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Specifications (18) vC & - cwty? 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 p Pp- Single—Family �� IPNR Plan 17B DL—SG11111 Tigard, OR ,REG � '�N W��. �k� ��£S 22T G191�� 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 P h: 425.454.7130 Fax: 425.646.0945 15238_2018.01.22_RT SF_Suspended Garage_Plan 17B DL-SG_Structural Calculations(2017 ORSC).pdf Page 1 of 49 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 17B 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_2018.01.22_RT SF_Suspended Garage_Plan 17B DL-SG_Structural Calculations(2017 ORSC).pdf Page 3 of 49 O VP F • (2)2410 HDR (2)2%10 HDR 1 RBB2 1111, . 9 -•I, - - - ;_i0O i • : I U U U U U I,I U CO} (3)2x10 HDR (3)2x10 HER '3 2x10 HDR I / 6r \ n n n nGT 1'1.::..:n... ..n.... C.�............. _ :,1. .. :r.: ' RBB1 . 7 :/ „T,. ` • _c / _............ _........._.... -C CJ G i r • o� • k f { ,\ �.. , �..� � � 122"x30" � . F• - :...._._..__1_..:..:.:.:..:..._:.:.5..._...:._. . I ATTIC •111..111."- -,-;—=‘-=,' _ __ --C__ _ ii ";1;":":':";:;';';':':":1;::";'::::'.r.';; .................c', .,_. _0.::a: t • 2 /Eh 1 . a o <\ .-C S . ,59:1.: `____ is I a / IL \`\ I 2 / \ S9 I 1 U U U U\ ..5E-- H. L. LJ I U U I I--i••,. GT -\ ` (2)2410 HJR(2)2X10 HDR(2)2X1C HDR .�_i / 02 4 O \ 0 a 02 S91 -(/ S.L,I) 2 49.1REP H :: :: t.................._.... MIN.HDR.I.MIN.HDR ............ • GABLE D TRUSS L i _ J © 0 :. .....,MIN. HD_R....: MIN.H�F�,—Iy11N. I Ur GABLE 4,10 TRUSS L- 1 J 59.) ALL BEAMS/HDRS NOT LABELED ARE 'SIM' IN DESIGN TO BEAMS/HDRS WHICH ARE LABELED Plan 1 7B ROOF FRAMING PLAN 1,4"=1,0" 15238_2018.01.22_RT SF_Suspended Garage_Plan 17B DL-SG_Structural Calculations(2017 ORSC).pdf Page 4 of 49 Title: Job# Dsgnr: ARS Date: 2:42PM, 24 NOV 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Timber Beam & Joist Page 1 15238 nverterrace 17 dLecw:Calculations el Description 17B DL-ROOF FRAMING Timber Member Information Awl RBB1 RBB2 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 ii Span ft 6.00 5.00 Dead Load #/ft 296.00 53.00 Live Load #/ft 494.00 88.00 Results Ratio= 0.5667 0.1149 mamma; `. Mmax @ Center in-k 42.66 5.29 @ X= ft 3.00 2.50 fb:Actual psi 664.8 123.6 Fb:Allowable psi 1,173.0 1,075.3 Bending OK Bending OK fv:Actual psi 63.5 13.3 Fv:Allowable psi 172.5 172.5 Shear OK Shear OK Reactions 3p6'r,,, f. '.,,,A#X'. '.5'..yw' "i:p•• ',s ... iy,.. ... TW„ <:..„a, 3aYmA"k. �,.:`:�' @ Left End DL lbs 888.00 132.50 LL lbs 1,482.00 220.00 Max.DL+LL lbs 2,370.00 352.50 @ Right End DL lbs 888.00 132.50 LL lbs 1,482.00 220.00 Max.DL+LL lbs 2,370.00 352.50 Deflections Ratio OK Deflection OK -:s,"5,e h'fA .. ',dNHE#HN-.=w.a�ss.'�GAJcG;.;6: rtl, IN.. ,_.ro:t.cn'::." Y.,,.•. b' Center DL Defl in -0.022 -0.003 UDefl Ratio 3,218.6 20,707.7 Center LL Defl in -0.037 -0.005 UDefl Ratio 1,928.5 12,471.7 Center Total Defl in -0.060 -0.008 Location ft 3.000 2.500 L/Defl Ratio 1,205.9 7,783.8 15238_2018.01.22_RT SF_Suspended Garage_Plan 17B DL-SG_Structural Calculations(2017 ORSC).pdf Page 5 of 49 6X6 9 6X6 S9.1 E 1 __ 4X12 DR m n N -A111111 .421. ®o w sTHD141Q11 _ 2 2x10 HDR (2 2x10 H R . 1 ER N- - ,I FMD FIXT C. o. TURF I ABb - �o" 0 A iali Z ? ._H STHD74RJ �d:h�` 5THD14RJ :1- �� r'' V4 — I F6 i GT BOVE2 2X11 HER ) ��.......................1 -GT p'9.•, ,Hz e • A®o ) ,z zx1 o H R (2)2'10 HDR ROOF TRUSSES% AT 24"O . ABOVE FRAMINp I I '- I I 1p TO GT SIM. _ CO Iry Q ABO � 3 'B3 I i 59.0 —-— ISTHC I4RJ I FIXTURE I f __ ABOVE 1 _. STHD14RJ III 1 / I r.:',1 z II/. 2x LEDGER =__ _� • -FIXTU'ES i i P6 LLLcoo -----� ABO — m ml m m I I L'-',„ ADD 2x10 TV B_KG 12x4 FRAMING �I` -- I I .,,.< ®+25"AEF. ',l AT 4"O.C. '-x oIGT FBI a' i i ® GT FBI I I IN 1 i0 v E l_ 7 STHD14RJ 1 I 0 F �F ;i t � 1 T Fe 1 BEA6 BFB .....6X65J¢XME BIG BEAM -B 59. 4 Buz ' exm� tm--RiM Houz ® FB5 -B4 U r i BEf�RIN3 WAL BEARING WALL I HUC)610-SDS 59.0 1 STAIR 1 1'o 1 47) o FRAMING o 5162 _ _ S�x21 GLB HDR ....!3.... _ S9'_ O - Imo' • II r 3/.5"1 T- FB1 _c Ineon lIlT i 1 1 ROOF TRUSS_ _ '� p HGU5550/10� I ,L GT AT T24"RU O.C. tYJ GT G ;,4 5)¢X16 IG BEAM FBFBI SB GT ABOVE ABOVE FRAMING LV m _—_—_— ABOVE ABOVE ABO . �11 IG,R -L_ _-- m II' STHDI4RJ II ILd I iI 11 N 1 i N vwv�� t - fl t o l i x - --j 0 4' .41' X1-31HD'„ CI I� x I I �' ::.-.,,-.4 v - 1 I 1 I o F- t Lj 2 2X10 HDR 2X10 hD w O R -� 1 I < I a 'STH014 PB14 ; j� ,A1, 1pal10 -u- 333X10 BIG BEAM HDR © t o �® Q INTI u u U V� u U < ® m ,,-., m:_ I J m �� ,6,,,, w SIM. o e oa w t STHDI4RJ ® 5THD14RJI :A + PB1 1 it J 4-HI I 2x10141I __ BEARING WALL ABOVE(250 PLF) a ' ;yF,„ :.1'.1 —_ • GABLE "I TRUSS R10 HUH 6X6 •1. 6X6 STHD14ljJ 6 STHDI4RJ L S1.2 } 9 S9.1 FRAMING PLAN& Plan 1 7B UPPERFLOOR FRLOOR SHEAR PLAN 1/4"=1'-0' ALL BEAMS/HDRS NOT LABELED ARE 'SIM'IN DESIGN TO BEAMS/HDRS WHICH ARE LABELED 15238_2018.01.22_RT SF_Suspended Garage_Plan 17B 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 • ;.:mak,• '. •,d�#".?ii.:r' li,,,,",,, ;..inyR,�'ea �x .: ,n., ,.,<..,. .:_.��i td'•a�idywsoYo,..,.., ,,,,u", - ,_.: �✓,�w: Description 5017 ABD- UPPER FLOOR FRAMING (1 OF 3) Timber Member Information FB2** FB3 FB4 FB5 FB6 FB7*** Timber Section Prllm:3.5x16.0 2-2x8 Pdlm: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,LSL 1.55E Hem Fir,No.2 level,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 LCenter Span Data i Span ft 14.50 3.00 13.00 5.50 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 158.00 Live Load #/ft 113.00 Start ft End ft 7.250 Point#1 DL lbs 3,500.00 LL lbs 5,833.00 @ X ft 7.250 Results Ratio= 0.6994 0.4573 0.5366 0.0863 0.3360 0.9521 Mmax @ Center in-k 242.84 12.26 292.79 29.95 10.36 380.17 @ X= ft 7.25 1.50 6.50 2.75 2.25 7.25 fb:Actual psi 1,626.2 466.4 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 Reactions t @ 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 -0.002 -0.013 -0.147 UDefl Ratio 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 UDefl 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 L/Defl 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_2018.01.22_RT SF_Suspended Garage_Plan 17B 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 50t7abd.ecw:Calculations Description 5017 ABD- UPPER FLOOR FRAMING (2 OF 3) Timber Member Information 1. 