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I ool ail 4(. 20s PJ4 MSTZorl-0oo8y RE EIVE CT ENGINEERING Structural Engineers MAR 0 6 2019 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 206.285.4512 (V) 206.285.0618 (F) CITY OF 1IUARD 3UILD1NO O p"SION #15238 Structural Calculations Polygon at River Terrace Single—Family �����iNE o �Plan 3413B AGSE 4NI , Tigard, OR dRECJ ��FS T Design Criteria: 2017 ORSC (2015 IBC) 01/25/2019 ASCE 7-10 Wind Speed: 120(ULT); 93(ASD); Kzt=1 .0 Seismic: Ss=0.972, S1 =0.423, SDC=D Roof Snow Load = 25 psf Site Class = D, Soil Bearing = 2000 psf Client: Polygon Northwest Company 703 Broadway Street, Suite 510 Vancouver, WA 98660 Ph: 360.695.7700 Fax: 360.693.4442 Architect: Milbrandt Architects 25 Central Way, Suite 210 Kirkland, WA 98033 Ph: 425.454.7130 Fax: 425.646.0945 15238_2019.01.25_RT SF_Plan 3413B AGSE_Structural Calculations(2011 ORSC).pdf Page 1 of 32 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. 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_2019.01.25_RT SF_Plan 3413B AGSE_Structural Calculations(2017 ORSC).pdf Page 2 of 32 SHEET TITLE: DEAD LOAD SUMMARY ROOF Roofing - 3.5 psf Roofing -future 0.0 psf 5/8" plywood (O.S.B.) 2.2 psf Trusses at 24"o.c. 4.0 psf Insulation 1.0 psf (1) 5/8"gypsum ceiling 2.8 psf Misc./Mech. 1.5 psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish 4.0 psf NO gypsum concrete 0.0 psf 3/4"plywood (O.S.B.) 2.7 psf joist at 12" 2.5 psf Insulation 1.0 psf (1) 1/2"gypsum ceiling 2.2 psf Misc. 2.6 psf FLOOR DEAD LOAD 15.0 PSF 15238 2019.01.25 RT SF Plan 3413B AGSE_Structural Calculations(2017 ORSC).pdf Page 3 of 32 S. 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E9' ' _J / 'Q Y/ n h \ i� i \ • m -/ h /' y\ VIP U I / B.4 ' ; / (2'2x10 HDR RB.6 0hilA REA= - . ,, 1' "4-1(2)2x71--1— / 4` RB. 5 RB .5 W. .1.111111111111111111111116, i • — C (2)2x1J HDR (2)2x10 DR' .e I 2 © 59.1 ® 0 O 34138 AGSE ROOF FRAMING PLAN 1/4'=1-0" AMERICAN MODERN 15238_2019.01.25_RT SF_Plan 3413B AGSE_Structural Calculations(2017 ORSC).pdf Page 4 of 32 2 59.1 m 112, r -—7- (_r-_.[- 6x12 HDR - �.....ri/h B, 0 P.T.6x6 POST '^O �F T.6x6 POST �O N OQ m le Ckgrilli 8 VFW, 51.2 STHD14 STHD14R1 STHD14R1 LEDGESTHD B. � (2)2x10 HDR 4x10 HDR (2)2x10 HDR - �'E - - ("`,2x10 DR B - m B 3 1, I • -Hi& FIX URES oLI) I ABIVE ry 1 cci vI GT ABOVE G ABOVE �-� L ---- op DI �i z / I if: 5.0 4' , 1 .IN �a FIXT r=—= _-I--------- - A:• 11 SM. jll II X10 EI 0 - 1;X -/L N -- - —" 41117mil P6 .BIG:EA FB ©' i BEARING NALL 1 ® - - S9A BEAF ING 