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CT • E N GI N EE R IN G G N_ . 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. 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 framing is comprised of pre-manufactured wood I-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_2018.03.21_RT SF_Plan 2610B_Structural Calculations(2017 ORSC).pdf Page 2 of 27 SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT#: ROOF Roofing-asphalt shingles 3.5 psf Misc. 0.9 psf 5/8"plywood (O.S.B.) 2.2 psf Trusses at 24"o.c. 3.0 psf Insulation 1.0 psf (1) 5/8"gypsum ceiling 2.8 psf Misc./Mech. 1.6 psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish 3.0 psf NO gypsum concrete 0.0 psf 3/4"plywood (O.S.B.) 2.7 psf Floor Framing (Trusses/Joists) 4.3 psf Insulation 1.0 psf (1) 5/8"gypsum ceiling 2.8 psf Misc. 1.2 psf FLOOR DEAD LOAD 15.0 PSF 15238_2018.03.21_RT SF_Plan 2610B_Structural Calculations(2017 ORSC).pdf Page 3 of 27 00 I _ '212x10 HDR GABLE END TRUSS (2)2x10 HDR _ T RB.b1 u RH.b2 > _ e1 I 1 L--Ir cci Ifo : 44i� ROOF TRUSSES AT 24'O.C.T1P. f, cvL I 1 ce 2 v 0 S9.1 •1:1 o © 131 114 M %IFy� Z-- T — -- -- - .---- I ATI1C ' e ,•.- 2 ACCESS I .:.ZX 4:1 • O I ' I CHORD, TYP. I1 1 \� 1 1 I ' J I' N 11 1 _ ' 1• •q I o IN I I \ F � I I I 1 i 1 ' IL S I j I �.' 12 2x11 HOR(2)2x10 FDR 1 2)2x10 HDR(2)2x10 IHDR(2)2x10 HDR I \� jlg b Jc ��1 GABLE ENd TRUSS L RB..p6 l e 00 ALL BEAMS/HDRS NOT LABELED ARE 'SIM'IN DESIGN TO BEAMS/HDRS WHICH ARE LABELED PLAN 26106 ROOF FRAMING PLAN 1/4%.1,0' AMERICAN MODERN 15238_2018.03.21_RT SF_Plan 2610B_Structural Calculations(2017 ORSC).pdf Page 4 of 27 AIhiEk 40'12,ST5114314 r P3 GABLE END TRUSS —___ _ ....,... © , ©-- 4X12 HDR B.bl I 1 car I MANUFAII'1RJRED ROOF TRUSSES AT 24"0.0. 'r l,l I 1 0 1 1 F .3V 1 1 > 59.1 I 1t.dcM I �J 0 Q I II tE 1 II A- 1 1 I� STHD74 Iq .I m 59.1 SIM. HUC01.81/11 I: (e B.1,2 I 2 1 ' .--mm -_"-----717 •IP, T .. I •J., M 6X6 13 i.0- -I -t-T0 13 ,{� 59.0 SIM. 2 1 I (9.0 a I x., 0 S I D14 59.0 0 TMD1. © 11X 14 LVL a 0--� I I 14''X14 LVL I P6 '� 4 deliI 7_i IOO lir1 S9.0 lap • 1O s Oft 2 I +l• l _, MkRip m Da IB'-_./,/ �i-- 1•11r K Q )� x ® I _ 145X14 I VL FB +IL---- POST M Ih 6R. .1. NIr.--1-=4.= \02 ISC '--x`' 4 I; 8�^ STAIR'-4 • I I 0..41X14 LV \\FRAMING/.-n = 11 i I 1 �� T1 \ ^ II J 4 s h m \0 N\ A m .\-1 a 1 W �A�/ Fco o' '� 14"FLOOR TRUSSES®19.2"O.C.TW. J - m • 0 w9.0 EC C. II 1 I I o N GT ABOVE '.0 -L- -- •I GT ABOVE • xf A }I i r_- _ p9 Lg I i 4 .� FIXTURES v1 I I 1 ABOVE II ' 1 a Dc LVL m f /I fIo �-- ..(,yB.L9 Im 2X ROOF / I Y c+CO I "1'I^ FRAMING I Ai ® 1161 ( .IIIAI 2410 BLOCKING FOR�__ 59.0 1 I1 1 TV M+73"A.F.F.(TO i :. \- J I I BOTTOM OF 2010) o I A GT ABOVE R©• &.] LhJ..._. J ,1-'7 a 3-4 I • (2HOR 0 (2HDR 0--2)2X10(2NOR]0 I -I- bl 13 HUC01.81/11 1., ...71 B..L2.g.b1P B..6'12 i1.b1271 4'1' NOTE:ALL HEADERS t4 o (2)2410 U.N.O. -I_._.�—"134-` 4X]0 HDR_______. 4270.. R:::-:dPn .�' �.1)2D -I i. ::'::i::_.'...._A.2..:{''ri:i:-}:i•'r:r. 6X6 POST ®® 6X6 POST 6X8 POST SIM. MAIN LEVEL SHEARWALLS PLAN 26101 UPPER LEVEL FLOOR FRAMING 7/4"=1''0" AMERICAN MODERN ALL BEAMS/HDRS NOT LABELED ARE 'SIM'IN DESIGN TO BEAMS/HDRS WHICH ARFuf03.21_RT SF_Plan 2610B_Structural Calculations(2017 ORSC).pdf Page 5 of 27 22'-0" 3'-10Y4 16'_3^ 1'-10Y2' • 012 S6. 0 5111014 ac-=, 3x1)4 BLOCK OUT ®STEM WALL TSP. 3W CONC. SLAB I OVER 4°FREE DRAINAGE MATERIAL Cpa11 5 OVER COMPACTED ALL S6.0 D1 % VERIFY GARAGE SLAB HEIGHT d P6 C ' 82 W1TH GRADING PLAN le I-16"1IW_ +—�ti L n 314' CONC. $ L e s PATIO SLAB I-14"I o 11 D2 SLOPE r 56.0 o 6?35 ..-7"', 1'-91 12-6• 6-1 " 4-0^ 7-2.V I + •_4 L__ STH01 a'^ L VARIES: MIN. _ ._—_—_—_—_—_ _ �ci 3"FROM TOP OF SIM. ,� I II I " STEM WALL 10 0 ®56.0 aryn eI I 1-114 J1--' 1_iL__-J LSTHDI4TT_-_ _ S1H141 . _ 1 r 1. zTs , , 1 1t-I ® II N / FURNACE _I ABOVE 1---I In I FIXTURE ABOVE—f- 1 S60 a ,I, \-i n rI-I I P6 / II •,--I—® I 'MIS 18 _1 181!2 CR6 / SIDE 75 RUSHED FLOOR I n SPACE ACCESWL S L 10 AT+0'-0" 1 I 10 r ---1 r1 1 . r1-1 1 1r- -1 i P.T.4x4 POST, "--+ J I 30X30X70 I LJ 1� T1P.,U.N.O. I ; FTC.W/(3) } J I_ #4 EA.WAY I I d e a e S\(.167.,)6(.167.,) --1r- I 1914"i-JOISTS AT 19.2"O.C. A 2 L.1._1 TYPICAL 1 12'-0' c 1 14'-0" 11-1 m� -12 1 a -11•31" a zQ. 18X18X10 FTG. Q6-g)...___÷.4, 616 - tL W/(2)#4 EA.WAY .).1-11141I .0 L J T1P.U.N.O. , gli iL I 'd., I r I/-�(2Y�- —� J- I 2X4 PONY • , I? ei r'1`-T WALL 1 r -- I L._ - 561'°_1_ -5" 1 .---_—t3!X �K_.