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 6.000 4.000 End ft 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 2,169.00 LL lbs 3,616.00 @ X ft 9.000 Cantilever Span 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 69.86 1 5�,a: 18.47 .., 46.88 „398.51 396.40 ,� Mmax Center in-k'' 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 fv: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 @ 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 @ 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_2018.01.22_RT SF_Suspended Garage_Plan 17B 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 w Timber Beam & Joist Page 2plan 5017 abd.ecw: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_2018.01.22_RT SF_Suspended Garage_Plan 17B 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 r ,:;.avia,,,,,vi.. ✓H'dr,ai,�,.;s»_. a,«.,,":<s�.:P3Fr�Irld.�0� - �19HO ."r,r,' .��,�i� Description 5017 ABD-UPPER FLOOR FRAMING (3 OF 3) Timber Member Information FB14*** FB15A/FB15B*** FB15D*** FB16 Timber Section Palm:3.5x16.0 Prllm:5.25x16.0 Prllm: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 @ X ft 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 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 fv:Actual psi 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 s @ 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 be i§' j 01.22_RT SF_Suspended Garage_Plan 17B DL-SG_Structural Calculations(2017 ORq8Nlif 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:Calculations ..;ae, �ruH•., ua��ri ,a�s:,o.. .xis. ,3 / .-.. .,.., 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_2018.01.22_RT SF_Suspended Garage_Plan 17B DL-SG_Structural Calculations(2017 ORSC).pdf Page 11 of 49 P.T. 6x6 POST AK N U V �O �__ _ l 1 r--t--r-,—r--t- ,...........�...........�...... m ?wt-\,.,i I - iia P.T.4x4 POST .._. HDR HDR _ STAIR P.T.2x I LEDGER i _i i FRAMING BE RING, 1'I �� ,,,.., I l„,-- f- I__ - LL__1L JL_ �I m� ................... ALL �I �i Y .. '11 i.- M m I I t -1-- I 11 I 1 1 1 I C., 1111111 -E0. I SEE FOUNDATION PLAN FOR FIRST FLOOR FRAMING IN CRAWLSPACE ALL BEAMS/HDRS NOT LABELED ARE 'SIM' IN DESIGN TO BEAMS/HORS WHICH ARE LABELED MAIN FLOOR FRAMING PLAN & Plan 17 DL BASEMENT FLOOR SHEAR PLAN 15238_2018.01.22 RT SF Suspended Garage Plan 17B 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 ,523$ riverterrace 17dl.ecwPal9 1 atio Description 17 DL- MAIN FLOOR FRAMING Timber Member Information MB1 MB2 M83*** 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 r 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 N: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 @ Left End DL lbs 100.00 262.50 1,643.00 1,455.30 LL lbs 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 lbs 365.00 962.50 6,015.50 6,458.16 Deflections Ratio OK Deflection OK Deflection OK Deflection OK :::-,+ "�'�9./ 'X, ,9'NI,Y.. iYf9,✓;'%,fY9i '... u"3S&' 3" ..,;,,..:. Center DL Defl in -0.073 -0.023 -0.114 -0.093 UDefl 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_2018.01.22_RT SF Suspended Garage_Plan 17B DL-SG_Structural Calculations(2017 ORSC).pdf Page 13 of 49 50 0 18'-9" 83/4 2 4 6'-8" 6'-103%" CRAWL SPACE VENTING: PROVIDED: MECHANICAL VENTILATION AT A L RATE EQUAL TO 1 CUBIC FOOT PER MINUTE + FOR EACH 50 SQUARE FEET OF CRAWLSPACE -LTNICKENED SLAB; I FLOOR AREA. EXHAUST VENTILATION SHALL EDGE II n TERMINATE TO THE EXTERIOR i -i" r , r -i I AREA 1=979 SF 11 I I I -4-------t---_, PROVIDE 19.75 CUBIC FEET 1V J j L J L J I I AIR EXCHANGE PER MINUTE ' �1i I 1\` 6x6 PT POST 1 m n I 3'-1" 6t STHD74RJ I 37¢" CONC. '� P4 I PATIO SLAB I b � Q rY i T. 9'-101/4"1 , r 1 ` ` _—_� r - 2x4 PONY WALL -o ---_-o- z P.T. 4x4 POST -J 1 J `" I-9-11"1.1-4 I (BELOW BEARING . 7 a' J L. $o 1 WALL ABOVE) r Y'� - I I- -I I-I-1 N -n I-_ -'- 1 , 27"SO X 10"DEEP L "i I N -7-6"}T-• 1 I I FTG W/(3)44 1 A Lf� L J LIN 8TH014Rd -1 '¢cc FB x i) - I. 36"SQ X10"DEEP I 2x4 PONY -I 0 I ♦ i -o ii WALL l 6. 11611-9.-11/21+4 "N ,2 4 PONY WALL �" ` FTG W/(4)44 _ I-5.-0.11-•1- L ?. "'z BOTT.E W. 1 1 (BELOW BEARINGL. _' � . -IFURN 1 WALL ABOVE).. '. -.^ o INSTALL CONTINUOUSLY INSTALL SYSTEM TO ALLOW - ABOVEI ! - I i OPERATED MECHANCAL ADEQUATE DRAINAGE AT 1 2x6 PONY 1 a VENTILATION SYS1EId CRAWL SPACE 1 -ti 2_6"IL.• WALL F -•-• ' AT TIE CRANLSPACE I - E`er j -..(AREA 1I - I 7' 6"H-. STH014R1, r -) � l Y. n STHDI4RJ P4 P.T.3/44 -,/I STHDl4RJ _2v PT 6x6 P T.6x6 POST, TYP. a 4-1-1 -21% 1 I I L1 CB2 r--T r- -1 1- , r , r 7 u:N.a rJ T.0 S. HDR TYP - IrU L4-1 - � u N O. L4J ,-_q L4-1 -1-5' 0"ICJI -.-. 5._3" j 5 6Y2 ,. 5-25/8" i 5'-25/8' 1 5'-6%". 1 5,_3- 1 BASEMENT F.F. I I -214 1Do T-'2 }-2.-6" "N 1 I • I - 36"SQ.X10".DEEP FTC. I W/(4)$BUTT.E W 1-113/4 I I' 7I—STHD1441 FURNACE r _11 2x6PONY - ON I P6 ABOVE-- L. I- I WALL r_ _� J 1 a •"" I I I 24 x30"CRAWL SPACE L -113/41 11 �'a I I- 3 B�" ACCESS HATCH Sb.9 J L, o rJ L, I II0 1 SI" 1 (4)286 co, (4)2x6 1 21 I FIRST f F. INSTALL SYSTEM TO ALLOW L r J-• -36"SQ.X10"DEEP I J AT+0'-0" ADEQUATE DRAINAGE AT - - y�•ppK,gig FTC W/(4)44�� r CRAWL SPACE OVER 4"FREE ® BW/44. 