 7A4 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 A9c* 288 4.5 8.5 1.00 0.25 0.75 1.66 0.68 1.00 1.00 1.00 373 P3 P3 536 16.79 4.30 3.26 3.26 24.14 3.19 5.47 5.47 5.47 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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* 117 1.8 4.3 1.00 0.25 0.31 0.66 0.28 0.40 1.00 1.00 375 P3 P3 537 6.76 0.87 5.19 5.19 9.66 0.65 7.96 7.96 7-.96 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 Abbe 144 2.3 4.8 1.00 0.25 0.38 0.85 0.34 0.51 1.00 1.00 369 P3 P3 533 8.49 1.24 4.44 4.44 12.27 0.92 6.95 6.95 6e95 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 2300 96.1 96.1 =L eff. 6.02 9.30 5.42 5.62 1.00 EVwind 15.32 EVEQ 11.04 Notes: * denotes a wall with force transfer 15238_2018.02.05_RT SF_Suspended Garage_Plan 17A DL-SG_Structural Calculations(2017 ORSC).pdf Page 26 of 49 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 15238 17ABD DL Diaph.Level: 1st Panel Height= 8 ft. Seismic V i= 1.13 kips Design Wind F-B V i= 6.00 kips Max.aspect= 3.5 Sum Seismic V I= 12.16 kips Sum Wind F-B V i= 21.32 kips Min.Lwall= 2.29 ft. Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Grid ID T.A. Lwall LDL eff. C 0 w dl V level V abv. V level V abv. 2w/h v i Type T (sgft) (ft) (ft) YPType v i OTM RomUnetUsum OTM RowUnetUs= Usum (kit) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext All 373 11.5 11.5 1.00 0.35 2.00 0.64 0.38 0.44 1.00 1.00 71 P6TN P6 229 6.52 20.83 -1.32 -1.32 21.09 15.43 0.52 0.52 0.52 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- E- -xt Al2 747 24.5 24.5 1.00 0.35 4.00 2.20 0.75 1.53 1.00 1.00 93 P6TN P6 253 18.25 94.54 -3.20 -3.20 49.59 70.03 -0.86 -0.86 -0.86 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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.D 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 0.00 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 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 0.00 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 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 0.00 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 1120 36.0 36.0=L eff. 6.00 2.84 1.13 1.97 EVnd 8.84 EVEQ 3.10 Notes: denotes a wall with force transfer 15238_2018.02.05_RT SF_Suspended Garage_Plan 17A DL-SG_Structural Calculations(2017 ORSC).pdf Page 27 of 49 JOB#: 1523817ABD DL ID: A2ab w dl= 150 p/f V eq 920.0 pounds V1 eq = 478.4 pounds V3 eq = 441.6 pounds V w= 1520.0 pounds V1 w= 790.4 pounds V3 w= 729.6 pounds -� -♦ v hdr eq= 59.4 plf -� A H head = A v hdr w= 98.1 plf 1 v Fdragl eq= 93 F2 eq= 85 A Fdrag1 w= •3 F2 . - 141 H pier= vi eq= 73.6 plf v3 eq = 73.6 p/f 3.0 v/ w= 121.6plf v3w= 121.6plf feet H total = 2w/h = 1 2w/h = 1 9 ♦ Fdrag3 eq= •. F4 et- 85 feet A Fdrag3 w= 153 F4 w= 141 P6TN E.Q. I 2w/h = 1 P6TN WIND H sill = v sill eq = 59.4 p/f 5.0 EQ Wind v sill w= 98.1 plf feet OTM 8280 13680 R OTM 16217 12013 ♦ UPLIFT -569 90 UP sum -569 90 H/L Ratios: L1= 6.5 L2= 3.0 L3= 6.0 Htotal/L = 0.58 Hpier/L1= 0.46 --11 10. Hpier/L3= 0.50 11'L total = 15.5 feet 15238_2018.02.05_RT SF_Suspended Garage_Plan 17A DL-SG_Structural Calculations(2017 ORSC).pdf Page 28 of 49 JOB#: 15238 17ABD DL ID: A9abc w dl= 250 plf V eq 3180.0 pounds V1 eq= 748.2 pounds V3 eq= 748.2 pounds V5 eq= 1683.5 pounds V w= 4570.0 pounds V1 w= 1075.3 pounds V3 w= 1075.3 pounds V5 w= 2419.4 pounds -► --► v hdr eq= 219.3 plf -i ► A H1 head=A v hdr= 315.2 plf H5 head= /C 1 A Fdragl eq= 154.8 Fdrag2 eq= 154.8 Fdrag5 eq= 154.8 Fdrag6 eq= 348.3 1 Fdragl w= - .5 Fdragl , 222.5 Fdrag5 w= • 2.5 Fdrag w= 500.6 A H1 pier= v1 eq= 374.1 plf v3 eq= 374.1 plf v5 eq= 374.1 H5 pier= 5.0 v1 w= 537.6 plf v3 w= 537.6 plf v5 w= 537.61 5.0 feet feet H total= 2w/h= 1 2w/h= 1 2w/h= 1 10.0 V Fdrag3= .,.8 Fdrag=- 154.8 feet A Fdragl w= 222.4746 Fdragl w= 222.5 Fdrag7eq= 4.8 Fdrag8e.- 348.3 P3 E.Q. Fdrag7w= 222.5 Fdrag8w= 500.6 A P3 WIND v sill eq= 219.3 plf H1 sill= v sill w= 315.2 plf H5 sill= 4.0 EQ Wind feet OTM 31800.0 45700.0 4.0 R OTM 13233 14980 feet v v UPLIFT 1348 2230 V Up Sum 1348 2230 H/L Ratios: L1= 2.0 L2= 3.0 L3= 2.0 L4= 3.0 L5= 4.5 Htotal/L= 0.69 40 Hpier/L1= 2.50 10-10.10.10.1 Hpier/L3= 2.50 < L total= 14.5 feet > Hpier/L5= 1.11 0.95 L reduction 15238_2018.02.05_RT SF_Suspended Garage_Plan 17A DL-SG_Structural Calculations(2017 ORSC).pdf Page 29 of 49 JOB#: 15238 17ABD DL ID: A10ab w dl= 250 plf V eq 1530.0 pounds V1 eq = 671.7 pounds V3 eq = 858.3 pounds V w= 2200.0 pounds V1 w= 965.9 pounds V3 w= 1234.1 _______•. pounds -► v hdr eq= 168.1 plf ---0. A H head = A v hdr w= 241.8 plf 1 v_ Fdrag1 eq= 369 F2 eq= 472 Fdrag1 w= ' . 