—__—__—__ - P6 s' 3W CONC. SLAB Y / i ® SLOPE 3"Z I---si-L ----J 3 ..L -S HD14 --- 8 SmHD14 / v@ 18 56.0 % 2Y2" ,1 aI -OW 51.2 %m n e SIM. • 7.1 I N I6x6 POST / THICKENED ABU86 POSWT _® SLAB EDGE BASE , 0-- 6x6 POST / I bi, I `-6x6 POST POST BASE] e� -8" TOP OF SLAB j 6'-0" 1. pzzT BASE PLAN 261 OB FOUNDATION PLAN 1/4"=1'-0" AMERICAN MODERN ALL BEAMS/HDRS NOT LABELED ARE 'SIM'IN DESIGN TO BEAMS/HDRS WHICH AR ..512/343%f/P03.21_RT SF_Plan 2610B_Structural Calculations(2017 ORSC).pdf Page 6 of 27 Title: Job# . Dsgnr: Date: Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Page 1 Timber eos 14189_Plan 2610.ecw:ROOF FRAMING Description 2610B ROOF GT reactions Timber Member Information GT.b1 GT.b2 Timber Section 3.125x18 2-2x12 Beam Width in 3.125 3.000 Beam Depth in 18.000 11.250 Le:Unbraced Length ft 0.00 0.00 Timber Grade Nouglas Fir,24F- Hem Fir,No.2 V4 Fb-Basic Allow psi 2,400.0 850.0 Fv-Basic Allow psi 240.0 150.0 Elastic Modulus ksi 1,800.0 1,300.0 Load Duration Factor 1.150 1.150 Member Type GluLam Sawn Repetitive Status No No Center Span Data Span ft 26.00 10.00 Dead Load #/ft 30.00 150.00 Live Load #/ft 50.00 250.00 Dead Load #/ft 120.00 Live Load #/ft 200.00 Start ft 17.000 End ft 26.000 Point#1 DL lbs 750.00 LL lbs 1,250.00 @ X ft 17.000 Results Ratio= 0.6866 0.9700 Mmax @ Center in-k 315.85 60.00 @ X= ft 16.95 5.00 fb:Actual psi 1,871.7 948.1 Fb:Allowable psi 2,725.9 977.5 Bending ON Bending OK fv:Actual psi 110.6 72.5 Fv:Allowable psi 276.0 172.5 Shear OK Shear OK Reactions @ Left End DL lbs 836.54 750.00 LL lbs 1,394.23 1,250.00 Max.DL+LL lbs 2,230.77 2,000.00 @ Right End DL lbs 1,773.46 750.00 LL lbs 2,955.77 1,250.00 Max.DL+LL lbs 4,729.23 2,000.00 Deflections Ratio OK Deflection OK Center DL Defl in -0.386 -0.073 UDefl Ratio 808.3 1,645.4 Center LL Defl in -0.643 -0.122 UDefI Ratio 485.0 987.2 Center Total Defl in -1.029 -0.194 Location ft 13.936 5.000 UDefl Ratio 303.1 617.0 15238_2018.03.21_RT SF_Plan 2610B_Structural Calculations(2017 ORSC).pdf Page 7 of 27 Title: Job# Dsgnr: Date: Description :SF RESIDENCE Scope: STRUCTURAL DESIGN Timber Beam & Joisl Page 1 14189 Plan 2610.ecw:ROOF FRAMING Description 2610B ROOF FRAMING Timber Member Information RB.b1 RB.b2 RB.b3 RB.b4 RB.b5 RB.bb Timber Section 2-2x4 2-2x4 2-2x4 2-2x4 2-2x6 2-2x4 Beam Width in 3.000 3.000 3.000 3.000 3.000 3.000 Beam Depth in 3.500 3.500 3.500 3.500 5.500 3.500 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Fb-Basic Allow psi 850.0 850.0 850.0 850.0 850.0 850.0 Fv-Basic Allow psi 150.0 150.0 150.0 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No No Center Span Data 1 Span ft 5.50 5.50 2.50 3.00 5.50 3.00 Dead Load #/ft 60.00 60.00 225.00 225.00 90.00 60.00 Live Load alt/ft 100.00 100.00 375.00 375.00 150.00 100.00 Results Ratio= 0.8084 0.8084 0.6263 0.9019 0.5666 0.2405 Mmax @ Center in-k 7.26 7.26 5.62 8.10 10.89 2.16 @ X= ft 2.75 2.75 1.25 1.50 2.75 1.50 fb:Actual psi 1,185.3 1,185.3 918.4 1,322.4 720.0 352.7 Fb:Allowable psi 1,466.3 1,466.3 1,466.3 1,466.3 1,270.8 1,466.3 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 56.3 56.3 82.3 103.9 50.4 27.7 Fv:Allowable psi 172.5 172.5 172.5 172.5 172.5 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 165.00 165.00 281.25 337.50 247.50 90.00 LL lbs 275.00 275.00 468.75 562.50 412.50 150.00 Max.DL+LL lbs 440.00 440.00 750.00 900.00 660.00 240.00 @ Right End DL lbs 165.00 165.00 281.25 337.50 247.50 90.00 LL lbs 275.00 275.00 468.75 562.50 412.50 150.00 Max.DL+LL lbs 440.00 440.00 750.00 900.00 660.00 240.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.089 -0.089 -0.014 -0.029 -0.034 -0.008 UDefl Ratio 744.5 744.5 2,114.0 1,223.4 1,926.0 4,587.6 Center LL Defl in -0.148 -0.148 -0.024 -0.049 -0.057 -0.013 UDefl Ratio 446.7 446.7 1,268.4 734.0 1,155.6 2,752.5 Center Total Defl in -0.236 -0.236 -0.038 -0.078 -0.091 -0.021 Location ft 2.750 2.750 1.250 1.500 2.750 1.500 UDefl Ratio 279.2 279.2 792.7 458.8 722.2 1,720.3 15238_2018.03.21_RT SF_Plan 2610B_Structural Calculations(2017 ORSC).pdf Page 8 of 27 Title: Job# Dsgnr: Date: • Description:SF RESIDENCE Scope: STRUCTURAL DESIGN `limb•r Beam &JcttSlPage 1 14189_Plan_2610.ecw:Floor Framing Description 2610B FLR FRMG 1 OF 3 Timber Member information B.b1 B.b2 B.b3 B.b4 B.b5 B.b6 B.b7 Timber Section 4x12 LVL:3.500x14.000 LVL:1.750x14.000 LVL:3.500x14.000 4x8 LVL:5.250x14.000 LVL:1.750x14.000 Beam Width in 3.500 3.500 1.750 3.500 3.500 5.250 1.750 Beam Depth in 11.250 14.000 14.000 14.000 7.250 14.000 14.000 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Douglas Fir- Rosboro,Bigbeam !Level,LSL 1.55E !Level,LSL 1.55E Douglas Fir- Rosboro,Bigbeam 'Level,LSL 1.55E Larch,No.2 2.2E Larch,No.2 2.2E Fb-Basic Allow psi 900.0 3,000.0 2,325.0 2,325.0 900.0 3,000.0 2,325.0 Fv-Basic Allow psi 180.0 300.0 310.0 310.0 180.0 300.0 310.0 Elastic Modulus ksi 1,600.0 2,200.0 1,550.0 1,550.0 1,600.0 2,200.0 1,550.0 Load Duration Factor 1.150 1.150 1.150 1.000 1.000 1.000 1.000 Member Type Sawn Manuf/Pine Manuf/Pine Manuf/Pine Sawn Manuf/Pine Manuf/Pine Repetitive Status No No No No No No No Center Span Data Span ft 16.50 20.00 4.00 9.00 3.50 17.00 8.50 Dead Load #/ft 60.00 15.00 45.00 195.00 195.00 195.00 30.00 Live Load #/ft 100.00 40.00 120.00 520.00 520.00 520.00 80.00 Dead Load #/ft 160.00 325.00 Live Load #/ft 100.00 375.00 Start ft End ft Point#1 DL lbs 120.00 LL lbs 318.00 @ X ft 8.500 Cantilever Span Span ft 4.00 Uniform Dead Load #/ft 175.00 Uniform Live Load #/ft 140.00 Point#1 DL lbs 740.00 LL lbs 990.00 @ X ft 4.000 Results Ratio= 0.7774 0.4151 0.1358 0.3268 0.3662 0.6459 0.0897 Mmax @ Center in-k 65.34 163.74 20.76 86.87 13.14 332.29 11.92 @ X= ft 8.25 9.28 2.00 4.50 1.75 8.50 4.25 Mmax @ Cantilever in-k 0.00 -113.28 0.00 0.00 0.00 0.00 0.00 fb:Actual psi 885.0 1,432.2 363.1 759.8 428.5 1,937.6 208.5 Fb:Allowable psi 1,138.5 3,450.0 2,673.8 2,325.0 1,170.0 3,000.0 2,325.