14/4.j_ OTT. .W.JJJJJJ .,,__H2A} 1-113/41 11 I... P3 DRAINAGE MATERIAL OVER COMPACTED ,1 CB1 r----1 r-- r-7 -- r---1r FILL +— i- �+ -1---� _ -e•N-_�__--H1..1. —_ n P6 IUJ L+J L.4.1 - L.I.J - L_J L41 VEI. ,HEIGHTFY WTHARAGE GRADINGAPLAN II 5.--4"_ 5'-8/8" j 5-8Y8" 1 5' 8)%8" 1 5'-8%" N�.. ! ,F I-113/4"FLA I 7 1.. 36"SQ.X10"PEEP FTG W/(4)44 1-21/4"11-0. 5" I `STH014,1 - II II I' - 1 0 ' .-/ �'1 -21/4 I -21/4 Iin j • 11 1 i • '-o i. r- (4j6 L_. -.11 J a� 3x1k BLOCK OUT I o �. e 1 I - ` ` 3 STEM WALL TTP. I7 I. I> I.. , STHOW� P3 10 STHD14 w L ______ 1re I. P6 p 56.0 Vg CONC. sIM n NI PORCH SLAB 0 0 12 P3 ® lap56.0 I' 11� THICKENED SLAB EDGE STHD14RJ STHD74RJ = L. - J 6X6 I _ sxs I —J 1--- ..1 • 1---,JI—`r-,+ STHD1 RJ 10 0 1. STHD74RJ dill 56.0 I g t0Y2i 11'-6" 4'-9" ._10)2' 11'-3" 5'-9" el 12-0' }3/i 30'-3%" Y Jr, Plan 17B-DL Foundation Plan ALL BEAMS/HDRS NOT LABELED ARE 'SIM'IN DE %Tf6 i`(4425/ Suspended Garage_Plan 17B DL-SG_Structural Calculations(2017 ORSC).pdf Page 14 of 49 WHICH ARE LAB-ELE� Title: Job# Dsgnr: ARS Date: 2:24PM, 25 NOV 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Timber Beam & Joist Page 1 15238 nvertenace 17 dlecw:Calculations Description 17 DL-CRAWLSPACE FRAMING Timber Member Information cei 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 @ 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 L/Defl Ratio 1,084.0 1,763.0 Center Total Defl in -0.086 -0.043 Location ft 2.835 2.290 UDefl Ratio 788.4 1,282.2 15238_2018.01.22 RT SF_Suspended Garage Plan 17B 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 ?.� ��,/u,,, :.� .. „j, ,/ .. 15238_garagefloor framing, ,,,,'Calculations Description GARAGE FLOOR FRAMING Timber Member Information ..✓/a/ :a„ ,,.y/y/. "faea: .. �..Y".W.e is w,'-'*m .YOB a'4 :.::ib/5fi;;'sivi9 y'/ss,." /,/ 'l" - fr 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 Fr- 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 !r .i:3,fiJ//,'�,'Hf.�H: f,✓�,bY; ';, - ./„!i"F i'in ..,;,r_,,�'„A ,',w;;. ",'o'.. Span ft 6.25 xv 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 .... s;:/r✓/%ssf�3h%.'SaM//,r✓{Q-`si`Y,✓n:El .Wil.F' ,Nri/� 5 /ar/. ... ,s e.yF"alk' ;.'.,:fli% '/. 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 OK ':wai�i%;.:L':'.. AY i,,,'+-:R"W/',�' /�h,':t'.. .,//.;//'i:'> 'Ev.C,✓�un.'iY/'-. F;f35�ro�'Frv.:68fSY.Sn.+�,' ,.,,.:d.:. ., ".";�'.;. i, ii:{i;.. ". Center DL Defl in -0.006 -0.006 -0.015 -0.015 UDefl Ratio 11,619.6 11,619.6 4,591.4 4,591.4 Center LL Defl in -0.004 -0.057 -0.009 -0.031 UDefl Ratio 19,073.7 1,316.3 7,456.4 2,233.1 Center Total Defl in -0.010 -0.063 -0.024 -0.046 Location ft 3.125 3.125 2.875 2.875 L/Defl Ratio 7,220.8 1,182.4 2,841.6 1,502.4 15238_2018.01.22_RT SF_Suspended Garage_Plan 17B DL-SG_Structural Calculations(2017 ORSC).pdf Page 16 of 49 2015 IBC SEISMIC OVERVIEW SHEET TITLE: 2015 IBC SEISMIC 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 SM1= F,,*Si SM1= 0.75 EQ 16-38 EQ 11.4-2 SDs=2/3*SMs SDs= 0.78 EQ 16-39 EQ 11.4-3 SDI=2/3*SM1 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 SDC1 = D Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11. Wood structural panels ``-' --- --- N/A Table 12.2-1 12. Response Modification Coef. R= 6.5 N/A Table 12.2-1 13. Overstrength Factor (lo= 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 15238_2018.01.22_RT SF_Suspended Garage_Plan 17B 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) SD,= 0.50 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= 0.257 ASCE 7-10(EQ 12.8-7) Si= 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=SD1/(T*(R/IE)) (for T<TL) 0.299 W ASCE 7-10(EQ 12.8-3)(MAX.) Cs=(SD,*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) 0.038 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) 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 --- 30.17 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_2018.01.22_RT SF Suspended Garage_Plan 17B 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.Gest= 110 110 mph Fig. 26.5-1A thru C Figure 1609A-C Exposure= B B Roof Type= Gable Gable Ps3o A= 21.6 21.6 psf Figure 28.6-1 Ps3o B= 14.8 14.8 psf Figure 28.6-1 Ps3oc= 17.2 17.2 psf Figure 28.6-1 Ps3o o= 11.8 11.8 psf Figure 28.6-1 X= 1.00 1.00 Figure 28.6-1 = 1.00 1.00 Section 26.8 windward/lee= 1.00 1.00 *Kz,*Iw*windward/lee : 1.00 1.00 Ps=X*Kzt*I*Ps3o= (Eq.28.6-1) PSA = 21.60 21.60 psf (Eq.28.6-1) Ps B = 14.80 14.80 psf (Eq.28.6-1) Ps c = 17.20 17.20 psf (Eq.28.6-1) Ps o= 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 5 Areas(F-B) Areas(S-S) (F-B) (S-S) Wind(F-B) Wind(S-S) 1.00 1.00 1.00 1.00 10 psf min. 16 psf min. DIAPHR. Story Elevation Height AA AB Ac AD AA AB Ac AD wind wind WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) per 6.1.4.1 per 6.1.4.1 Vi(F-B) V(F-B) Vi(S-S) V(S-S) 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 8.9 9.99 35.53 10.54 37.55 Bsmt 9.00 0.00 AF= 2025 AF= 2147 32.4 34.3 V(F-B)= 35.53 V(S-S)= 37.55 kips kips kips kips 15238_2018.01.22_RT SF_Suspended Garage_Plan 17B 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 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 --- 30.17 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_2018.01.22_RT SF_Suspended Garage_Plan 17B DL-SG_Structural Calculations(2017 ORSC).pdf Page 20 of 49 Design Maps Summary Report Design Maps Summary Report User-Specifieyoe d Input Building Code Reference Document 2015 International Building Code Site Coordinates 45.43123°N, 122.77149°W Site Soil Classification Site Class DN - "Stiff Soil" Risk Category I/II/III 1 SQQQm B'cf lIf erttin — , z vim; _ -f, 'a- r B re 5 • �/ �& 210ar. • �� C?., - -, -_, - - ':''' I • �� ,. - Lake Osw �o' ,.. R^y aai ��g Ci 1Y It ti �� Al :�,. i f' Tri e latin USGS-Provided Output Ss = 0.972 g SMs .... 