1 F2 .- 678 H pier= v1 eq = 373.2 plf v3 eq = 373.2 plf 5.0 v1 w= 536.6 plf v3 w= 536.6 plf feet H total = 2w/h = 1 2w/h = 1 10 v Fdrag3 eq= s• F4 e.- 472 feet AFdrag3 w= 531 F4 w= 678 P3 E.Q. I 2w/h = 1 P3 WIND H sill = v sill eq = 168.1 plf 4.0 EQ Wind v sill w= 241.8 plf feet OTM 15300 22000 R OTM 9316 6901 v • UPLIFT 731 1844 UP sum 731 1844 H/L Ratios: L1= 1.8 L2= 5.0 L3= 2.3 Htotal/L= 1.10 Hpier/L1= 2.78 ►— 0.4 0.. Hpier/L3= 2.17I. L total = 9.1 feet l5238_2018.02.05_RT SF_Suspended Garage_Plan 17A DL-SG_Structural Calculations(2017 ORSC).pdf Page 30 of 49 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 15238 17ABD DL Diaph.Level: Roof Panel Height= 9 ft. Seismic V i= 5.62 kips Design Wind F-B V i= 9.86 kips Max.aspect= 3.5 Sum Seismic V i= 5.62 kips Sum Wind F-B V i= 9.86 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. Wall ID T.A. Lwall LDL e%. C o w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM ROTMU U (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (Plf) et sum OTM RorM Unet Ileum Unum (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext B 1 a* 186 3.2 5.7 1.00 0.15 0.86 0.00 0.49 0.00 1.00 1.00 154 P6 P6 270 4.44 1.23 1.26 1.26 7.78 0.91 2.71 2.71 2.74 - - 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 Ext B 1 b* 411 7.0 12.0 1.00 0.15 1.91 0.00 1.09 0.00 1.00 1.00 156 P6 P6 273 9.80 5.67 0.65 0.65 17.20 4.20 2.05 2.05 2,06 - - 0 0.0 -0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 Bic* 425 7.3 9.8 1.00 0.15 1.98 0.00 1.13 0.00 1.00 1.00 154 P6 P6 271 10.14 4.83 0.80 0.80 17.79 3.58 2.14 2.14 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 B2a* 125 2.1 9.4 1.00 0.15 0.58 0.00 0.33 0.00 1.00 0.84 188 P6 P6 277 2.98 1.33 1.15 1.15 5.23 0.99 2.96 2.96 2:96 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 82b* 125 2.1 9.4 1.00 0.15 0.58 0.00 0.33 0.00 1.00 0.84 188 P6 P6 277 2.98 1.33 1.15 1.15 5.23 0.99 2.96 2.96 2796 - - 0 0.0 0.0 1.00 `0.00 0.00 0.00 0.00 0.00 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* 254 3.0 8.3 1.00 0.15 1.18 0.00 0.67 0.00 1.00 1.00 224 P6 P4 394 6.06 1.68 1.88 1.88 10.63 1.25 4.02 4.02 4:92 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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* 254 3.0 8.3 1.00 0.15 1.18 0.00 0.67 0.00 1.00 1.00 224 P6 P4 394 6.06 1.68 1.88 1.88 10.63 1.25 4.02 4.02 4,02 - - 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 B4a* 170 2.0 8.0 1.00 0.15 0.79 0.00 0.45 0.00 1.00 0.67 338 P4 P4 395 4.05 1.08 2.23 2.23 7.11 0.80 4.74 4.74 4.74 - - 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 Ext B4b* 170 2.0 8.0 1.00 0.15 0.79 0.00 0.45 0.00 1.00 0.67 338 P4 P4 395 4.05 1.08 2.23 2.23 7.11 0.80 4.74 4.74 4.74 - - 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 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 2120 31.7 31.7=L eff. 9.86 0.00 5.62 0.00 EVwind 9.86 EVE0 5.62 Notes: * denotes a wall with force transfer 15238_2018.02.05_RT SF_Suspended Garage_Plan 17A DL-SG_Structural Calculations(2017 ORSC).pdf Page 31 of 49 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 15238 17ABD DL Diaph.Level: 2nd Panel Height= 10 ft. Seismic V i= 5.42 kips Design Wind F-B V i= 6.35 kips Max.aspect= 3.5 Sum Seismic V i= 11.04 kips Sum Wind F-B V i= 16.21 kips Min.Lwall= 2.86 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 Rum Unet Usum OTM Row Unet Usum Urn (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 B5a* 664 15.0 19.8 1.00 0.25 1.83 3.98 1.56 2.27 1.00 1.00 256 R4 R4 388 38.35 33.41 0.34 0.34 58.13 24.75 2.33 2.33 2:33 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext B5b* 129 2.9 7.7 1.00 0.25 0.36 0.77 0.30 0.44 1.00 0.97 265 P4 P4 388 7.44 2.51 2.21 2.21 11.26 1.86 4.21 4.21 4,24 - - 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 B6a* 94 2.1 9.4 1.00 0.25 0.26 0.58 0.22 0.33 1.00 0.70 352 