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 44.7 100.1 44.9 73.3 48.5 111.6 20.8 Fv:Allowable psi 207.0 345.0 356.5 310.0 - 180.0 300.0 310.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions 0 Left End DL lbs 495.00 1,532.00 740.00 877.50 341.25 1,717.50 127.50 LL lbs 825.00 1,400.00 990.00 2,340.00 910.00 4,579.00 340.00 Max.DL+LL lbs 1,320.00 2,932.00 1,730.00 3,217.50 1,251.25 6,296.50 467.50 @ Right End DL lbs 495.00 3,408.00 740.00 877.50 341.25 1,717.50 127.50 LL lbs 825.00 3,204.00 990.00 2,340.00 910.00 4,579.00 340.00 Max.DL+LL lbs 1,320.00 6,612.00 1,730.00 3,217.50 1,251.25 6,296.50 467.50 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK 15238_2018.03.21_RT SF_Plan 2610B_Structural Calculations(2017 ORSC).pdf Page 9 of 27 Title: Job# Dsgnr: Date: Description:SF RESIDENCE . Scope: STRUCTURAL DESIGN Timber Beam & Joist Page 2 -- 14189 Plan261o.ecw:Floor Framing Description 2610B FLR FRMG 1 OF 3 Center DL Defl in -0.151 -0.252 -0.003 -0.023 -0.004 -0.147 -0.006 UDefl Ratio 1,314.8 953.1 13,970.1 4,654.3 11,344.7 1,389.8 17,955.8 Center LL Defl in -0.251 -0.286 -0.005 -0.062 -0.010 -0.391 -0.015 UDefl Ratio 788.9 838.5 10,442.3 1,745.3 4,254.3 521.4 6,733.4 Center Total Defl in -0.402 -0.538 -0.008 -0.085 -0.014 -0.538 -0.021 Location ft 8.250 9.760 2.000 4.500 1.750 8.500 4.250 UDefl Ratio 493.1 446.5 5,975.7 1,269.3 3,094.0 379.1 4,897.0 Cantilever DL Defl in 0.094 Cantilever LL Defl in 0.026 Total Cant.Defl in 0.120 UDefl Ratio 801.8 15238_2018.03.21_RT SF_Plan 2610B_Structural Calculations(2017 ORSC).pdf Page 10 of 27 Title: Job# Dsgnr: Date: Description :SF RESIDENCE • Scope: STRUCTURAL DESIGN Timber Beam & Jofs` Page 1 - 1418521an_2610.ecw:Floor Framing Description 2610B FLR FRMG 2 OF 3 Timber Member information .3ode Ref: NDS IBC B.b8 B.b9 B.b10 B.b11 B.b12 B.b13 B.b14 Timber Section -VL:1.750x14.000 2-2x8 LVL:1.750x14.000 LVL:3.500x14.000 2-2x8 2-2x8 2-2x8 Beam Width in 1.750 3.000 1.750 • 3.500 3.000 3.000 3.000 Beam Depth in ' 14.000 7.250 14.000 14.000 7.250 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade iLevel,LSL 1.55E Hem Fir,No.2 iLevel,LSL 1.55E iLevel,LSL 1.55E Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Fb-Basic Allow psi 2,325.0 850.0 2,325.0 2,325.0 850.0 850.0 850.0 Fv-Basic Allow psi 310.0 150.0 310.0 310.0 150.0 150.0 150.0 Elastic Modulus ksi 1,550.0 1,300.0 ' 1,550.0 1,550.0 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.000 1.000 1.150 1.150 1.150 1.150 1.150 Member Type Manuf/Pine Sawn Manuf/Pine Manuf/Pine Sawn Sawn Sawn Repetitive Status No No No No No No No Center Span Data �. ._w. __,,:_ ,._ _.:... .._._�-ar_-�m«..w.:�_-��. .:, ,._sr.3r a cx..�-.:: �.....s.s:... ._-sem.:.:• _.=.,,-a.,...-,..::.�.Y_�_.a.,..:.s...._,-Y e.,..: _-: .,_.._..�u..<c�:�. . _.:__,. _ w�v Span ft 6.00 3.50 9.00 5.00 3.00 2.50 2.50 Dead Load #/ft 15.00 30.00 15.00 75.00 15.00 45.00 120.00 Live Load #/ft 40.00 80.00 40.00 200.00 40.00 120.00 240.00 Dead Load #/ft 190.00 160.00 160.00 225.00 250.00 Live Load #/ft 150.00 100.00 100.00 375.00 250.00 Start ft End ft Point#1 DL lbs 128.00 LL lbs 340.00 @ X ft 3.500 Cantilever Span Span ft 5.00 Uniform Dead Load #/ft 175.00 Uniform Live Load #/ft 200.00 Point#1 DL lbs 923.00 LL lbs 855.00 @ X ft 5.000 Results Ratio= 0.0832 0.0754 0.3140 0.5330 0.1379 0.2326 0.2615 Mmax @ Center in-k 11.06 2.0247.99 0.00 4.25 7.17 8.06 @ X= ft 3.50 1.75 4.50 0.00 1.50 1.25 1.25 Mmax @ Cantilever in-k 0.00 0.00 0.00 -162.93 0.00 0.00 0.00 fb:Actual psi 193.5 76.9 839.5 1,425.0 161.8 272.9 306.8 Fb:Allowable psi 2,325.0 1,020.0 2,673.8 2,673.8 1,173.0 1,173.0 1,173.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 22.9 8.7 81.0 105.1 19.6 34.3 38.6 Fv:Allowable psi 310.0 150.0 356.5 356.5 172.5 172.5 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 98.33 52.50 922.50 -773.00 262.50 337.50 462.50 LL lbs 261.67 140.00 855.00 750.00 210.00 618.75 612.50 Max.DL+LL lbs 360.00 192.50 1,777.50 -23.00 472.50 956.25 1,075.00 @ Right End DL lbs 119.67 52.50 922.50 3,746.00 262.50 337.50 462.50 LL lbs 318.33 140.00 855.00 3,960.00 210.00 618.75 612.50 Max.DL+LL lbs 438.00 192.50 1,777.50 7,706.00 472.50 956.25 1,075.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK L. 15238_2018.03.21_RT SF_Plan 2610B_Structural Calculations(2017 ORSC).pdf Page 11 of 27 ~ Title: Job# Dsgnr: Date: Description :SF RESIDENCE Scope: STRUCTURAL DESIGN Timber Beam & Joisi Page 2 14189_Plan 2610.ecw:Flow Framing Description 2610E FLR FRMG 2 OF 3 Center DL Defl in -0.002 -0.001 -0.049 0.013 -0.003 -0.002 -0.003 UDefl Ratio 31,996.0 51,354.9 2,213.6 4,752.2 13,979.9 15,657.5 11,425.8 Center LL Defl in -0.006 -0.002 -0.045 0.012 -0.002 -0.004 -0.003 UDefl Ratio 12,030.8 19,258.1 2,388.4 5,058.5 17,474.9 8,540.5 8,627.6 Center Total Defl in -0.008 -0.003 -0.094 0.024 -0.005 -0.005 -0.006 Location ft 3.096 1.750 4.500 2.980 1.500 1.250 1.250 UDefl Ratio 8,743.3 14,005.9 1,148.8 2,450.4 7,766.6 5,526.2 4,915.7 Cantilever DL Defl in -0.143 Cantilever LL Defl in -0.140 Total Cant.Defl in -0.283 UDefl Ratio 424.7 15238_2018.03.21_RT SF_Plan 2610B_Structural Calculations(2017 ORSC).pdf Page 12 of 27 Title: Job# Dsgnr: Date: Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Timber Beam & JOS Page 1 - 14169 Plan 2610.eurFioor Framing Description 2610B FLR FRMG 30F3 Timber Member Information B.b15 B.b16 B.b17 B.b18 B.b19 B.b20 Timber Section 2-2x8 2-2x8 2-2x8 2-2x8 4x10 4x10 . Beam Width in 3.000 3.000 3.000 3.000 3.500 3.500 Beam Depth in 7.250 7.250 7.250 7.250 9.250 9.