1.080 g Sos = 0.720 g S1 = 0.4238 SMI = 0.6678 Sol = 0.4458 For information on how the SS and Si values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. MCS Respcs Spectrum Design Response Spectrum 0,2s 1._t 5.05 s 57 � 0_ .55 ss 1, O. }� 0 24 ic p_ c 0.1 o. tl. .°'4° .1 CI.S t�. .ti 1 'a 1_,'".+ 1.46 I. C+ 1.202_2,ab. €a. .+k 5. 2 1. 1-".'5 1.# 1. P I. tS 2..a6 Per du T 4 ) Per odR T(sec) 0 73 Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the 011 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 17B DL-SG_Structural Calculations(2017 ORSC).pdf Page 21 of 49 http://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?template=minimal&latit... / S-6" f7'_7• 1 4'-3Y" T 3'-1134" y 5'_9" , 3'-7y" 5'_9^ 5_9• { 3'-7y" , I I I I I \\_.� I o� I I I B1a 5-01-0SL B1b 5-0I-01 Bic _.. r-- 3'X5' b 1 o I' I o Drop-in lII a Tub - B2a 3-0 -0 F 7-6 5I0 000 3-0 I-0 F 62b ......2_..MEE=.MMIMMINUMMEM. -- - CO uuur Q 8 Bedroom 4 Master Bath i 6-0 BIPASS ® �: • J 3— Master Bedroom -I 00. S&P i 0 _ r ® ® -i=J n —� p r � I path r J WASHER DRYER \ 74 S ` -4 HCW r-4 HC Laundry - ....J y� .a.__'I 5 SHELVES °�,` 3 Ib-=7 C S&P \ / 2-8 HCW r i U I Cd t ` m 1 R. 1 ♦ ,i- "r, ♦ Q 6-0 BIPASS ♦ BIFOLD - W.I.C. 6 HCW a .m ,. 3-5Y" ,2'-0", 5'-11' 2'-1", 3'-9y", 7-9 2 ,2'-1y', 3'.-%' ,2'-1A,' , 3-13/6" 3-10Y2" k 9'-4Y2" I ell rn Hall r m " a ` 5&P Bedroom 3 \ s&P —� �'� OPEN TO BELOW N m 6-0 BIPASS I • • \\•— [ ',., o I r-uYz 9-51/2• 5-11y2" �, 5-11y2 3'-13/6" {2-1�"+ 3-63/4 r 4'-2Y4" �Syg' 27 °mak Bedroom 2 84a___1 'I 1 iri B-- ' ob Bonus Room. a -71 I I I I1 I li I I — ---1--h-1:4-1— I 1 j j 1 j a I E3b I j I I IEl I I El 1rrr j j { 4'-83/4" , 3'-6" j 3'-6" k 4'-63/4" , 5'-0)/2" M" 2'-6" i 2-6" j, 5'-11" , V-4/4" k s_0" k V-33/4" 4'_O^ is'-sy2 . 1V-11Y2" 13,-7" Plan 150178 TOP FLOOR PLAN 1/4"=1'-0" 15238_2018.01.22_RT SF_Suspended Garage_Plan 17B DL-SG_Structural Calculations(2017 ORSC).pdf Page 22 of 49 A r 1 50'-0" 31'-3° r. 18._9• :1 6'-572" 10'-4722 6-972° 7'-7y2 .I.:. 9'-Y3/•� _ 9._6y... - 'I .I a B5a -0 5-0 F t 3-0 5-0 F B5b t n. . �l U r._.._..---.._— ( Linen ) i• ® _ Patio ry $tOr. ® 2-8 PATIO .. 1 i ....„ 7 Q ) . Bea 3-0 6-0 F '6 0 5-0 SL '3-0 6-0 F.B6b.1 -M. - Powder "c "! '722 n ____ _ a • N `n} 3218 4'-672° 5_10 Nook [ I (r-4 HCW 7y2•M 1 ,- o , I 1 I { _ ( �� 49722 I { o ;{ 4 ( 3-1- } lo (� PantryI , , " - tloo ( I : 8'-7" 2'-2° 2'-1• 1 7 a i 5 SHELVES b r I 1.1 p 1 s^ TOP OF+7ONCRETEj J [?I 1e.Cb{• a BASEMENT WALL / C>:i 'i'-' 47- DW r:i:1 UL APPROVED DIRECT-VENT-.-, WOOD TREAD :3 FIREPLACE, INSTALL PER MFR. MAX RISER 8" _ f 49 D7 (ADD STEPS 00 .' r, a[`9 o Great Room ''''''<`q I I 4 REO'D BY GRADE; Q '� EEftt �f;j D< As D2 © 12"TILE SURROUND W/ APP_ICABLI dO ti7 2x TRIM FRAME _ PES SITE I V ,yO t--=1 'r _I s COADITiar l F:] _ e :r- 11 5-114°S Mn Kitchen I o---� PLATFORM W+18" UL I1 '4', ABOVE ADJACENT I..:, v. GARAGE SLAB • 1.1 II "" ---t —FLOOR ABOVE FURNACE TO BE SIZED n e - LO PER ORSC M1305.1.1 FURN. REF n Q /(1 L ;I _ m 2-4 Ig11 I 1 11 xi- I 1 '1 n 13'-4722 3_772^ 2 -I T._p. I,< 5'-0" "II' 2 1.--41)/2"1, i,N— n GUARD RAIL `I Y uv r µ97V1 6"HIGH d d ' i N n ----- CURB AT :1 I :1 O 3-Car Garage ,BOTTOM, TOP I J L Q 1 ___ ____ _— N AT+42" V N WALL FINISH: Vz"GWB __. . ABV. NOSING F J l F CEILING FINISH 3b"TYPE X'GW13 -- - -- t OPEN TO I FIRE-TAPE ALL GNB \ ABOVE - Dining 117,e WRAP BEAMS BELOW CEILING LEVEL - INSULATE FLOOR ABOVE. CO1111 Entry {z�jprp 0 d _ FLOOR "' NV • ABOVE L 03 ry o I 3'-9 2" 3'-4/2 (1'-7/q' 5'-7y2 F 1 r Q 0''o lll"' Y.0 7245' I I r" � � 1-672, c3i 1 1 II H K 11 U -FLOOR A OVEt 1 1, Den l D.L .J:! I- - , © 3=646-0 SH 3-616-0 SH VW B1.1a B11b 16-0 8-0 SOHD Q. Porch: 1 - I. •, 138'-'- L -Z _I Floor Above I _ o- I MI § I I: 02 D I �� ROOF ABOVE B10a 3-0. o sFr-3o: o sHB10b I L I I r 91,� I I -I 10'-0" 10'-0' , 3'-10Y2" j Y 3'-6• j Y 3'-1072" ♦2-�7 " 3-173 4 0" I, 4-0" J, 4.-0" k)I 20'-0" ,/ 11'-3" , 5'-9" , 13'-372" I Plan 1 7B 0 LOWER FLOOR PLAN 1/4"=1'-0° Y 15238_2018.01.22_RT SF_Suspended Garage_Plan 17B DL-SG_Structural Calculations(2017 ORSC).pdf Page 23 of 49 19'-7Y2 6"-103/4" ® 6-103/4" UP_11 + + - 50'-0" PM m 3F-3° 6x6 PT POST 18"-9" III ° ‘ 2•-11" 13•-7)'2 5'-4" f3'-6" f5•-10)2 4'-23/4" t 5'-0' t 5'-0" dr ` 3-5)2 7.-0" c. 3-2" f Patio L' B12a B12b i !. d I .,- i� 1 P.T. 4x4 UP 1 III I w (4)2x6VI POST °< P3 I I I TW. Stor. ; B13a B13b., Stor. ` 10 �4 y�" [3:14 j (4)2x6 (4)266 �45 < FURN. 4'-6y" I7'-703/4" #2 Y X IL RETURN AIR GRILLE -J C �'- OVER TOP OF DOOR CT/PACLUM IS THERE A WAY - TO GET RID OF THESE POSTS? B14 % Unfinished Basement cv 11'-7)1," ,0'-5Y8" i, 1• , -7)2" i 1 r J M Er BLOCK-OUT AT C• TOP OF CONCRETE oCONCRETE °1p I24"x30"CRAWL SPACE _L f ACCESS HATCH D 1 I3_0- 9 B15 1 Y njr 16'-4Y2" 3'-7Y• 30°_0.. SLAB-ON-GRADE ABOVE• 4 -93 S n CRAWL SPACE I n SEE FOUNDATION PLAN r 1 I 1 r I I ' L I L J N. , L J I_ ♦ ♦ -I L L J L J 4 20'-0` 1 11'-3" 5'-9° 13•-0" Plan 17B Daylight BASEMENT FLOOR PLAN 1/4"=1,0" 15238_2018.01.22_RT SF_Suspended Garage_Plan 17B 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 kips Sum Wind F-B V i= 9.30 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 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 Usum OTM ROTM Unet Usum Unum (sgft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext 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 P6TN 122 4.32 4.61 -0.05 -0.05 7.15 3.41 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--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext A2b' 167 6.0 7.5 1.00 0.15 0.73 0.00 0.44 0.00 1.00 1.00 74 P61.N PSTN 122 3.98 