'LL P6 I: 7 IDL LVL x1 IP NI r (2)'x10 HDR 3 1 \\ / © BEA' L THD141J 10 SIM � - E I \\\ %/ D14R I v II / ® II IEI II~ \ /STAIR ,--1 I. 1 m1m1I N I= I v H /`FRAMING Z GT ABOVE o 1 R / \ ,ry o 'II 1� �4 I> ''''''.1I`I c� >I �T ABOVE Y I ia o o / \1 I' t�2-� / 1 / \ I I / \ I 1 / „,:,,,,,L GTABOVE SIx1.BIG B AM(I'• • Elk I (2)2x10 HDR p RIGIDLAM LVL 1 59.0 r © RIG DLAM 1Y4x114_VL FB GT•BONE, •` — -_O: B B. 16 I 1 —I .I �" •.,„$ .2N.4 2 uR �� .,,,,,f,--... B�1 a HUC01.81/11 • - I 19 I ��I _ • '• ((4 2x I eDGERJ RIGIDLAM LVL 1�Sx14 VB ST .14 214 �r © ISI 410116 ROOF FTRUSSES VP x LEDGER ®I� I STICK FRAME 1 • A "I r:1 I �I 1 ' Cr ' I m �Io I 4 SEE SHEET A9 FORO-.to I •� 1= WINDOW HEADER I` (;� (q Io HEIGHTS. 1, F 1 B.b.)7 6x6 POST - 717511— — 6x6 POST 11217 EV 8 UPPER LEVEL FLOOR FRAMING 34138 AGSE MAIN LEVEL SHEAR WALLS AMERICAN MODERN 15238_2019.01.25_RT SF_Plan 3413B AGSE_Structural Calculations(2017 ORSC).pdf Page 5 of 32 I L)Mr.t,ur y 34'-0' I g CRAWLSPACE FLOOR EXHAUST VENTILATIO 10'-4y" 11n"2'-1y"0 17'-0' TERMINATE TO THE E 1 14-4y' i r I ABU66 rJTHICKENED Junwillirl it-Lilt A131.166 I SLAB EDGE � 3X"CONC.SLAB 66 7 IIGO , I D-5 10 E. - I u o P3 NT 56.0 I o�., STHD14 STHD14R1 STH D14139 _ .. rI � 1 �� sr1D1a_ a I D1 I I-113's '111131, 11\1 dl I M I z.1 t rn I 17 r1� r1-1 ss.a + I — — — — --1-}-1 1 I i.1 I 10'-6' 13'3' 9Y>"RF.U.N.O.1-20 15 a II @ 16"O.C.U.N. EA 7 4 gir 5+1 k18X78X70 FTG. rT1 ±W/(2)#4 EA.WAY 7 --I--t-H---- -�- I I7P.U.N.0 :, 56,0 L_Li LtJ of of P.T.4x4 POST IN,I ALL STSItM IO F ALLOW ADEQUATE N I vl TYP.U.N.O. e� 1-11W1-•t t BRAINACE BEHEAD I SLAB r fit1 ON GRADE AND CRAWL LTJ L,J o 30x30x10 FTG. 6•-0" s • V/(3)#4 EA.WAY' _ BRG WALL W/FTG 7 0 in1 r- ,IM. P6 inI I I , ® V I }- iw,it : --4-4-F---4- ,II{%/.1:."J./:T:ZZJ.:„, - L, SIM. 5630 1 4 7 LT J-- L---f----- ""is RIGI LAM LVLt x B' v �_ —_—F6JRF4- —_ 1 L _ L L - -1—RTGIDLAM LVl1T B 1,8X:k *- ---°_,' �� ♦ �' __ ACCESS I c THD14R1 MIS 415 7.), m P4 THD14 -J I ®÷------1-_._4----_2_,. ®' L+J SIM. j 6 934 " I 1 7 s6.0 314"CONC.SLAB 1 3 a o - p SIM. 7 56.0 1 19-')4 LI-0-2141 0 3Xx9X BIG BEAM FB --- 3x1Ye BLOCK OUT 0 19 �---- L @ STEM WALL TYP. ICIP _-512 --� I Z,R r0"-5°I �a L S- x ` FIXTURE ® -jJ 1 ABOVE 75 7 ® STHD14 STHD14 111 L J t ~ 1 ' " 1 -6 6-6 3Yz"CONC.SLAB o I 18 I SLOPE 3" SIM- S 0 56.0 } dink i �+v j Wiir I i 18 I 1--— 7 ' S60 I 4'-0' 4y4",I # 14.0. I} 7%4 FRAMING CONTRACTOR SHALL 1 -8. I TOP OF SLAB VERIFY HOEDOWN LOCATIONS PRIOR ABU66 TO POURING FOUNDATION. PA N 15238_2019.01.251 l I3443B-14 idnn 017�R�Rlc