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Douglas Fir- Douglas Fir- Larch,No.2 Larch,No.2 Fb-Basic Allow psi 850.0 850.0 850.0 850.0 900.0 900.0 Fv-Basic Allow psi 150.0 150.0 150.0 150.0 180.0 180.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,300.0 1,600.0 1,600.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No No Center Span Data Span ft 4.50 2.50 3.00 3.50 10.00 16.00 Dead Load #/ft 120.00 150.00 150.00 150.00 75.00 60.00 Live Load #/ft 320.00 400.00 400.00 400.00 125.00 100.00 Dead Load #/ft 250.00 160.00 325.00 325.00 Live Load #/ft 250.00 100.00 375.00 375.00 Start ft End ft Point#1 DL lbs 836.00 LL lbs 1,394.00 @ X ft 1.250 Results Ratio= 0.9262 0.7889 0.5474 0.7451 0.4839 0.9911 Mmax @Center _._. in-k k .�, _ 28.55 24.32 16.87 22.97 30.00 61.44 @ X= ft 2.25 1.25 1.50 1.75 5.00 8.00 fb:Actual psi 1,086.4 925.3 642.1 874.0 601.1 1,231.0 Fb:Allowable psi 1,173.0 1,173.0 1,173.0 1,173.0 1,242.0 1,242.0 Bending OK Bending OK Bending OK Bending OK Bending ON Bending OK fv:Actual psi 107.4 113.2 77.6 99.0 39.3 53.6 Fv:Allowable psi 172.5 172.5 172.5 172.5 207.0 207.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear 0K Reactions 1 @ Left End DL lbs 832.50 805.50 712.50 831.25 375.00 480.00 LL lbs 1,282.50 1,322.00 1,162.50 1,356.25 625.00 800.00 Max.DL+LL lbs 2,115.00 2,127.50 1,875.00 2,187.50 1,000.00 1,280.00 @ Right End DL lbs 832.50 805.50 712.50 831.25 375.00 480.00 LL lbs 1,282.50 1,322.00 1,162.50 1,356.25 625.00 800.00 Max.DL+LL lbs 2,115.00 2,127.50 1,875.00 2,187.50 1,000.00 1,280.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK - Center DL Defl in -0.028 -0.006 -0.007 -0.013 -0.046 -0.240 UDefl Ratio 1,959.2 5,002.7 5,150.5 3,243.5 2,626.5 801.6 • Center LL Defl in -0.042 -0.010 •-0.011 -0.021 -0.076 -0.399 UDefl Ratio 1,271.7 3,036.7 3,156.8 1,987.9 1,575.9 480.9 Center Total Defl in -0.070 -0.016 -0.018 -0.034 -0.122 -0.639 Location ft 2.250 1.250 1.500 1.750 5,000 8.000 UDefl Ratio 771.2 1,889.6 1,957.2 1,232.5 984.9 300.6 15238_2018.03.21_RT SF_Plan 2610B_Structural Calculations(2017 ORSC).pdf Page 13 of 27 . Title: Job# Dsgnr: Date: Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Timber Beam & Joisi Page 1 - 14189_Plan_2610.ecw.CRAWLSPACE FRAMING Description 2610 ABCD CRAWLSPACE FRAMING Timber Member Information TYP BEAM Timber Section 4x8 Beam Width in 3.500 Beam Depth in 7.250 Le:Unbraced Length ft 0.00 Timber Grade Douglas Fir- Larch,No.2 Fb-Basic Allow psi 900.0 Fv-Basic Allow psi 180.0 Elastic Modulus ksi 1,600.0 Load Duration Factor 1.000 Member Type Sawn Repetitive Status No Center Span Data Span ft 5.75 Dead Load #/ft 195.00 Live Load #/ft 520.00 Results Ratio= 0.9884 Mmax @ Center in-k 35.46 @X= ft 2.87 fb:Actual psi 1,156.5 Fb:Allowable psi 1,170.0 Bendmg OK fv:Actual psi 96.2 Fv:Allowable psi 180.0 Shear OK Reactions @ Left End DL lbs 560.62 LL lbs 1,495.00 Max.DL+LL lbs 2,055.62 @ Right End DL lbs 560.62 LL lbs 1,495.00 Max.DL+LL lbs 2,055.62 Deflections Ratio OK Center DL Defl in -0.027 UDefl Ratio 2,558.5 Center LL Defl in -0.072 UDefl Ratio 959.5 Center Total Defl in -0.099 Location ft 2.875 UDefl Ratio 697.8 15238_2018.03.21_RT SF_Plan 2610B_Structural Calculations(2017 ORSC).pdf Page 14 of 27 Design Maps Summary Report irtingS Design fags Summary Re port User-Specified Input 1 wilding Code Reference Document 2015 International Building Code Site Coordinates 45.43123°N, 122.77149°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III i 2nfi -_ 137- B - tz ,131 I5000ru av rton .11• • 141 - (\. P rI Im ri,•Po rT - ,-. e ' CS Lakef0sweo EthDlis L:12) I fl Kln t.ity aR AMERICA e - Tu ma west @201S•Mapques[ n're datai (1 ItIv]_uest USGS-Provided 0 tput Ss = 0.972 g SMs = 1.080 g Sus = 0.720 g Sl = 0.423 g SNI = 0.667 g SDI = 0.445 g For information on how the SS and S1 values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. MCR Response Spectrum Design Response Spectrum 0_es 1.10 --- 0.00 0t.98._ 0. -. 0.2E-.,r' 0.c4 0.77 0.5S 3 CSS S 0.48 G.55 if 0.36 r: 0.44. 0.32 1. Qi. 6624 6_2 0.16 0.11 0_08 0.100 - 0.00.- - - - - - o.oe 0.20 0.4o 0.50 0.I3 1.60 1.24 1.40 1.00 1.00 2.00 1.00 0.20 0.40 0.50' 0.00 1_€0 1.24 1.40 1.40 LSD ZOO Period,T(sec) Pari",T(sec) Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge. 15238_2018.03.21_RT SF_Plan 2610B_Structural Calculations(2017 ORSC).pdf Page 15 of 27 http://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?template=minimal&latit... 