3.04 0.18 0.18 6.59 2.25 0.81 0.81 0,84 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 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 7.32 8.17 -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 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext 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 -2.27 41.85 88.20 -1.12 -1.12 -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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 '-0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 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 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 80.0 80.0=L eff. 9.30 0.00 5.62 0.00 EVA„d 9.30 EVEQ 5.62 Notes: denotes a wall with force transfer 15238_2018.01.22_RT SF_Suspended Garage_Plan 17B 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 ROTM Unet Usum OTM ROTM Unet Usum Usnm (sgft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (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 Al 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 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 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 7.96 746 - 0 0.0 0.0 1.00 _0.00 0.00 0.00 0.00 0.00 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 A10b* 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 6:95 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 ''0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 ',, 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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_2018.01.22_RT SF_Suspended Garage_Plan 17B 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 Type v i OTM ROTM Unet Us„m OTM ROTM Unet Us„m UBem (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 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 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 Ext , 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 00 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0:0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 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 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0` 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 x0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0:0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 EV,nd 8.84 EVEO 3.10 Notes: denotes a wall with force transfer 15238_2018.01.22_RT SF_Suspended Garage_Plan 17B DL-SG_Structural Calculations(2017 ORSC).pdf Page 27 of 49 JOB#: 15238_17ABD DL ID: A2ab w dl= 150 plf 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 `, Fdragl eq= 93 F2 eq= 85 A Fdrag1 w= ,3 F2 .- 141 H pier= v1 eq= 73.6 plf v3 eq= 73.6 plf 3.0 v1 w= 121.6 plf v3 w= 121.6 plf feet H total = 2w/h = 1 2w/h = 1 9 • Fdrag3 eq= •• F4 e.- 85 feet A Fdrag3 w= 153 F4 w= 141 P6TN E.Q. 2w/h = 1 P6TN WIND H sill = v sill eq= 59.4 plf 5.0 EQ Wind v sill w= 98.1 plf feet OTM 8280 13680 R OTM 16217 12013 ir UPLIFT -569 90 UP sum -569 90 H/L Ratios: L1= 6.5 L2= 3.0 L3= 6.0 Htotal/L= 0.58 , 0---4 4 Hpier/L1= 0.46 Hpier/L3= 0.50 L total = 15.5 feet 15238_2018.01.22_RT SF_Suspended Garage_Plan 17B 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 -___0. v hdr eq= 219.3 plf i s • H1 head=A v hdr= 315.2 plf H5 head= /C 1 V Fdragl eq= 154.8 Fdrag2 eq= 154.8 Fdrag5 eq= 154.8 Fdrag6 eq= 348.3 1 V_ A 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 vi w= 537.6 plf v3 w= 537.6 plf v5 w= 537.6 5.0 feet feet H total= 2w/h= 1 2w/h= 1 2w/h= 1 10.0 V Fdrag3= .A.8 Fdrag-- 154.8 feet A Fdragl w=!222.4746 Fdragl w= 222.5 Fdrag7eq= 4.8 Fdrag8e.- 348.3 V 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 4.0 feet OTM 31800.0 45700.0 feet R OTM 13233 14980 V UPLIFT 1348 2230 u 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 1 ir-i 0.11 11.1 1.1 i- Hpier/L1= 2.50 Hpier/L3= 2.50 L total= 14.5 feet Hpier/L5= 1.11 0.95 L reduction 15238_2018.01.22_RT SF_Suspended Garage_Plan 17B DL-SG_Structural Calculations(2017 ORSC).pdf Page 29 of 49 JOB#: 15238 17ABD DL ID: A10ab w dl= 250 p/f 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 ► A H head = A v hdr w= 241.8 plf 1 u Fdrag1 eq= 369 F2 eq= 472 • Fdrag1 w= ' _ 1 F2 ,- 678 H pier= v1 eq= 373.2 p/f 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 ir Fdrag3 eq= :• F4 e•- 472 feet A Fdrag3 w= 531 F4 w= 678 P3 E.Q. 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 w UPLIFT 731 1844 UP sum 731 1844 H/L Ratios: L1= 1.8 L2= 5.0 L3= 2.3 Htotal/L = 1.10 4 0--4 0.4 0 Hpier/L1= 2.78 Hpier/L3= 2.17 L total = 9.1 feet 15238_2018.01.22_RT SF_Suspended Garage_Plan 17B 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 eff. C D w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM ROTM Line( Usu,e OTM ROTM Unet Usum Usum (sgft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p Of) (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 B1 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 2:05 - 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 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 2.14 244 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 2.96 246 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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* 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 2.96 296 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 93a* 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 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 Bob* 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 EV„„nd 9.86 EVEQ 5.62 Notes: * denotes a wall with force transfer 15238_2018.01.22_RT SF_Suspended Garage_Plan 178 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 Rom Um( Usum