i,01,-DERN Page 6 of 32 Title: PLAN 3413 Job# Dsgnr: TRE Date: 1:27PM, 20 OCT 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Timber Beam & Joist Page 1 14252_Plan_3413.ecw:ROOF FRAMING Description 3413BCD ROOF FRAMING Timber Member Information i I RB.1 RB.2 RB.3 RB.4 RB.5 RB.6 Timber Section 2-2x8 2-2x8 2-2x8 2-2x8 2-2x4 2-2x8 Beam Width in 3.000 3.000 3.000 3.000 3.000 3.000 Beam Depth in 7.250 7.250 7.250 7.250 3.500 7.250 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 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 Datail Span ft 5.50 7.50 3.00 3.00 3.50 6.00 Dead Load #/ft 75.00 75.00 270.00 75.00 75.00 75.00 Live Load #/ft 125.00 125.00 450.00 125.00 125.00 125.00 1 Results Ratio= 0.2944 0.5474 0.3153 0.0876 0.4092 0.3503 Mmax @ Center in-k 9.07 16.87 9.72 2.70 3.67 10.80 @ X= ft 2.75 3.75 1.50 1.50 1.75 3.00 fb:Actual psi 345.3 642.1 369.8 102.7 600.0 410.9 Fb:Allowable psi 1,173.0 1,173.0 1,173.0 1,173.0 1,466.3 1,173.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 29.7 43.4 44.7 12.4 42.0 33.1 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 206.25 281.25 405.00 112.50 131.25 225.00 LL lbs 343.75 468.75 675.00 187.50 218.75 375.00 Max.DL+LL lbs 550.00 750.00 1,080.00 300.00 350.00 600.00 @ Right End DL lbs 206.25 281.25 405.00 112.50 131.25 225.00 LL lbs 343.75 468.75 675.00 187.50 218.75 375.00 Max.DL+LL lbs 550.00 750.00 1,080.00 300.00 350.00 600.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK ,9 Center DL Defl in -0.012 -0.043 -0.004 -0.001 -0.018 -0.018 L/Defl Ratio 5,293.7 2,087.7 9,061.1 32,619.9 2,311.2 4,077.5 Center LL Defl in -0.021 -0.072 -0.007 -0.002 -0.030 -0.029 L/Defl Ratio 3,176.2 1,252.6 5,436.6 19,571.9 1,386.7 2,446.5 Center Total Defl in -0.033 -0.115 -0.011 -0.003 -0.048 -0.047 Location ft 2.750 3.750 1.500 1.500 1.750 3.000 L/Defl Ratio 1,985.1 782.9 3,397.9 12,232.5 866.7 1,529.1 15238_2019.01 25RT SF Plan 3413B AGSE_Structural Calculations(2017 ORSC).pdf Page 7 of 32 Title: Job# Dsgnr: Date: 1:57PM, 21 JAN 19 Description: Scope: Timber Beam & Joist I Description 3413B AGSE Timber Member Information RB.7 RB.8 Timber Section 2-2x10 2-2x10 Beam Width in 3.000 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 Data1111 Span ft 6.00 2.50 Dead Load #/ft 270.00 270.00 Live Load #/ft 450.00 450.00 Point#1 DL lbs 727.00 • LL lbs 1,212.00 @ X ft 0.330 Results Ratio= 0.8452 0.2421 Mmax @ Center in-k 38.88 11.14 @X= ft 3.00 0.89 fb:Actual psi 908.8 260.3 Fb:Allowable psi 1,075.3 1,075.3 Bending OK Bending OK fv:Actual psi 86.9 