2015 IBC SEISMIC OVERVIEW SHEET TITLE: 2015 IBC SEISMIC OVERVIEW CT PROJECT#: 15238_2610 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. = 0 Section 1613.3.5 Section 11.4.2/Ch. 20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec. Spectral Response Ss= 0.97 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec. Spectral Response Si= 0.42 Figure 1613.3.1(2) Figure 22-2 6. Site Coefficient(short period) Fa= 1.11 Figure 1613.3.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.58 Figure 1613.3.3(2) Table 11.4-2 SMs= Fa*Ss SMs= 1.08 EQ 16-37 EQ 11.4-1 SM1= Fv*Si SMi= 0.67 EQ 16-38 EQ 11.4-2 SDs=2/3*SMs SDS= 0.72 EQ 16-39 EQ 11.4-3 SD1=2/3*SM1 SDi= 0.44 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= D Table 1613.3.5(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC1 = D Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11. Wood structural panels --- --- N/A Table 12.2-1 12. Response Modification Coef. R= 6.5 N/A Table 12.2-1 13. Overstrength Factor Do= 2.5 N/A Table 12.2-1 14. Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 15. Plan Structural Irregularities --- No N/A Table 12.3-1 16. Vertical Structural Irregularities -- No N/A Table 12.3-2 17. Permitted Procedure Equiv. Lateral Force --- Table 12.6-1 15238_2018.03.21_RT SF_Plan 261 OB_Structural Calculations(2017 ORSC).pdf Page 16 of 27 IBC EQUIV.LAT.FORCE SHEET TITLE: IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 CT PROJECT#: CT#14189:Plan 2610 SDS= 0.74 h„ = 18.00(ft) SDI= 0.46 X = 0.75 ASCE 7-05(Table 12.8-2) R= 6.5 Ct= 0.020 ASCE 7-05(Table 12.8-2) IE= 1.0 T= 0.175 ASCE 7-05(EQ 12.8-7) Si= 0.45 k= 1 ASCE 7-05(Section 12.8.3) TL= 6 ASCE 7-05(Section 11.4.5:Figure 22-15) Cs=SDS/(R/IE) 0.114 W ASCE 7-05(EQ 12.8-2) Cs=SDI/(T*(R/IE)) (for T<TL) 0.407 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(S01*TO/(T2*(R/IE)) (for T>TL) 0.000 W ASCE 7-05(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7-05(EQ 12.8-5)(MIN.) Cs=(0.5 S1)/(R/IE) 0.034 W ASCE 7-05(EQ 12.8-6)(MIN.if Si>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.114 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-10 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) C,= DIAPHR. Story Elevation Height AREA DL w; w; *h;k wx *h,k DESIGN SUM LEVEL Height (ft) h (ft) (sqft) (ksf) (kips) (kips) Ew; *h;k Vi DESIGN Vi Roof --- 18.00 18.00 1190 0.022 26.18 471.2 0.55 2.91 2.91 2nd 8.00 10.00 10.00 1360 0.028 38.08 380.8 0.45 2.35 5.25 1st(base) 10.00 0.00 SUM= 64.3 852.0 1.00 5.25 E=V= 7.36 (LRFD) E/1.4= 5.25(ASD) • 15238_2018.03.21_RT SF_Plan 2610B_Structural Calculations(2017 ORSC).pdf Page 17 of 27 ASCE 7-10 WIND Part2 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 2 CT PROJECT#: CT#14189:Plan 2610 N-S E-W F-B S-S IBC ASCE Ridge Elevation(ft)= 30.00 30.00 ft. Roof Plate Ht.= 18.00 18.00 Roof Mean Ht.= 24.00 24.00 ft. --- --- Building Width= 26.0 56.0 ft. V u/t. Wind Speed asec.Gust= 120 120 mph Figure 1609 Fig. 26.5-1A thru C V asd. Wind Speed 3Seo.Gust= 93 93 mph (EQ 16-33) Exposure= B B Iw= 1.0 1.0 N/A N/A Roof Type= Gable Gable Ps30A= 28.6 28.6 psf Figure 28.6-1 Ps30 e= 4.6 4.6 psf Figure 28.6-1 Ps30c= 20.7 20.7 psf Figure 28.6-1 Ps30 D= 4.7 4.7 psf Figure 28.6-1 A= 1.00 1.00 Figure 28.6-1 Ka= 1.00 1.00 Section 26.8 windward/lee= 1.00 1.00(Single Family Home) A*Krt*I : 1 1 Ps=X*Kzt*I*ps3o= (Eq.26.6-1) PsA= 28.60 28.60 psf (LRFD) (Eq.28.6-1) PsB= 4.60 4.60 psf (LRFD) (Eq.28.6-1) Psc= 20.70 20.70 psf (LRFD) (Eq.28.6-1) pa o= 4.70 4.70 psf (LRFD) (Eq.28.6-1) PsAand caverage= 24.7 24.7 psf (LRFD) Ps B and o average= 4.7 4.7 psf (LRFD) a= 3 3 Figure 28.6-1 2a= 6 6 width-2*2a= 14 44 MAIN WIND-ASCE 7-10 CHAPTER 28 PART 2 Areas(N-S) AreasE-W width factor roof--> 1.00 1.00 ( ) psf (E-W) Wind(N-S)(LRFD) Wind(E-W) (LRFD) 0.71 0.71 16 psf min. 16 psf min. width factor 2nd-> 1.00 0.71 wind(LRFD) wind(LRFD) DIAPHR. Story Elevation Height AA AB Ac AD AA AB Ac AD per28.4.4 per28.4.4 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) Vi(N-S) V(N-S) Vi(E-VV) V(E-W) 30.00 12.0 0 144 0 168 0 102.2 0 374.9 Roof - 18.00 18.00 4.0 48 0 56 0 48 0 125 0 6.7 10.4 3.98 3.98 6.19 6.19 2nd 8.00 10.00 10.00 9.0 108 0 126 0 108 0 396 0 1st(base) 10.00 0.00 0.00 3.7 8,1 5.70 9.68 11.29 17.48 0 0.00 0.00 AF= 650 AF= 1154 10.4 18.5 V(n-s). 9.68 V(e-w)= 17.48 kips(LRFD) kips(LRFD) kips kips 15238_2018.03.21_RT SF_Plan 2610B_Structural Calculations(2017 ORSC).pdf Page 18 of 27 ASCE 7-10 Part 1 . . SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 1 CT PROJECT#: CT#14189:Plan 2610 SEE SEAW RAPID SOLUTION SPREADSHEET AND INSERT VALUES BELOW MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(N-S) Wind(E-W) Min/Part 2(Max.) Min/Method 1(Max.) Wind(N-S)(LRFD) Wind(E-W)(LRFD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(E-VV) V(E-VV) Vi(N-S) V(N-S) Vi(E-VN V(E-VV) Roof -- 18.00 18.00 0.00 0.00 0.00 0.00 6.66 6.66 10.40 10.40 2nd 8.00 10.00 10.00 0.00 0.00 0.00 0.00 3.74 10.40 8.06 18.47 1st(base) 10.00 0.00 0.00 V(n-s)= 0.00 V(e-w)= 0.00 V(ns). 