OTM ROTM Unet U51m Usum (sgft) (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 P4 P4 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 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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* 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 0 - 0.0 0.0 ' 1.00 0.00 0.00 0.00 0.00 0.00 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 s, 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 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 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 4.15 445 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 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 4.45 - 0 0.0 0.0 1.00 ,0.00 0.00 0.00 0.00 0.00 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 4:86 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 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 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 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 2300 55.2 55.2 =L eff. 6.35 9.86 5.42 5.62 EVA d 16.21 EVEQ 11.04 Notes: denotes a wall with force transfer 15238_2018.01.22_RT SF_Suspended Garage_Plan 17B 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 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 Usum OTM ROTM Unet U., U.. (sgft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext 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 1,63 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 812b*_ 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 3.87 3.87 347 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 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 3.11 1.10 1.10 8.30 2.30 4.18 4.18 4:1$ - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 13b* 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 1.10 1.10 8.30 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 -2.11 20.04 31.76 -0.74 -0.74 -0.74 - - 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 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0:0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 _1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0'' 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - PO 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0:0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 _ '0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0" 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 =L eff. 6.32 12.07 1.13 8.26 EV�,d 18.39 EVEO 9.39 Notes: * denotes a wall with force transfer ** denotes a concrete shearwall 15238_2018.01.22_RT SF_Suspended Garage_Plan 17B DL-SG_Structural Calculations(2017 ORSC).pdf Page 33 of 49 JOB#: 15238_17ABD DL ID: B1abc w d1= 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 pounds -_,.. ► v hdr eq= 98.5 plf - 0. ► A H1 head=A vhdr= 172.7 plf H5 head= A 1 A Fdragl eq= 90.1 Fdrag2 eq= 197.1 Fdrag5 eq= 197.1 Fdrag6 eq= 205.5 1 Fdragl w= • .9 Fdragl $ 345.5 Fdrag5 w= ,5.5 Fdragw= 360.3 A H1 pier= vi 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 plf v5 w= 271.41 3.0 feet feet H total= 2w/h= 1 2w/h= 1 2w/h= 1 9.0 V Fdrag3= •e.1 Fdra.-- 197.1 feet A Fdragl w= 157.9221 Fdragl w= 345.5 Fdrag7eq= •7.1 Fdrag8e.- 205.5 v P6 E.Q. Fdrag7w= 345.5 Fdrag8w= 360.3 A P6 WIND v sill eq= 98.5 plf H1 sill= v sill w= 172.7 plf H5 sill= 3.0 EQ Wind 5.0 feet OTM 24390.0 42750.0 feet R OTM 28558 32330 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 4 0-4 ►t 0 4 0.4 Hpier/L1= 1.56 Hpier/L3= 0.71 L total= 27.5 feet Hpier/L5= 0.41 0.95 L reduction 15238_2018.01.22_RT SF_Suspended Garage_Plan 17B 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 ► A H head = A v hdr w= 62.0 plf 1 V Fdrag1 eq= 256 F2 eq= 256 A Fdrag1 w= - ,0 F2 .- 450 H pier= v1 eq= 187.1 plf v3 eq= 187.1 plf 5.0 v1 w= 276.2 plf v3 w= 276.2 plf feet H total = 2w/h = 0.84 2w/h = 0.84 9 Fdrag3 eq= F4 e.-- 256 feet A Fdrag3 w= 450 F4 w= 450 P6 E.Q. 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 v • UPLIFT -1050 -529 UP sum -1050 -529 H/L Ratios: L1 2.1 L2= 14.5 L3= 2.1 Htotal/L = 0.48 , 0---1 ►i Hpier/L1= 2.38 Hpier/L3= 2.38 L total = 18.7 feet 15238_2018.01.22_RT SF_Suspended Garage_Plan 17B DL-SG_Structural Calculations(2017 ORSC).pdf Page 35 of 49 JOB#: 15238_17ABD DL ID: B3ab w dl= 150 plf 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 A H head = A v hdr w= 143.0 plf 1 u Fdrag1 eq= 426 F2 eq= 426 A Fdrag1 w= ,1 F2 .- 751 H pier= v1 eq= 223.3 plf v3 eq= 223.3 plf 6.0 v1 w= 393.3 plf v3 w= 393.3 p/f feet H total = 2w/h = 1 2w/h = 1 10 v Fdrag3 eq= A. . 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 plf 3.0 EQ Wind v sill w= 143.0 p/f feet OTM 13400 23600 R OTM 18377 13613 • • UPLIFT -335 673 UP sum -335 673 H/L Ratios: L1= 3.0 L2= 10.5 L3= 3.0 Htotal/L = 0.61 i lo--4 ♦4 0. Hpier/L1= 2.00 Hpier/L3= 2.00 L total = 16.5 feet 15238_2018.01.22_RT SF_Suspended Garage_Plan 17B 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 —__1.. . v hdr eq= 56.3 plf ► •H head = A v hdr w= 98.8 plf 1 V Fdrag1 eq= 338 F2 eq= 338 A Fdrag1 w= ' s3 F2 , - 593 H pier= vi eq = 337.5 plf v3 eq = 337.5 plf 6.0 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 Hsill = vsill eq= 56.3 plf 3.0 EQ Wind v sill w= 98.8 plf 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 4 10-4 OA Hpier/L1= 3.00 Hpier/L3= 3.00 L total = 16.0 feet 15238_2018.01.22_RT SF_Suspended Garage_Plan 17B DL-SG_Structural Calculations(2017 ORSC).pdf Page 37 of 49 JOB#: 15238_17ABD DL ID: B5ab w dl= 250 plf V eq 4570.0 pounds V1 eq = 3829.6 pounds V3 eq = 740.4 pounds V w= 6940.0 pounds V1 w= 5815.6 pounds V3 w= 1124.4 pounds 0 v hdr eq= 166.8 plf •H head = A v hdr w= 253.3 plf 1 V Fdrag1 eq= 1328 F2 eq= 257 A Fdrag1 w= 916 F2 . - 390 H pier= v1 eq = 255.3 plf v3 eq = 264.1 plf 6.0 v1 w= 387.7 p/f v3 w= 387.7 p/f feet H total = 2w/h = 1 2w/h = 0.966667 10 • Fdrag3 eq= • 8 F4 e.