32.5 Fv:Allowable psi 172.5 172.5 Shear OK Shear OK Reactions @ Left End DL lbs 810.00 968.54 LL lbs 1,350.00 1,614.52 Max.DL+LL lbs 2,160.00 2,583.05 @ Right End DL lbs 810.00 433.46 LL lbs 1,350.00 722.48 Max.DL+LL lbs 2,160.00 1,155.95 Deflections Ratio OK Deflection OK Center DL Defl inl -0.031 -0.002 L/Defl Ratio 2,352.3 19,443.5 Center LL Defl in -0.051 -0.003 L/Defl Ratio 1,411.4 11,664.8 Center Total Defl in -0.082 -0.004 Location ft 3.000 1.180 LJDefl Ratio 882.1 7,290.8 15238_2019.01.25_RT SF_Plan 3413B AGSE_Structural Calculations(2017 ORSC).pdf Page 8 of 32 Title : PLAN 3413 Job# TRE Date: Dsgnr: 1:27PM, 20 OCT 14 g Description:SF RESIDENCE Scope: STRUCTURAL DESIGN TimberJoist Page 1 1 14252_Plan_3413.ecw:Upper Floor Framing Description 3413BCD FLR FRMG 1 OF 3 Timber Member Information B.1 B.2 B.3 5.4 B.6 B.7 Timber Section 4x10 2-2x8 2-2x8 4x10 2-2x8 LVL:3.500x14.000 Beam Width in 3.500 3.000 3.000 3.500 3.000 3.500 Beam Depth in 9.250 7.250 7.250 9.250 7.250 14.000 Le:Unbraced Length ft 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- Hem Fir,No.2 iLevel,LSL 1.55E 1 Larch,No.2 Larch,No.2 Fb-Basic Allow psi 900.0 850.0 850.0 900.0 850.0 2,325.0 Fv-Basic Allow psi 180.0 150.0 150.0 180.0 150.0 310.0 Elastic Modulus ksi 1,600.0 1,300.0 1,300.0 1,600.0 1,300.0 1,550.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 1.000 Member Type Sawn Sawn Sawn Sawn Sawn Manuf/Pine Repetitive Status No No No No No No Center Span Data 11.111 Span ft 6.50 3.50 3.00 5.50 3.00 14.00 Dead Load #/ft 150.00 150.00 165.00 165.00 15.00 180.00 Live Load #/ft 400.00 400.00 440.00 440.00 40.00 480.00 Dead Load #/ft 175.00 175.00 175.00 175.00 370.00 Live Load #/ft 125.00 125.00 125.00 125.00 450.00 Start ft End ft Point#1 DL lbs LL lbs @ X ft Results Ratio= 0.8690 0.5066 0.3963 0.6624 0.3832 0.7300 ill Mmax @ Center in-k 53.87 15.62 12.22 41.06 11.81 194.04 @ X= ft 3.25 1.75 1.50 2.75 1.50 7.00 fb:Actual psi 1,079.3 594.3 464.9 822.7 449.5 1,697.1 Fb:Allowable psi 1,242.0 1,173.0 1,173.0 1,242.0 1,173.0 2,325.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 98.3 67.3 56.2 83.0 54.3 118.8 Fv:Allowable psi 207.0 172.5 172.5 207.0 172.5 310.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions i @ Left End DL lbs 1,056.25 568.75 510.00 935.00 577.50 1,260.00 LL lbs 1,706.25 918.75 847.50 1,553.75 735.00 3,360.00 Max.DL+LL lbs 2,762.50 1,487.50 1,357.50 2,488.75 1,312.50 4,620.00 @ Right End DL lbs 1,056.25 568.75 510.00 935.00 577.50 1,260.00 LL lbs 1,706.25 918.75 847.50 1,553.75 735.00 3,360.00 Max.DL+LL lbs 2,762.50 1,487.50 1,357.50 2,488.75 1,312.50 4,620.