P4 P4 400 5.51 2.22 2.30 2.30 8.39 1.65 4.71 4.71 4,74- - 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 Ext 96b* 94 2.1 9.4 1.00 0.25 0.26 0.58 0.22 0.33 1.00 0.70 352 P4 P4 400 5.51 2.22 2.30 2.30 8.39 1.65 4.71 4.71 4.74 - - 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 B7 399 9.0 9.0 1.00 0.25 1.10 0.00 0.94 0.00 1.00 1.00 104 P6TN P6TN 122 9.40 9.11 0.03 0.03 11.01 6.75 0.51 0.51 0.51 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 B8 77 2.0 2.0 1.00 0.25 0.21 0.22 0.18 0.16 1.00 0.40 427 P3 P6 216 3.41 0.45 2.22 2.22 4.33 0.33 2.99 2.99 2.99 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 B9 77 2.0 2.0 1.00 0.25 0.21 0.22 0.18 0.16 1.00 0.40 427 P3 P6 216 3.41 0.45 2.22 2.22 4.33 0.33 2.99 2.99 2.99 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 B10a* 91 2.4 5.6 1.00 0.25 0.25 0.58 0.21 0.32 1.00 0.80 278 P4 P4 346 5.34 1.51 2.21 2.21 8.31 1.12 4.15 4.15 4-15 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 B10b* 91 2.4 5.6 1.00 0.25 0.25 0.58 0.21 0.32 1.00 0.80 278 P4 P4 346 5.34 1.51 2.21 2.21 8.31 1.12 4.15 4.15 445 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 B11a* 77 2.0 6.3 1.00 0.25 0.21 0.54 0.18 0.30 1.00 0.80 301 P4 P4 376 4.81 1.42 2.55 2.55 7.53 1.05 4.86 4.86 486 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 B11b* 86 2.3 6.5 1.00 0.25 0.24 0.62 0.20 0.33 1.00 0.92 252 P4 P4 373 4.79 1.68 1.91 1.91 7.72 1.25 3.96 3.96 396 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 B12 421 11.0 11.0 1.00 0.25 1.16 1.19 0.99 0.66 1.00 1.00 150 P6TN P6 214 16.52 13.61 0.28 0.28 23.52 10.08 1.30 1.30 1.30 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 2300 55.2 55.2=L eff. 6.35 9.86 5.42 5.62 EVw;,,d 16.21 EVE0 11.04 Notes: * denotes a wall with force transfer 15238_2018.02.05_RT SF_Suspended Garage_Plan 17A DL-SG_Structural Calculations(2017 ORSC).pdf Page 32 of 49 SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 15238 17ABD DL Diaph.Level: 1st Panel Height= 8 ft. Seismic V i= 1.13 kips Design Wind F-B V i= 6.32 kips Max.aspect= 3.5 Sum Seismic V i= 12.16 kips Sum Wind F-B V i= 22.53 kips Min.Lwall= 2.29 ft. Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall Logy eR. C 0 w dl V level V abv. V level V abv. 2w/h v i Type (sgft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p Of) YP Type v i OTM RO7M Line! Usum OTM Rpm Unet Usum Usum (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) E-xt B12a* 254 15.0 19.8 1.00 0.35 1.43 5.81 0.26 3.83 1.00 1.00 272 P4 P4 483 32.68 46.78 -0.98 -0.98 57.95 34.65 1.63 1.63 4,83 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- 0.00 E-xt B12b* 49 2,9 7.7 1.00 0.35 0.28 1.13 0.05 0.74 1.00 0.97 282 P4 P4 485 6.31 3.52 1.25 1.25 11.25 2.61 3.870.00 .877 3.877 347 - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 Ext B13a* 35 2.1 9.4 1.00 0.35 0.20 0.84 0.04 0.55 1.00 0.70 398 P3 P4 494 4.68 0.3.00 0.00 0.008.30 2.30 4.18 4.18 448 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 Ext 813b* 35 2.1 9,4 1.00 0.35 0.20 0.84 0.04 0.55 1.00 0.70 398 P3 P4 494 4.68 3.11 0.10 10.100 8.300 2.30 4.18 4.18 448 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0. 0 Ext B14** 249 16.5 16.5 1.00 0.35 1.41 1.10 0.25 0.94 1.00 1.00 72 P6TN P6 152 9.52 42.88 2.11 2.1100 20.04 31.76 -0.740.00 0.70.00 0.0074 -0.740.00 .774 -0.74 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- Ext B15** 498 33.0 33.0 1.00 0.35 2.81 2.35 0.50 1.65 1.00 1.00 65 P6TN P6 156 17.21 171.52 -4.77 -4.77 41.29 127.05 -2.65 -2.65 -2.65 - 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 1120 71.6 71.6 =Leff. 6.32 12.07 1.13 8.26 EV,„nd 18.39 >.VEQ 9.39 Notes: * denotes a wall with force transfer ** denotes a concrete shearwall 15238_2018.02.05_RT SF_Suspended Garage_Plan 17A DL-SG_Structural Calculations(2017 ORSC).pdf Page 33 of 49 JOB#: 15238_17ABD DL ID: B1abc w dl= 150 plf V eq 2710.0 pounds V1 eq= 495.5 pounds V3 eq= 1084.0 pounds V5 eq= 1130.5 pounds V w= 4750.0 pounds V1 w= 868.6 pounds V3 w= 1900.0 pounds V5 w= 1981.4 -•. v hdr eq= 98.5 p/f -* pounds A H1 head=Avhdr= 172.7 p/f 1 H5 head= /C V Fdragl eq= 90.1 Fdrag2 eq= 197.1 Fdrag5 eq= 197.1 Fdrag6 eq= 205.5 1 A Fdragl w= - .9 Fdragl A 345.5 Fdrag5 w= %5.5 Fdrag w= 360.3 A H1 pier= v1 eq= 154.9 plf v3 eq= 154.9 plf v5 eq= 154.9 H5 pier= 5.0 v1 w= 271.4 plf v3 w= 271.4 if feet P v5 w= 271.4 3.0 H total= 2w/h= 1 I feet 2w/h= 1 2w/h= 1 9.0 V Fdrag3= •t.1 Fdra.