- 257 feet A Fdrag3 w= 2016 F4 w= 390 P4 E.Q. 2w/h = 1 P4 WIND Hsill = vsill eq = 166.8 plf 3.0 EQ Wind v sill w= 253.3 plf feet OTM 45700 69400 R OTM 84461 62563 v • UPLIFT -1572 676 UP sum -1732 676 H/L Ratios: L1= 15.0 L2= 9.5 L3= 2.9 Htotal/L = 0.36 1 ►--t 0 4 0 Hpier/L1= 0.40 Hpier/L3= 2.07 L total = 27.4 feet 15238_2018.01.22_RT SF_Suspended Garage_Plan 17B DL-SG_Structural Calculations(2017 df Page.pe 38 of 49 JOB#: 15238_17ABD DL ID: B6ab w d1= 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 plf —0 •H head = A v hdr w= 89.8 plf 1 "v Fdragl eq= 426 F2 eq= 426 • Fdragl w= :,1 F2 .- 651 H pier= vl eq= 351.1 p/f v3 eq= 351.1 plf 6.0 v1 w= 400.0 p/f v3 w= 400.0 plf feet H total = 2w/h = 0.7 2w/h = 0.7 10 v Fdrag3 eq= ' • F4 et- 426 feet • Fdrag3 w= 651 F4 w= 651 P4 E.Q. 2w/h = 1 P4 WIND H sill = v sill eq = 58.8 plf 3.0 EQ Wind v sill w= 89.8 plf feet OTM 11000 16800 R OTM 39340 29141 • v UPLIFT -1684 -733 UP sum -2734 -1262 H/L Ratios: L1= 2.1 L2= 14.5 L3= 2.1 Htotal/L= 0.53 4 10-4 ►/ 11, Hpier/L1= 2.86 4 10 Hpier/L3= 2.86 L total = 18.7 feet 15238_2018.01.22_RT SF_Suspended Garage_Plan 17B DL-SG_Structural Calculations(2017 ORSC).pdf Page 39 of 49 JOB#: 15238 17ABD DL ID: B10ab w dl= 250 p/f 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 `, Fdrag1 eq= 305 F2 eq= 305 A Fdrag1 w= , 7 F2 •- 477 H pier= v1 eq = 276.0 p/f v3 eq = 276.0 plf 6.0 v1 w= 345.8 plf v3 w= 345.8 plf feet H total = 2w/h = 0.8 2w/h = 0.8 10 • Fdrag3 eq= F4 e•- 305 feet A Fdrag3 w= 477 F4 w= 477 P4 E.Q. 2w/h = 1 P4 WIND H sill = v sill eq = 93.8 plf 3.0 EQ Wind v sill w= 146.9 plf feet OTM 10600 16600 R OTM 14365 10641 • . UPLIFT -370 586 UP sum -370 586 H/L Ratios: L1= 2.4 L2= 6.5 L3= 2.4 Htotal/L= 0.88 '-f '4 Hpier/L1= 2.50 Hpier/L3= 2.50 L total = 11.3 feet 15238_2018.01.22_RT SF_Suspended Garage_Plan 17B DL-SG_Structural Calculations(2017 ORSC).pdf Page 40 of 49 JOB#: 15238 17ABD DL ID: B11ab w dl= 250 plf 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 plf 1 V Fdrag1 eq= 312 F2 eq= 359 A Fdrag1 w= - '7 F2 .- 572 H pier= v1 eq = 293.6 plf v3 eq= 255.3 plf 5.0 vi w= 374.4 plf v3 w= 374.4 plf feet H total = 2w/h = 0.8 2w/h = 0.92 10 v Fdrag3 eq= F4 e.- 359 feet • Fdrag3 w= 497 F4 w= 572 P4 E.Q. 2w/h = 1 P4 WIND H sill = v sill eq = 78.9 plf 4.0 EQ Wind v sill w= 125.8 plf feet OTM 10100 16100 R OTM 18432 13653 v T UPLIFT -723 212 UP sum -723 212 H/L Ratios: L1= 2.0 L2= 8.5 L3= 2.3 Htotal/L = 0.78 4 0--4 0-4 ` Hpier/L1= 2.50 Hpier/L3= 2.17 L total = 12.8 feet 15238_2018.01.22_RT SF_Suspended Garage_Plan 17B DL-SG_Structural Calculations(2017 ORSC).pdf Page 41 of 49 JOB#: 15238_17ABD DL ID: B12ab w dl= 350 plf V eq 4880.0 pounds V1 eq = 4089.4 pounds V3 eq = 790.6 pounds V w= 8650.0 pounds V1 w= 7248.6 pounds V3 w= 1401.4 pounds ► ► v hdr eq= 178.1 plf AH head = A vhdrw= 315.7 plf 1 V Fdrag1 eq= 1418 F2 eq= 274 A Fdrag1 w= ,13 F2 , - 486 H pier= v1 eq= 272.6 plf v3 eq = 282.0 plf 6.0 vi w= 483.2 plf v3 w= 483.2 plf feet H total = 2w/h = 1 2w/h = 0.966667 8 Tr Fdrag3 eq= '18 F4 e.- 274 feet A Fdrag3 w= 2513 F4 w= 486 P4 E.Q. 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 • v UPLIFT -3212 -746 UP sum -4944 -70 H/L Ratios: L1= 15.0 L2= 9.5 L3= 2.9 Htotal/L= 0.2911 �41 0.1 I. Hpier/L1= 0.40 -41 Hpier/L3= 2.07 L total = 27.4 feet 15238_2018.01.22_RT SF_Suspended Garage_Plan 17B DL-SG_Structural Calculations(2017 ORSC).pdf Page 42 of 49 JOB#: 15238_17ABD DL ID: B13ab w dl= 350 plf 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 •H head = A vhdrw= 111.2 p/f 1 u Fdrag1 eq= 457 F2 eq= 457 • Fdrag 1 w= :06 F2 , - 806 H pier= v1 eq = 401.4 plf v3 eq = 401.4 plf 6.0 v1 w= 495.2 p/f v3 w= 495.2 plf feet H total = 2w/h = 0.7 2w/h = 0.7 8 • Fdrag3 eq= 4 . F4 e.-- 457 feet • Fdrag3 w= 806 F4 w= 806 P3 E.Q. 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 V • UPLIFT -2712 -1435 UP sum -5446 -2697 H/L Ratios: L1= 2.1 L2= 14.5 L3= 2.1 Htotal/L= 0.43 .4 0-1 01 0 Hpier/L1= 2.86 Hpier/L3= 2.86 L total = 18.7 feet 15238_2018.01.22_RT SF_Suspended Garage_Plan 17B DL-SG_Structural Calculations(2017 ORSC).pdf Page 43 of 49 180 Nickerson St. CT ENGINEERING Suite 302 I N C. Seattle,WA 98109 Project: ftr F -just P. GAAAG tl Date: (206)2854512 FAX: Client: Page Number: (206)285-0618 Lr31M L - GmaGe SLRs 1-1," Ccsµ(, ToPPi.i t, fLA6 Wt,Ak C7-e)(aA`) (4/ra9Ciso pts' ) 1 v i goo VGAR. L 0`120 1,4kiiz toao)( Zo, o& ) ' zi`Pods 14A (2`100Z) (o0 71 .SAY PVk(yaw LL TYP. c-T 6ARA 6E 15238_2018.01.22_RT SF_Suspended Garage Plan 17B DL-SG_Structural Calculations(2017 ORSC).pdf Page 44 of 49 Structural Engineers Table 1. Recommended Allowable Design Values for APA Portal Frame Used on a Rigid-Base • • Minimum Width Maximum Height Allowable Design(ASD)Values per Frame Segment (in.) (ft) Shears°•fl(lbf) Deflection(in.) Load Factor 8 850 (1190 WIND) 0.33 3.09 • 16 • 10 625 (875 WIND) 0.44 2.97 • i 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'-101/2" 10 {abc1Q31 EQ(1444WIND) 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) 1 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 1 for single or double portal on both sides of opening / opposite side of sheathing I � Pony ::isf JrJ 1� wall 1 I height •I r+ Mitt.3"x 11-1/4"net header II- I-- t i Fasten top plate to header steelheader not allowed' , with two rows of 16d ° .i sinker nails at 3'o.c.typ „: Fasten sheathingto header with 8d common or Min. wood structural 12' galvanized box nails at 3"grid pattern as shown /panel sheathing max total ` Header to jack-stud strap per wind design. �: wall Min 1000 lbf on both sides of opening opposite • height side of sheathing. . If needed,panel splice edges '� P 9 shall occur over and be 10' Min.double 2x4 framing covered with min 3/8" j• nailed to common blocking max • thick wood structural panel sheathing with j"°, t'_! 