10.40 V(e-w)= 18.47 kips kips kips(LRFD) kips(LRFD) DESIGN WIND-Min./Part 2/Part 1 ASO Wind(N-S)(LRFD) Wind(E-W)(LRFD) Wind(N-S)(ASD) Wind(E-W)(ASD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Roof 8 10 10 6.66 6.66 10.40 10.40 5.16 5.16 8.06 8.06 2nd 10 0 0 3.74 10.40 8.06 18.47 2.90 8.06 6.25 14.30 1st(base) 0 0 0 V(n-s)= 10.40 V(e-w)= 18.47 V(n-s)= 8.06 V(e-w)= 14.30 6 kips(LRFD) kips(LRFD)I kips(ASD) kips(ASD) 15238_2018.03.21_RT SF_Plan 2610B_Structural Calculations(2017 ORSC).pdf Page 19 of 27 SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: CT#14189:Plan 2610 1 Diaph.Level: Roof Panel,Height= 8 ft. Seismic V i= 2.91 kips Design Wind N-S V i= 5.16 kips Max.aspect= 3.5 Sum Seismic V i= 2.91 kips Sum Wind N-S V i= 5.16 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 Loi.eH. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM ROTM Unet U sum(sgft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (Plf) (pit) (kip-ft) (kip-ft) (kip) (kip) (Op ft) (TM kip-ft ) (kip) (kip) (kip) HD Ext. left 1 595 39.5 39.5 1.00 0.15 2.58 0.00 1.45 0.00 1.00 1.00 37 P6TN P6TN 65 11.62 58.84 -1.22 -1.22 20.62 70.21 -1.28 -1.28 -1.22 Ext. left 2 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 __ - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. left 3 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 __ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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. left4 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 ___ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 ___ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 ___ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 __ - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 __ -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. right1* 595 37.5 37.5 1.00 0.15 2.58 0.00 1.45 0.00 1.00 1.00 39 P6TN P6TN 69 11.62 53.03 -1.12 -1.12 20.62 63.28 -1.16 -1.16 0.55 perf Ext. right2 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 _. - 0.00 0 - __. 0 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 ___ 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. rght3** -- 0 0.00 0.00 0.00 0.00 00.00 0.00 • 9 0.0 0.0 1.00 0.00 0.00 0.00 0.000.00 0.00 0.00 0.00 1.00 0.00 0 --- - 0 0.00 0.00 0.00 0.00 0.00 - 0 0.00.00 0.00 0.0 1.00 0.00 0.00 0.00 0.000.00 0.00 0.00 1.00 0.00 0 -- 0 0.00 0.00 0.00 0.00 0.00 Ext. right4 0 0.0 0.0 1.00 0.00 0.00 - 0.00 0.00 0.00 0.00 0.00 0 .00 D .o0 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- ___ 0.00 0.00 0.00 0.00 0.00 Ext. rights 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 __ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 ___ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 ___ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- 0 0.00 0.00 0.00 0.00 0.00 0.00' 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 ___ - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 __ - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 ___ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 ___ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 ___ - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 __ -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 __ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 __ - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 __ - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1190 77.0 77.0=L eff. 5.16 0.00 2.91 0.00 EVwind 5.16 EVEO 2.91 Notes: denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel 15238_2D18.03.21_RT SF_Plan 2610B_Structural Calculations(2017 ORSC).pdf Page 20 of 27 SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: CT#14189:Plan 2610 Diaph.Level: 2nd Panel Height= 9 ft. Seismic V i= 2.35 kips Design Wind N-S V i= 2.90 kips Max.aspect= 3.5 Sum Seismic V i= 5.25 kips Sum Wind N-S V i= 8.06 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 Off. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM R U U (sqft) (ft) (ft) o7M net sum OTM ROTM Unet Usum 1Jsum HD (kit) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. left 1** 595 23.0 23.0 0.77 0.15 1.27 2.58 1.03 1.45 1.00 1.00 140 P6TN P6 217 22.32 19.95 0.11 -1.11 34.62 23.81 0.48 -0.79 1.95 pert Ext. left 2 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. gar-left 85 16.5 16.5 1.00 0.15 0.18 0.00 0.15 0.00 1.00 1.00 9 P6TN P6TN 11 1.32 10.27 -0.57 -0.57 1.63 12.25 0.677 -0.00 0.00 0.67 -0.57 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- Ext. left4 0 0.0 0.0 1.00 0.00 0.00 0.00 0,00 0.00 1.00 0.00 0 -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 _-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -_. 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 ___ 0 0.00 0.00- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. rights** 595 37.5 37.5 0.95 0.15 1.27 2.58 1.03 1.45 1.00 1.00 70 P6TN P67N 108 22.32 533.003 -0.83 -01.96.00 34.62 63.28 -0.78 -1.94 10.00 0.00 0.00 0.001.52 perf Ext. right2 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -__ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. gar RT 85 20.0 20.0 1.00 0.15 0.18 0.00 0.15 0.00 1.00 1.00 7 P6TN P67N 9 1.32 15.08 0 0.00 0.00 0.7701 0.01 1.63 18.00 -0.85 -0.85 0.71 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 ___ Ext. right4 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 __. 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 __. 