-- 197.1 feet A Fdragl w= 157.9221 Fdragl w= 345.5 Fdrag7eq= •7.1 Fdrag8e.- 205.5 P6 E.Q. I v Fdrag7w= 345.5 Fdrag8w= 360.3 A P6 WIND v sill eq= 98.5 plf H1 sill= v sill w= 172.7 p/f 3.0 EQ Wind H5 sill= feet OTM 24390.0 42750.0 5.0 R OTM 28558 32330 feet V UPLIFT -160 399 V Up Sum -160 399 H/L Ratios: L1= 3.2 L2= 5.0 L3= 7.0 L4= 5.0 L5= 7.3 Htotal/L= 0.33 Hpier/L1= 1.56 1.-11.41.41.1 ` Hpier/L3= 0.71 L total= 27.5 feet Hpier/L5= 0.41 0:95 L reduction 15238_2018.02.05_RT SF_Suspended Garage_Plan 17A DL-SG_Structural Calculations(2017 ORSC).pdf Page 34 of 49 JOB#: 15238_17ABD DL ID: B2ab w dl= 150 p/f V eq 660.0 pounds V1 eq = 330.0 pounds V3 eq = 330.0 pounds V w= 1160.0 pounds V1 w= 580.0 pounds V3 w= 580.0 pounds -_,.. -__). v hdr eq= 35.3 plf --00. •H head = A v hdr w= 62.0 plf 1 : Fdragl eq= 256 F2 eq= 256 Fdrag1 w= -•0 F2 , - 450 H pier= vi eq= 187.1 plf v3 eq = 187.1 plf 5.0 vi w= 276.2 plf v3 w= 276.2 plf feet H total = 2w/h = 0.84 2w/h = 0.84 9 v Fdrag3 eq= .. F4 e.- 256 feet AFdrag3 w= 450 F4 w= 450 P6 E.Q. I 2w/h = 1 P6 WIND H sill = v sill eq= 35.3 plf 3.0 EQ Wind v sill w= 62.0 plf feet OTM 5940 10440 R OTM 23604 17485 • • UPLIFT -1050 -529 UP sum -1050 -529 H/L Ratios: L1= 2.1 L2= 14.5 L3= 2.1 Htotal/L = 0.48 Hpier/L1= 2.38 , 0.1 0. Hpier/L3= 2.38 L total = 18.7 feet 15238_2018.02.05_RT SF_Suspended Garage_Plan 17A DL-SG_Structural Calculations(2017 ORSC).pdf Page 35 of 49 JOB#: 15238_17ABD DL ID: B3ab w dl= 150 p/f V eq 1340.0 pounds V1 eq = 670.0 pounds V3 eq = 670.0 pounds V w= 2360.0 pounds V1 w= 1180.0 pounds V3 w= 1180.0 pounds -� ► v hdr eq= 81.2 p/f --► •H head = A v hdr w= 143.0 plf 1 V Fdrag1 eq= 426 F2 eq= 426 A Fdragl w= 1 F2 • - 751 H pier= v1 eq = 223.3 plf v3 eq= 223.3 plf 6.0 v1 w= 393.3 p/f v3 w= 393.3 plf feet H total = 2w/h = 1 2w/h = 1 10 Fdrag3 eq= • F4 e.- 426 feet A Fdrag3 w= 751 F4 w= 751 P6 E.Q. 2w/h = 1 P4 WIND H sill = v sill eq= 81.2 p/f 3.0 EQ Wind v sill w= 143.0 plf feet OTM 13400 23600 R OTM 18377 13613 v . UPLIFT -335 673 UP sum -335 673 H/L Ratios: L1= 3.0 L2= 10.5 L3= 3.0 Htotal/L = 0.61 Hpier/L1= 2.00 , 0-4 Hpier/L3= 2.00 L total = 16.5 feet 15238_2018.02.05_RT SF_Suspended Garage_Plan 17A DL-SG_Structural Calculations(2017 ORSC).pdf Page 36 of 49 JOB#: 15238_17ABD DL ID: B4ab w dl= 150 plf V eq 900.0 pounds V1 eq = 450.0 pounds V3 eq = 450.0 pounds V w= 1580.0 pounds V1 w= 790.0 pounds V3 w= 790.0 pounds —_•. ---► v hdr eq= 56.3 plf --0- A ►•H head = A v hdr w= 98.8 plf 1 V Fdrag1 eq= 338 F2 eq= 338 • Fdrag1 w= ' 1,3 F2 .- 593 H pier= v1 eq= 337.5 /f 6.0p v3 eq = 337.5 plf v1 w= 395.0 plf v3 w= 395.0 plf feet H total = 2w/h = 0.666667 2w/h = 0.666667 10 v Fdrag3 eq= •: F4 e•-• 338 feet • Fdrag3 w= 593 F4 w= 593 P4 E.Q. 2w/h = 1 P4 WIND H sill = v sill eq= 56.3 p/f 3.0 EQ Wind v sill w= 98.8 p/f feet OTM 9000 15800 R OTM 17280 12800 • . UPLIFT -575 208 UP sum -575 208 H/L Ratios: L1= 2.0 L2= 12.0 L3= 2.0 Htotal/L= 0.63 Hpier/L1= 3.00 0-1 10 0. 1 ► Hpier/L3= 3.00 L total = 16.0 feet 15238_2018.02.05_RT SF_Suspended Garage_Plan 17A DL-SG_Structural Calculations(2017 ORSC).pdf Page 37 of 49 JOB#: 15238_17ABD DL ID: B5ab w dl= 250 p/f V eq 4570.0 pounds V1 eq = 3829.6 pounds V w= 6940.0 V3 eq = 740.4 pounds _� pounds V1 w= 5815.6 pounds V3 w= 1124.4 pounds -'0, v hdr eq= 166.8 Of ---0- •H head = A v hdr w= 253.3 plf 1 V Fdrag1 eq= 1328 F2 eq= 257 Fdrag1 w= 016 F2 .- 390 H pier= vi eq = 255.3 plf v3 eq= 264.1 plf 6.0 vi w= 387.7 p/f v3 w= 387.7 p/f feet H total = 2w/h = 1 2w/h = 0.966667 10 v Fdrag3 eq= . 8 F4 e.- 257 feet AFdrag3 w= 2016 F4 w= 390 P4 E.Q. I 2w/h = 1 P4 WIND H sill = v sill eq = 166.8 plf 3.0 EQ Wind v sill w= 253.3 p/f feet OTM 45700 69400 R OTM 84461 62563 v v UPLIFT -1572 676 UP sum -1732 676 H/L Ratios: L1= 15.0 L2= 9.5 L3= 2.9 Htotal/L = 0.36 Hpier/L1= 0.40 0.1 Hpier/L3= 2.07 L total = 27.4 feet 15238_2018.02.05_RT SF_Suspended Garage_Plan 17A DL-SG_Structural Calculations(2017 ORSC).pdf Page 38 of 49 JOB#: 15238 17ABD DL ID: B6ab w dl= 250 plf V eq 1100.0 pounds V1 eq = 550.0 pounds V3 eq = 550.0 pounds V w= 1680.0 pounds V1 w= 840.0 pounds V3 w= 840.0 pounds _♦ ♦ v hdr eq= 58.8 Of i •H head = A v hdr w= 89.8 plf 1 v Fdrag1 eq= 426 F2 eq= 426 Fdrag 1 w= '.,1 F2 - - 651 H pier= vl eq = 351.1 plf v3 eq= 351.1 plf 6.0 v1 w= 400.0 plf v3 w= 400.0 plf feet H total = 2w/h = 0.7 2w/h = 0.7 10 v Fdrag3 eq= 4 . F4 e.