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK 1 Center DL Defl in -0.035 -0.009 -0.005 -0.019 -0.006 -0.125 LiDefl Ratio 2,207.1 4,740.5 7,195.6 3,482.4 6,354.5 1,339.5 Center LL Defl in -0.057 -0.014 -0.008 -0.031 -0.007 -0.334 L/Def I Ratio 1,366.3 2,934.6 4,330.1 2,095.6 4,992.8 502.3 Center Total Defl in -0.092 -0.023 -0.013 -0.050 -0.013 -0.460 Location ft 3.250 1.750 1.500 2.750 1.500 7.000 L/Defl Ratio 843.9 1,812.5 2,703.3 1,308.3 2,796.0 365.3 15238_2019.01.25_RT SF_Plan 3413B AGSE_Structural Calculations(2017 ORSC).pdf Page 9 of 32 Title: PLAN 3413 Job# Dsgnr: TRE Date: 1:28PM, 20 OCT 14 Description :SF RESIDENCE Scope: STRUCTURAL DESIGN Timber Beam & Joist Page 1 1 14252_Plan_3413.ecw:Upper Floor Framing Description 3413BCD FLR FRMG 2 OF 3 Timber Member Information B.8 B.9 B.10 6.12 B.13 B.14 Timber Section 2-2x8 LVL:1.750x14.000 LVL:1.750x14.000 LVL:1.750x14.000 2-2x8 4x12 Beam Width in 3.000 1.750 1.750 1.750 3.000 3.500 Beam Depth in 7.250 14.000 14.000 14.000 7.250 11.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fir,No.2 iLevel,LSL 1.55E iLevel,LSL 1.55E iLevel,LSL 1.55E Hem Fir,No.2 Douglas Fir- Larch,No.2 Fb-Basic Allow psi 850.0 2,325.0 2,325.0 2,325.0 850.0 900.0 Fv-Basic Allow psi 150.0 310.0 310.0 310.0 150.0 180.0 Elastic Modulus ksi 1,300.0 1,550.0 1,550.0 1,550.0 1,300.0 1,600.0 Load Duration Factor 1.000 1.000 1.150 1.150 1.150 1.150 Member Type Sawn Manuf/Pine Manuf/Pine Manuf/Pine Sawn Sawn Repetitive Status No No No No No No Center Span Data111 Span ft 4.50 6.00 15.00 6.00 2.00 16.50 Dead Load #/ft 180.00 300.00 30.00 30.00 15.00 30.00 Live Load #/ft 480.00 800.00 80.00 80.00 40.00 80.00 Dead Load #/ft 220.00 220.00 160.00 Live Load #/ft 200.00 200.00 100.00 Start ft 16.000 End ft 16.500 Point#1 DL lbs 235.00 LL lbs • 240.00 @ X ft 10.000 Cantilever Span11 Span ft 3.00 Uniform Dead Load #/ft 280.00 Uniform Live Load #/ft 280.00 Point#1 DL lbs 1,574.00 LL lbs 1,574.00 @ X ft 0.500 Results Ratio= 0.7478 0.4469 0.3214 0.1872 0.0924 0.7804 il Mmax @ Center in-k 20.05 59.40 25.86 28.62 2.85 65.59 @ X= ft 2.25 3.00 6.24 3.00 1.00 9.97 Mmax @ Cantilever in-k 0.00 0.00 -49.13 0.00 0.00 0.00 fb:Actual psi 762.8 1,039.1 859.4 500.6 108.4 888.4 Fb:Allowable psi 1,020.0 2,325.0 2,673.8 2,673.8 1,173.0 1,138.5 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 75.4 124.5 63.8 60.0 13.1 41.6 Fv:Allowable psi 150.0 310.0 356.5 356.5 172.5 207.