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)iyp. a nailing is required in each panel edge. .i �- 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) y - Min double 2x4 post(king and jack stud).Number of •T,• ` � Min reinforcing of foundation,one#4 bar e . jack studs per IRC tables i h top and bottom of footing.Lap bars 15"min. _ R502.5)1)&(2). r /1 : j i7-4-,\--t---------------------------------------- •.� \ -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 17B DL-SG_Structural Calculations(2017 ORSC).pdf Page 45 of 49 180 Nickerson St. CT ENGINEERING Suite 302 ��n^T'1 R �,�i� /WA�� 4A7V�11T✓�Yr Seattle,WA Project: /i 1 lNC1 e f3l tl 6bc �"^,6`.- Aiwa-- 98109 Date: ( (206)285-4512 Client: 74w 23121.3/ ( ,3.2 () _ _� 7 _ 67 +2) Number:Page FAX: (206)285-0618 t f N ' a- k2 =Ash A-qi . . 1 . , etHA-I- )1 ,A, 50 p . , g'` x lb' )Zit k irt 2 P 6 A R.S----wx-te- FDR ?0iu o5AL 1 kTu - Y. v - 10eA L N Th4)6) i y , frit _ ( 0,2 -� _ �.. 6 ,-Iv gt_ (0(0.2 60) __ 0, 3612 (5 ( 06 (W/3 Cie) Z D,L 00 _ ,�� P , �l)(,2)/(rice g ` 7_ J � � aqz 66 .°x - )c. 4,, _ 7;, (e,5 Kt') k(,)11--__ WI , �( = 5` ' x Com , w/�2) - 0[-= 0, 8f? u.tU, T 12,t tZ c„)/4-¢ Rn = )12_. ct4-4-- ,,\,, l N Jt'A.16., eAu, top QVIYds ' 3 „ �'L -L c[-- 0, -)o ___________ i 1 52 38_2 0 1 8.0 1.22_RT SF_Suspended Garage_Plan 17B 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 i, ,� "�i�/'asrib.�iar';7,� aw?r. ;n,. ✓,vi y, r. „N;,,..;s✓i - sr,�sw%.,;' ,w, :,: :d Description 17 DL- FTG F1 General Information m„, 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 Reinforcing P 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 Mu :Actual 0.52 k-ft/ft Alternate Rebar Selections... 2 #4's 2 #5's 1 #6's Mn*Phi:Capacity 7.42 k-ft/ft 1 #7's 1 #8's 1 #9's 1 #10's 15238_2018.01.22_RT SF_Suspended Garage_Plan 17B 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 1 15238 riverterrace 17 dl.ecw:Calculations __„svx• /mss„ ,_ 79,r!//i�i✓'/ .,. - ,N/d.Y .._. 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 fc 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 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 0.540 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 Mu :Actual 1.56 k-ft/ft Altemate Rebar Selections... 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_2018.01.22_RT SF_Suspended Garage_Plan 17B 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_garage floor framingecw:Calculations vara Description TYP GARAGE FTG General Information Dead Load 2.300 k Footing Dimension 2.000 ft Live Load 3.000 k Thickness 10.00 in Short Term Load 0.000 k #of Bars 3 Seismic Zone 3 Bar Size 4 Overburden Weight 0.000 psf Rebar Cover 3.250 Concrete Weight 150.00 pcf fc 2,500.0 psi LL&ST Act Separately Fy 60,000.0 psi Load Duration Factor 1.000 Column Dimension 3.50 in Allowable Soil Bearing 2,000.00 psf Reinforcing Rebar Requirement Actual Rebar"d"depth used 6.500 in As to USE per foot of Width 0.216 in2 200/Fy 0.0033 Total As Req'd 0.432 in2 As Req'd by Analysis 0.0004 in2 Min Allow%Reinf 0.0014 Min.Reinf%to Req'd 0.0014 % Summary ,_. Footing OK 2.00ft square x 10.0in thick with 3-#4 bars Max.Static Soil Pressure 1,450.00 psf Vu:Actual One-Way 9.03 psi Allow Static Soil Pressure 2,000.00 psf Vn`Phi:Allow One-Way 85.00 psi Max.Short Term Soil Pressure 700.00 psf Vu:Actual Two-Way 28.67 psi Allow Short Term Soil Pressure 2,000.00 psf Vn*Phi:Allow Two-Way 170.00 psi Altemate 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 17B 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" 30E-2.1E-Balanced Layup-APA IJC-SP 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 pit 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 t1 70 It9 65 kit 80 ti 53 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 1✓%. 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 I 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:U360 Allow.TL Deflection:U240 DOL:1.150 (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 pit 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 kif 70✓ 67 if 62 if 41 tif 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 11%. 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 Roseburg J2 BASEMENT 12-2-15 l:15pm C A Forest Products Compare 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 II" f / / / 16 0 0 12 0 0 7 o 2800 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#(268p1f) 100#(75p1f) 2 924#(693p1f) 277#(208p1f) 3 277#(208p1f) 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 KAM I L HENDERSON EWP MANAGER Strongie Copyright(C)2015 by Simpson Strong-Tie e 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 Roseburg J3 MAIN 12-2-15 t43:52p m A Forest Products Cornpim- 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 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#(365p10 146#(109p1f) 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-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 �+ J7 MAIN 12-2-15 N Roseburg 3:53pm 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 T I` 16 1 0 O/ 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#(97p10 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" 1/736 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 KAMI L HENDERSON Strong -Tie MANAGER Strong-TTte 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