- 426 feet A Fdrag3 w= 651 F4 w= 651 P4 E.Q. 2w/h = 1 P4 WIND Hsill = vsill eq= 58.8 plf 3.0 EQ Wind v sill w= 89.8 plf feet OTM 11000 16800 R OTM 39340 29141 v v UPLIFT -1684 -733 UP sum -2734 -1262 H/L Ratios: L1= 2.1 L2= 14.5 L3= 2.1 Htotal/L= 0.53 Hpier/L1= 2.86 0-1 ►1 0. Hpier/L3= 2.86 O. p L total = 18.7 feet 15238_2018.02.05_RT SF_Suspended Garage_Plan 17A DL-SG_Structural Calculations(2017 ORSC).pdf Page 39 of 49 1 JOB#: 15238_17ABD DL ID: B10ab w dl= 250 plf V eq 1060.0 pounds V1 eq = 530.0 pounds V3 eq = 530.0 pounds V w= 1660.0 pounds V1 w= 830.0 pounds V3 w= 830.0 pounds ♦ v hdr eq= 93.8 plf -- •H head = A v hdr w= 146.9 plf 1 u Fdrag1 eq= 305 F2 eq= 305 A Fdrag1 w= - 7 F2 . - 477 H pier= v1 eq= 276.0 plf v3 eq= 276.0 plf 6.0 v1 w= 345.8 p/f v3 w= 345.8 plf feet H total = 2w/h = 0.8 2w/h = 0.8 10 v Fdrag3 eq= . F4 et- 305 feet • Fdrag3 w= 477 F4 w= 477 P4 E.Q. 2w/h = 1 P4 WIND H sill = v sill eq = 93.8 p/f 3.0 EQ Wind v sill w= 146.9 plf feet OTM 10600 16600 R OTM 14365 10641 1, UPLIFT -370 586 UP sum -370 586 H/L Ratios: L1= 2.4 L2= 6.5 L3= 2.4 Htotal/L = 0.88 Hpier/L1= 2.50 --1 0-4 ► Hpier/L3= 2.50 L total = 11.3 feet ► 15238_2018.02.05_RT SF_Suspended Garage_Plan 17A DL-SG_Structural Calculations(2017 ORSC).pdf Page 40 of 49 JOB#: 15238 17ABD DL ID: B11ab w dl= 250 p/f V eq 1010.0 pounds V1 eq = 469.8 pounds V3 eq = 540.2 pounds V w= 1610.0 pounds V1 w= 748.8 pounds V3 w= 861.2 pounds _♦ v hdr eq= 78.9 plf -- - •H head = A v hdr w= 125.8 p/f 1 V Fdrag1 eq= 312 F2 eq= 359 • Fdrag1 w= -s7 F2 .- 572 H pier= v1 eq= 293.6 plf v3 eq = 255.3 plf 5.0 v1 w= 374.4 plf v3 w= 374.4 plf feet H total = 2w/h = 0.8 2w/h = 0.92 10 . Fdrag3 eq= F4 e.--- 359 feet A Fdrag3 w= 497 F4 w= 572 P4 E.Q. 2w/h = 1 P4 WIND H sill = v sill eq = 78.9 p/f 4.0 EQ Wind v sill w= 125.8 p/f feet OTM 10100 16100 R OTM 18432 13653 v • UPLIFT -723 212 UP sum -723 212 H/L Ratios: L1= 2.0 L2= 8.5 L3= 2.3 Htotal/L = 0.78 Hpier/L1= 2.50 0-4 ► ► Hpier/L3= 2.17 L total = 12.8 feet ► 15238_2018.02.05_RT SF_Suspended Garage_Plan 17A DL-SG_Structural Calculations(2017 ORSC).pdf Page 41 of 49 JOB#: 15238 17ABD DL ID: B12ab w dl= 350 p/f V eq 4880.0 pounds V1 eq = 4089.4 pounds V w= 8650.0 pounds V1 w= 7248.6 pounds V3 V3 w weq == 1401.4 790.6 pounds pounds -► -♦ v hdr eq= 178.1 plf -► A H head = A v hdr w= 315.7 plf 1 V Fdrag1 eq= 1418 F2 eq= 274 A Fdragl w= •13 F2 .- 486 H pier= v1 eq = 272.6 plf v3 eq = 282.0 plf 6.0 v1 w= 483.2 plf v3 w= 483.2 p/f feet H total = 2w/h = 1 2w/h = 0.966667 8 v Fdrag3 eq= 8 F4 e.- 274 feet A Fdrag3 w= 2513 F4 w= 486 P4 E.Q. I 2w/h = 1 P4 WIND H sill = v sill eq= 178.1 plf 1.0 EQ Wind v sill w= 315.7 plf feet OTM 39040 69200 R OTM 118245 87589 • UPLIFT -3212 -746 UP sum -4944 -70 H/L Ratios: L1= 15.0 L2= 9.5 L3= 2.9 Htotal/L= 0.29 Hpier/L1= 0.40 0-4 10. Hpier/L3= 2.07 L total = 27.4 feet 15238_2018.02.05_RT SF_Suspended Garage_Plan 17A DL-SG_Structural Calculations(2017 ORSC).pdf Page 42 of 49 JOB#: 15238 17ABD DL ID: B13ab w dl= 350 p/f V eq 1180.0 pounds V1 eq = 590.0 pounds V3 eq = 590.0 pounds V w= 2080.0 pounds V1 w= 1040.0 pounds V3 w= 1040.0 pounds -♦ -� v hdr eq= 63.1 plf --► A H head = A v hdr w= 111.2 plf 1 V Fdragl eq= 457 F2 eq= 457 A Fdragl w= :06 F2 .- 806 H pier= v1 eq = 401.4 plf v3 eq = 401.4 plf 6.0 v1 w= 495.2 plf v3 w= 495.2 p/f feet H total = 2w/h = 0.7 2w/h = 0.7 8 feet y Fdrag3 eq= '. F4 e•-• 457 Fdrag3 w= 806 F4 w= 806 P3 E.Q. I 2w/h = 1 P4 WIND H sill = v sill eq= 63.1 plf 1.0 EQ Wind v sill w= 111.2 plf feet OTM 9440 16640 R OTM 55076 40797 • UPLIFT -2712 -1435 UP sum -5446 -2697 H/L Ratios: L1= 2.1 L2= 14.5 L3= 2.1 Htotal/L= 0.43 Hpier/L1= 2.86 , 0-4 04 Hpier/L3= 2.86 L total = 18.7 feet 15238_2018.02.05_RT SF_Suspended Garage_Plan 17A DL-SG_Structural Calculations(2017 ORSC).pdf Page 43 of 49 180 Nickerson St. CT ENGINEERING Suite 302 c � I N C. Seattle,WA Project: J S 1 — V S P. GAIIAG ej 98109 Date: (20Gj 