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 405.00 900.00 88.53 750.00 235.00 341.29 LL lbs 1,080.00 2,400.00 600.00 840.00 240.00 755.30 Max.DL+LL lbs 1,485.00 3,300.00 688.53 1,590.00 475.00 1,096.59 @ Right End DL lbs 405.00 900.00 2,775.47 750.00 235.00 468.71 LL lbs 1,080.00 2,400.00 3,150.47 840.00 240.00 854.70 Max.DL+LL lbs 1,485.00 3,300.00 5,925.93 1,590.00 475.00 1,323.41 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK 15238_2019.01.25_RT SF_Plan 3413B AGSE Structural Calculations(2017 ORSC).pdf Page 10 of 32 Title: PLAN 3413 Job# Dsgnr: TRE Date: 1:28PM, 20 OCT 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Timber Beam & Joist Page 2 1 14252_Plan_3413.ecw:Upper Floor Framing Description 3413BCD FLR FRMG 2 OF 3 Center DL Defl in -0.013 -0.014 0.032 -0.012 -0.001 -0.130 UDefl Ratio 4,027.1 5,105.1 5,705.2 6,126.2 35,135.8 1,524.2 Center LL Defl in -0.036 -0.038 -0.147 -0.013 -0.001 -0.256 UDefl Ratio 1,510.2 1,914.4 1,225.2 5,469.8 34,403.8 773.0 Center Total Defl in -0.049 -0.052 -0.123 -0.025 -0.001 -0.386 Location ft 2.250 3.000 6.900 3.000 1.000 8.382 L/Defl Ratio 1,098.3 1,392.3 1,464.7 2,889.7 17,383.0 512.9 Cantilever DL Defl in -0.060 Cantilever LL Def I in -0.001 Total Cant.Def I in -0.061 UDefI Ratio 1,184.3 15238_2019.01.25_RT SF_Plan 3413B AGSE_Structural Calculations(2017 ORSC).pdf Page 11 of 32 Title: PLAN 3413 Job# Dsgnr: TRE Date: 1:28PM, 20 OCT 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Timber Beam & Joist Page 1 14252_Plan_3413.ecw:Upper Floor Framing r Description 3413BCD FLR FRMG 3 OF 3 Timber Member Information B.b15 B.b17 B.18 B.19 Timber Section VL:5.250x16.000 4x10 2-2x8 4x10 Beam Width in 5.250 3.500 3.000 3.500 Beam Depth in 16.000 9.250 7.250 9.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 Timber Grade osboro,Bigbeam Douglas Fir- Douglas Fir- Douglas Fir- 2.2E Larch,No.2 Larch,No.2 Larch,No.2 Fb-Basic Allow psi 3,000.0 900.0 900.0 900.0 Fv-Basic Allow psi 300.0 180.0 180.0 180.0 Elastic Modulus ksi 2,200.0 1,600.0 1,600.0 1,600.0 Load Duration Factor 1.150 1.150 1.000 1.150 Member Type Manuf/Pine Sawn Sawn Sawn Repetitive Status No No No No Center Span Data I Span ft 20.00 14.00 3.50 10.00 Dead Load #/ft 150.00 60.00 120.00 Live Load #/ft 400.00 100.00 200.00 Dead Load #/ft 175.00 Live Load #/ft 125.00 Start ft End ft 11.500 Point#1 DL lbs 1,357.00 490.00 LL lbs 1,357.00 _ 1,335.00 @ X ft 11.500 3.500 Results Ratio= 0.7583 0.7588 0.0000 0.7743 111 Mmax @ Center in-k 586.03 47.04 0.00 48.00 @ X= ft 10.72 7.00 0.00 5.00 fb:Actual psi 2,616.2 