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. rights 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -__ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 ----- - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0,00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 1 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 __. .00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 ___ -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -._ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 __- _- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- _ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -_. 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.70 0.00 0.00 1.00 0.00 0 -_ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -_ _ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1360 97.0 89.8=Leff. 2.90 5.16 2.35 2.91 1.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 EVwond 8.06 EVEQ 5.25 Notes: * denotes with shear.transfer ** denotes perterated shear wall iSB denotes iSB Shear Panel I5238_2018.03.21_RT SF_Plan 2610B Structural Calculations(2017 ORSC).pdf Page 21 of 27 SHEET TITLE: LATERAL E-W(side to side-left/right) CT PROJECT#: CT#14189:Plan 2610 Diaph.Level: Roof Panel Height= 8 ft. Seismic V i= 2.91 kips Design Wind E-W V i= 8.06 kips Max.aspect= 3.5 Sum Seismic V i= 2.91 kips Sum Wind E-W V i= 8.06 kips Min.Lwall= 2.29 ft. Wind Wind E.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind VVind Max. Wall ID T.A. Lwall Logy eff. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM ROTM Unet Usum OTM R Unet Usum U (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) HD Front MSTR' 595 8.5 17.0 1.00 0.15 4.03 0.00 1.45 0.00 1.00 1.00 222 P6 P4 474 15.11 5.45 1.23 1.23 32.23 6.50 3.28 3.28 3.28 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Front - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- _. 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 ___ _ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int KIT 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 ___ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 ___ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gar Rear 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gar Rear 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 ___ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Rear BR23* 595 26.0 26.0 1.00 0.15 4.03 0.00 1.45 0.00 1.00 1.00 73 P6TN P6 155 15.11 25.49 -0.41 -0.41 32.23 30.42 0.07 0.07 0.07 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gar Alley 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 ___ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gar ABWP 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 ___ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 __- -- - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 ___ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 ___ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 ___ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 ___ -- 0 00.0000 0.000.00 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 ___ - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 ___ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0,00 0.00 0.00 1.00 0.00 0 __ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 __ --_ 0 0.000.00 0.00 0.000.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 1190 34.5 34.5=Leff. 8.06 0.00 2.91 0.00 EVWind 8.06 2VEQ 2.91 Notes: denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel 15238_2018.03.21_RT SF_Plan 2610B_Structural Calculations(2017 ORSC).pdf Page 22 of 27 . SHEET TITLE: LATERAL E-W(side to side-left/right) CT PROJECT#: CT#14189:Plan 2610 Diaph.Level: 2nd Panel Height= 9 ft. Seismic V i= 2.35 kips Design Wind E-W V i= 6.25 kips Max.aspect= 3.5 Sum Seismic V i= 5.25 ki s Min.Lwall= 2.57 ft. p Sum Wind E-W V i= 14.30 kips Wind Wind E.Q. E.Q. p- 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LOL atr. C o w dl V level V abv.V level V abv. 2w/h vi Type Type v i OTM R U (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p OTM net Usum OTM ROTM Unet Us.„, U..,,, HD (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Front L1-V* 595 5.5 17.0 1.00 0.15 2.24 4.03 0.84 1.45 1.30 1.00 542 P2 2P3 1140 26.85 3.53 4.83 6.06 56.41 4.21 10.80 14.08 14.08 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- Front - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 ___ _ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .. 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 __- _ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 KIT 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --. 