28$•4512 Client: FAX: Page Number: (206)285-0618 LA 't - GF►Gt SLR tl` CoLC, TON'I hl 6 Sucks 1 6A1). ' 1. .ot)(2-09 C 9/t2`)CM pt4' ) 2A,von VGAt 0.12.0 144th 4 CO.12o 1( Zo OOU N) 2/i00/+ 60 it SAY Pit %At(Mawnt,t 'bp, Per GAILAGf 15238_2018.02.05_RT SF_Suspended Garage_Plan 17A DL-SG_Structural Calculations(2017 ORSC).pdf Page 44 of 49 Structural Engineers Table I. Recommended Allowable Design Values for APA Portal Frame Used on a Rigid-Base Minimum Width Maximum Height Allowable Design(ASD)Values per Frame Segment (in.) (ft) Shearl°'0(lbf) Deflection(in.) Load Factor 16 8 850 (1190 WIND) 0.33 3.09 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 1001 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 f2 to 18'rough width of opening /per wind design min 1000 lbf for single or double portal t on both sides of opening t �. opposite side of sheathing Pony ,■I wall I height .1 " x Chir:.3 x 11-1/4 ne:header *1 /Fasten top plate to header % with two rows of 16d tee Header not allowed �''" sinker rails at 3"o.c,typ ew -Fasten sheathing to header with 8d common or is • 12 galvanized box nails at 3"grid pattern as shown ;Min.3/8"wood structural max ai panel sheathing total Header to jack-stud strap per wind design. wall • Min 1000 lbf on both sides of opening opposite • height side of sheathing. I � ej i. If needed,panel splice edges \ shall occur over and be • 10 `Min.double 2x4 framing covered with min 3/8" nailed to common blocking• g max thick wood structural panel sheathing with :_ _ ! within middle 24"of portal height 8d common or galvanized box nails at 3"o.c. j height.One row of 3"o.c. • 1 in all framing(studs,blocking,and sills)typ. nailing is required in each panel edge. Min length of panel per table 1 -- - -Typical portal frame � \�� F� r� construction Min(2)3500 lb strap-type hold-downs ▪ ;; (embedded into concrete and nailed into framing) Min double 2x4 post(king P and jack stud).Number of . Min reinforcing of foundation,one#4 bar es o f r, jack studs per IRC tables i /1 top and bottom of footing.Lap bars 15"min. �° LR502.5)1)&(2). i .,1 • % � .41 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_2018.02.05_RT SF_Suspended Garage_Plan 17A DL-SG_Structural Calculations(2017 ORSC).pdf Page 45 of 49 C T E N G I N E E R I N G 180 Nickerson St, Suite 302 A Project: ,- -l70-71136, / .✓RA- Lk4A6L TJlQioL- Date: 98109 Q� q (206)285-9512 Client: 2_5 , ,3,2, ( ► Page Number: (206)285-0618 ( ‘5.521-0 617 D, fSVI , : P vi-7--Aj (-1-a/L) At. '' ® 0 i c / .,, ,, l -71 A1/5,l ® . / g`` x C(.`` �Zlf k t2 ' P 6AR.�---w��K �R • ?Q M 64- 2-0 )-,77v - 85114/12,,i 7 r - J of _ 0X,0.2 _ -, _ 9.3 6 ;,,, 4.-z-- (0(0:6/6(7) 0- 312 (r ( 06 SZ3‘)LiZ) \I n �z oR 000 i - '&-5-1_t3 N „ t))(,7)&01) Ce .— ,4Z 66 bolo- Y• ili, q;, (s )ii-, r ep))11W' ) �( 5f i 0 X Ccs w (2' 4- Oi_ ©. 6.5utV, 12,,oz L3/ ¢") )\z. °t4-4-- l 1 U"D'N6., Ae '� a'l't A= 41-,5`I a���(, >��V JY 5 �� SI L P) 1 NG... 15238_2018.02.05_RT SF_Suspended Garage_Plan 17A DL-SG_Structural Calculations(2017 ORSC).pdf Page 46 of 49 Structural Engineers Title: Job# Dsgnr: ARS Date: 2:39PM, 25 NOV 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Square Footing Design Page 1 . 15238 nverterrace 17 dl.ecw:Calculations "'.:r ... "ii✓x r.rw rr":"gnu"""""ss_ ,h�✓xccNary/.-, r' YY'a5/.,.. —uAiHI�ff��N'�Y✓ins,iu�>mrisir,'.q-,✓�XwN^ Sffi,R�f/�'Y/ "...li..F Description 17 DL- FTG F1 [General Information Dead Load 1.000 k Footing Dimension 1.500 ft Live Load 2.700 k Thickness 10.00 in Short Term Load 0.000 k #of Bars 2 Seismic Zone 3 Bar Size 4 Overburden Weight 0.000 psf Rebar Cover 3.250 Concrete Weight 150.00 pcf f c 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 i Reinforcing Rebar Requirement Actual Rebar"d"depth used 6.500 in As to USE per foot of Width 0.216 in2 200/Fy 0.0033 Total As Req'd 0.324 in2 As Req'd by Analysis 0.0002 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 1,769.44 psf Vu:Actual One-Way 2.27 psi Allow Static Soil Pressure 2,000.00 psf Vn*Phi:Allow One-Way 85.00 psi Max.Short Term Soil Pressure 569.44 psf Vu:Actual Two-Way 16.97 psi Allow Short Term Soil Pressure 2,000.00 psf Vn*Phi:Allow Two-Way 170.00 psi Alternate Rebar Selections... Mu :Actual 0.52 k-ft/ft 2 #4's 2 #5's 1 #6's Mn*Phi:Capacity 7.42 k-ft/ft 1 #7's 1 #8's 1 #9's 1 #10's 15238_2018.02.05_RT SF_Suspended Garage_Plan 17A DL-SG_Structural Calculations(2017 ORSC).pdf Page 47 of 49 Title: Job# Dsgnr: ARS Date: 2:49PM, 25 NOV 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Square Footing Design Page 15238 nverterrace_17 dl ecw:Calculatrons .,.- ,.rrarz,.e_ e,.-.:N��,.:Ha., ,v,:, .Y:; ,,.�vz;,,., r-:�.-�.,.,.�o.-e:;i�a�t;;:v;��✓zi,:.. - ,,...e,,,,,,,,,e;; ,�"a ':".;a Description 17 DL- FTG F2 General Information Dead Load 2.970 k Footing Dimension 2.500 ft Live Load 7.920 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 f c 2,500.0 psi LL&ST Act Separately FY 60,000.0 psi Load Duration Factor 1.000 Column Dimension 5.50 in Allowable Soil Bearing 2,000.00 psf LReinforcing 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 0.540 in2 As Req'd by Analysis 0.0007 in2 Min Allow%Reinf 0.0014 Min.Reinf%to Req'd 0.0014 % Footing OK 2.50ft square x 10.0in thick with 3-#4 bars Max.Static Soil Pressure 1,867.40 psf Vu:Actual One-Way 18.40 psi Allow Static Soil Pressure 2,000.00 psf Vn*Phi:Allow One-Way 85.00 psi Max.Short Term Soil Pressure 600.20 psf Vu:Actual Two-Way 50.39 psi Allow Short Term Soil Pressure 2,000.00 psf Vn*Phi:Allow Two-Way 170.00 psi Alternate Rebar Selections... Mu :Actual 1.56 k-ft/ft 3 #4's 2 #5's 2 #6's Mn*Phi:Capacity 6.71 k-ft/ft 1 #7's 1 #8's 1 #9's 1 #10's 15238_2018.02.05_RT SF_Suspended Garage_Plan 17A DL-SG_Structural Calculations(2017 ORSC).pdf Page 48 of 49 Title: Job# Dsgnr: Date: 4:03PM, 18 OCT 17 Description: Scope: Square Footing Design Page 1 15238 Description garage floor framing.ecw.Calculations TYP GARAGE FTG [-General Information w� rrs �..,�,.�. Dead Load 2.300 k Footing Dimension 2.000 ft Live Load 3.000 k Thickness 10.00 in Short Term Load 0.000 k #of Bars 3 Seismic Zone 3 Bar Size 4 Overburden Weight 0.000 psf Rebar Cover 3.250 Concrete Weight 150.00 pcf fc 2,500.0 psi LL&ST Act Separately Fy 60,000.0 psi Load Duration Factor 1.000 Column Dimension 3.50 in Allowable Soil Bearing 2,000.00 psf Reinforcing Rebar Requirement Actual Rebar"d"depth used 6.500 in As to USE per foot of Width 0.216 in2 200/Fy 0.0033 Total As Req'd 0.432 in2 As Req'd by Analysis 0.0004 in2 Min Allow%Reinf 0.0014 Min.Reinf%to Req'd 0.0014 % Summary Footing OK 2.00ft square x 10.Oin 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 Mu :Actual Alternate Rebar Selections... 0.82 k-ft/ft 3 #4's 2 #5's 1 #6's Mn*Phi:Capacity 8.30 k-ft/ft 1 #7's 1 #8's 1 #9's 1 #10's 15238_2018.02.05_RT SF_Suspended Garage_Plan 17A DL-SG_Structural Calculations(2017 ORSC).pdf Page 49 of 49 B6 MAIN-Quick Beam PACIFIC LUMBER &TRUSS CO. Page 1 Project: unnamed 16:05:44 12/02/15 Job: Designed by: KAMI HENDERSON Client: Checked by: Input Data Check of 5 1/2"x11 7/8"30F-2.1 E-Balanced Layup-APA IJC-SP V Left Cantilever: None Main Span: 11' Right Cantilever: None Check for repetitive use? No Tributary Width:0' Slope:0 Dead Load:0 psf Live Load:0 psf Snow Load: 0 Allow.LL Deflection: L/360 Allow.TL Deflection:L/240 DOL: 1.000 (3 in Maximum) Eb:2100000 psi F,:270 psi Fb:3000 psi User Defined Loads Load Case Load Distance(s)to Load Load at Load at Type Start Length Start End ft ft plf plf Floor Live Uniform 0' 11' 390 Floor Live Uniform 0' 8' 442 Floor Live Concentrated 8' 6417 Design Checks Reaction Bending-X Shear LL Defl. TL Defl. lb psi psi in in Max.Value 8097.73 2106.84 175.06 -0.2961 -0.2961 Allowable 22385 3000 270 0.3667 0.55 %of Allow. 36 Mi' 70 V 65 V 80 V 53 V Location 11' 7'4-5/8" 9'9-3/8" 5'9-1/32" 5'9-1/32" Reactions and Bearing Support Location Min.Bearing Reaction ft in lb 0' 1.525 6145.27 11' 2.01 8097.73 Self-weight of member is not included. Member has an actual/allowable ratio in span 1 of 80 V%. Design is governed by live load deflection. Governing load combination is Dead+Floor Live. Maximum hanger forces:6145.27 lb(Left)and 8097.73 lb(Right). Timber design is governed by NDS 1997. Program Version 9.1-5/11/2005 BM12-Quick Beam PACIFIC LUMBER&TRUSS CO. Page 1 Project: unnamed 07:15:38 11/03/15 Job: Designed by: KAMI HENDERSON Client: Checked by: Input Data Check of 3 1/2"x16"30E-2.1E-Balanced Layup-APA IJC-SP Il Left Cantilever:None