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 ----- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 ___ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Rear Kit/Gar 980 8.3 16.0 1.00 0.15 3.69 0.00 1.39 0.00 1.00 1.00 217 P6 P4 0 0.00 5.01 10.00.47 0.40 1.473.30.190 5.98 3.56 3.56 3.56 0.00 0.00 0.00 0.00 444 16.22 0.0 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- 0.00 0.00 0.00 0 0.00 0.0 Re- -ar BR23 0 3.5 26.0 1.00 0.75 0.00 4.03 0.00 1.45 1.00 0.78 694 2P4 2P3 1151 17.00 17.16 -0.06 -0.47 36.26 20.48 5.577 50.00 0,00 .64 5.64 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 G- -ar Alley 85 4.0 8.0 1.00 0.15 0.32 0.00 0.12 0.00 1.00 0.89 44 P6TN P6TN 80 11.4111 1.0 21 0.06 0.06 2.88 1.44 0.43 0.43 0.43 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- Gar ABWP 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- _- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --_ _ 0 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 - - 0 0.0 0,0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 __ --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 ----- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 ___ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 __ --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0,00 0.00 0.00 1.00 0.00 0 ___ -_ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 ___ -_ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0,00 0.00 0.00 0.00 1.00 0.00 0 ___ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 ----- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -__ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 __ _ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- _ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- _ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1660 21.3 21.3=Leff. 6.25 8.06 2.35 2.91 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 EVwJnd 14.30 EVEQ 5.25 Notes: * denotes with shear transfer ABWP Alternate Braced Wall Panel-2308.9.3.2 denotes perferated shear wall iSB denotes iSB Shear Panel 15238_2018.03.21_RT SF_Plan 2610B_Structural Calculations(2017 ORSC).pdf Page 23 of 27 JOB it: CT#14189:Plan 2610 SHEARWALL WITH FORCE TRANSFER ID: Front Upper MSTR* . Roof Level w dl= 150 plf V eq 1450.0 pounds V1 eq= 725.0 pounds V3 eq= 725.0 pounds V w= 4030.0 pounds V1 w= 2015.0 pounds V3 w= 2015.0 pounds ► ► vhdreq= 85.3 plf ' H head= A v hdr w= 237.1 plf 1.083 v Fdragl eq= 363 F2 eq= 363 A Fdragl w= s08 F2 1008 H pier= vi eq= 170.6 p/f v3 eq= 170.6 plf P6 E.Q. 5.0 vi w= 474.1 plf v3 w= 474.1 plf P4 WIND feet Htotal= 2w/h= 1 2w/h= 1 8.083 v Fdrag3 eq= % F4 e.- 363 feet A Fdrag3 w=1008 F4 w=1008 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 85.3 plf P6TN 2.0 EQ Wind v sill w= 237.1 plf P6 feet OTM 11720 32574 R OTM 10747 13005 s UPLIFT 60 1198 Up above 0 0 UP sum 60 1198 H/L Ratios: L1= 4.3 L2= 8.5 L3= 4.3 Htotal/L= 0.48 ► 4 ta.4 Hpier/L1= 1.18 Hpier/L3= 1.18 L total= 17.0 feet JOB#: CT#14189:Plan 2610 SHEARWALL WITH FORCE TRANSFER ID: Front Lower LIV* Floor Level w d/= 150 p/f V eq 840.0 pounds V w= 2240.0 pounds Sum V eq 2290.0 pounds V1 eq= 1145.0 pounds V3 eq= 1145.0 pounds Sum V w= 6270.0 pounds V1 w= 3135.0 pounds V3 w= 3135.0 pounds O. I. v hdr eq= 134.7 plf Is '-H head= A v hdr w= 368.8 p/f 1.083 v Fdragl eq= 775 F2 eq= 775 Fdragi w= 1 F2 •-2121 H pier= vi eq= 416.4 p/f v3 eq= 416.4 plf P3 E.Q. 5.0 vi w= 1140.0 plf v3 w= 1140.0 plf 2P3 WIND feet Htotal= 2w/h= 1 2w/h= 1 9.083 T Fdrag3 eq= 7 -.- 775 feet • A Fdrag3 w=2121 F4 w=2121 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 134.7 plf P6TN 3.0 EQ Wind v sill w= 368.8 p/f P4 feet OTM 20800 56950 R OTM 10747 13005 e v UPLIFT 615 2691 Up above 60 1198 UP sum 675 3889 H/L Ratios: Li= 2.8 L2= 11.5 L3= 2.8 Htotal/L= 0.53 d ` 4 . ► Hpier/L1= 1.82 Hpier/L3= 1.82 L total= 17.0 feet 15238_2018.03.21_RT SF_Plan 2610B_Structural Calculations(2017 ORSC).pdf Page 24 of 27 • 'JOB#:CT#14189:Plan 2610 ID:Rear Upper 8R23* Roof Level wdl= 150 plf V eq 1450.0 pounds V1 eq= 317.2 pounds V3 eq= 996.9 pounds V5 eq= 135.9 pounds V w= 4030.0 pounds V1 w= 881.6 pounds V3 w= 2770.6 pounds V5 w= 377.8 pounds b b vhdreq= 55.8 p/f b H1 head=$ v hdr= 155.0plf H5head= A 1 Fdragi eq=61.0 Fdrag2 eq= 191.7 Fdrag5 eq= 191.7 Fdrag6 eq=26.1 1 v A Fdragi w= ...9.5 Fdragi. 532.8 Fdrag5 w= 2.8 Fdrag•w=72.7 A H1 pier= of eq= 90.6 p/f v3 eq= 90.6 plf v5 eq= 90.6 H5 pier= ' 4.0 vi w= 251.9 plf v3 w= 251.9 plf v5 w= 251.91 4.0 feet feet H total= 2w/h= 1 2w/h= 1 2w/h= 0.75 8.0 V Fdrag3= . .1 Fdrag•- 191.7 feet A Fdragi w= 169.5313 Fdragi w=532.8 Fdrag7eq= •1.7 Fdrag8e. 26.1 v P6TN E.Q. Fdrag7w=532.8 Fdrag8w=72.7 A P6 WIND v sill eq= 55.8 plf Hl sill= (0.6-0.14Sds)D 0.6D vsillw= 155.0 plf H5 sill= 3.0 EQ Wed 3.0 feet OTM 11600.0 32240.0 feet R OTM 22624 27378 V UPLIFT -471 208 V • Up above 0 0 Up Sum -471 208 H/L Ratios: L1= 3.5 L2= 5.0 L3= 11.0 L4= 5.0 L5= 1.5 Htotal/L= 0.31 a I. 4 b 4 C 4 b 4 b Hpier/L1= 1.14 Hpier/L3= 0.36 L total= 26.0 feet Hpier/L5= 2.67 0.90 L reduction 15238_2018.03.21_RT SF_Plan 2610B_Structural Calculations(2017 ORSC).pdf Page 25 of 27 / , 180 Nickerson St. , `: E• N G I N E , > { J Edi Suite 802 � Seattle,WA / 98109 �` Project: Date: _.__ •_ . . : ._ 1_.- - (206)255-4512 PAX: Client: _ Page Number: (206)285-0618 - IF le 2-47a, PS?. a‘ ( /500 P5V— MS12) 07/2, (1-54,1-is) -z--.12g, r-- E A Mots fl Ak k ' Wi' e4 Ci 11.seS) = 365 A‘ 2 MZ ,�' ti.3 - grAl140,friS)-f-/073eat 41Y( . - it 1 - 4— -67.- -.--- 46- fo, e ,... c. • Y t7.4row , 7.1.7.--,....)_ V--. ,, , /,...r, gal.a.e. 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