Main Span: 11'6" Right Cantilever:None Check for repetitive use? No Tributary Width:0' Slope:0 Dead Load:0 psf Live Load:0 psf Snow Load: 0 Allow.LL Deflection:L/360 Allow.TL Deflection:L/240 DOL:1.150 (3 in Maximum) Eb:2100000 psi Fv:270 psi Fb:3000 psi User Defined Loads Load Case Load Distance(s)to Load Load at Load at Type Start Length Start End ft ft plf Plf Snow Condition 1 Uniform 0' 11'6" 121 Snow Condition 1 Uniform 0' 11'6" 271 Snow Condition 1 Concentrated 4' 9333 Design Checks Reaction Bending-X Shear LL Defl. TL Defl. lb psi psi in in Max.Value 8340.74 2428.95 207.006 -0.2409 -0.2409 Allowable 14245 3450 310.5 0.3833 0.575 %of Allow. 59 kit. 70✓ 67✓ 62✓ 41 1 Location 0' 4' 1'6-3/4" 5'4-11/16" 5'4-11/16" Reactions and Bearing Support Location Min.Bearing Reaction ft in lb 0' 3.253 8340.74 11'6" 2.145 5500.26 Self-weight of member is not included. Member has an actual/allowable ratio in span 1 of 70 1%. Design is governed by bending fb/Fb. Governing load combination is Dead+Snow Condition 1. Maximum hanger forces:8340.74 lb(Left)and 5500.26 lb(Right). Timber design is governed by NDS 1997. Program Version 9.1-5/11/2005 J2 BASEMENT th. Roseburg 12-2-15 1:15pm A Forest Pr xlucts 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 'll. {„F 1r / / / P16 0 0 12 0 0 28 0 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 5.500" 1.750" 456# -- 2 16' 0.000" Wall DFL Plate(625psi) 3.500" 3.500" 1201# -- 3 28' 0.000" Wall DFL Plate(625psi) 5.500" 1.750" 336# -20# Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 357#(268p1t) 100#(75p1f) 2 924#(693p1f) 277#(208p1f) 3 277#(208plf) 59#(44p1f) Design spans 15' 7.375" 11' 7.375" 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 1498.'# 2820.'# 53% 6.63' Odd Spans D+L Negative Moment 1710.'# 2820.'# 60% 16' Total Load D+L Shear 650.# 1220.# 53% 15.99' Total Load D+L End Reaction 456.# 1220.# 37% 0' Odd Spans D+L Int.Reaction 1201.# 1775.# 67% 16' Total Load D+L TL Deflection 0.3042" 0.7807" L/615 7.41' Odd Spans D+L LL Deflection 0.2456" 0.3904" L/762 7.41' Odd Spans L Control: Max Int.React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All product names are trademarks of their respective owners KAMI L HENDERSON EWP MANAGER Copyright(C)2015 bSimpson 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 BEAVE RTO N,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 MAIN 12-2-15 Roseburg 3:52pm A Forest Products Con-wain 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 T T 18 1 0 O 18 1 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" 632# -- 2 18' 1.000" Wall DFL Plate(625psi) N/A 1.750" 632# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 486#(365p1f) 146#(109p1f) 2 486#(365plf) 146#(109plf) Design spans 18' 2.750" 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 2880.'# 7280.'# 39% 9.04' Total Load D+L Shear 632.# 2840.# 22% 0' Total Load D+L TL Deflection 0.2878" 0.9115" L/760 9.04' Total Load D+L LL Deflection 0.2214" 0.4557" L/988 9.04' 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 Strong-Tie Copyright(C)2015 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design BEAVERTON,OREGON must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifcations. 503-858-9663 J7 MAIN 12-2-15 C,Roseburg 3:53pm .i Forest Products Com am 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 T T 16 1 0 16 1 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" 563# -- 2 16' 1.000" Wall DFL Plate(625psi) N/A 1.750" 563# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 433#(325p1f) 130#(97p1f) 2 433#(325p1f) 130#(97p1f) Design spans 16' 2.750" Product: 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 2283.'# 3640.'# 62% 8.04' Total Load D+L Shear 563.# 1420.# 39% 0' Total Load D+L TL Deflection 0.3438" 0.8115" L/566 8.04' Total Load D+L LL Deflection 0.2644" 0.4057" L/736 8.04' Total Load L Control: LL Deflection DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All product names are trademarks of their respective owners KAM I L HENDERSON EWP MANAGER Strong'=rie Copyright(C)2015 by Simpson Strong-Te Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design BEAVERTON,OREGON must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. 503-858-9663