942.5 0.0 961.7 Fb:Allowable psi 3,450.0 1,242.0 1,080.0 1,242.0 Bending OK Bending OK Bending OK Bending OK fv:Actual psi 143.3 46.5 0.0 62.9 Fv:Allowable psi 345.0 207.0 180.0 207.0 Shear OK Shear OK Shear OK Shear OK Reactions Li ©Left End DL lbs 3,510.63 420.00 0.00 600.00 LL lbs 5,600.94 700.00 0.00 1,000.00 Max.DL+LL lbs 9,111.57 1,120.00 0.00 1,600.00 ©Right End DL lbs 2,858.87 420.00 490.00 600.00 LL lbs 5,193.55 700.00 1,335.00 1,000.00 Max.DL+LL lbs 8,052.42 1,120.00 1,825.00 1,600.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.332 -0.140 0.000 -0.073 L/Defl Ratio 723.4 1,196.5 0.0 1,641.6 Center LL Defl in -0.532 -0.234 0.000 -0.122 UDefl Ratio 451.3 717.9 0.0 984.9 Center Total Defl in -0.864 -0.374 0.000 -0.195 Location ft 10.000 7.000 0.000 5.000 L/Defl Ratio 277.9 448.7 0.0 615.6 15238_2019.01.25_RT SF_Plan 3413B AGSE_Structural Calculations(2017 ORSC)pdf Page 12 of 32 Title: Job# Dsgnr: Date: 2:39PM, 21 JAN'19 Description: Scope: Timber Beam & Joist Page 1 Description 3413B AGSE Timber Member Information ll B.5 B.20 Timber Section 2-2x10 6x12 Beam Width in 3.000 5.500 Beam Depth in 9.250 11.500 Le: Unbraced Length ft 0.00 0.00 Timber Grade Hem Fir,No.2 Douglas Fir- Larch,No.1 Fb-Basic Allow psi 850.0 1,350.0 Fv-Basic Allow psi 150.0 170.0 Elastic Modulus ksi 1,300.0 1,600.0 Load Duration Factor 1.150 1.150 Member Type Sawn Sawn Repetitive Status No No Center Span Data Span ft 6.00 12.50 Dead Load #/ft 15.00 71.00 Live Load #/ft 40.00 119.00 Dead Load #/ft 150.00 Live Load #/ft 100.00 I Start ft End ft 6.000 Point#1 DL lbs 1,275.00 LL lbs 2,125.00 @ X ft 0.500 Results Ratio= 0.6141 0.2366 Mmax @Center in-k 28.25 44.53 @ X= ft 2.06 6.25 fb:Actual psi 660.3 367.3 Fb:Allowable psi 1,075.3 1,552.5 Bending OK Bending OK fv:Actual psi 52.1 23.9 Fv:Allowable psi 172.5 195.5 Shear OK Shear OK Reactions @ Left End DL lbs 1,663.75 443.75 LL lbs 2,367.92 743.75 Max.DL+LL lbs 4,031.67 1,187.50 @ Right End DL lbs 601.25 443.75 LL lbs 597.08 743.75 Max.DL+LL lbs 1,198.33 1,187.50 Deflections Ratio OK Deflection OK Center DL Defl in -0.028 -0.035 L/Defl Ratio 2,541.7 4,289.6 Center LL Defl in -0.032 -0.059 L/Defl Ratio 2,251.9 2,559.3 Center Total Defl in -0.060 -0.094 Location ft 2.808 6.250 L/Defl Ratio 1,194.3 1,603.0 15238_2019.01.25_RT SF_Plan 3413B AGSE_Structural Calculations(2017 ORSC).pdf Page 13 of 32 • Title: Job# Dsgnr: Date: 1:20PM. 25 JAN 19 Description: Scope: Timber Beam & Joist Page 1 II Description 3413B AGSE Timber Member Information B.21 Timber Section 4x10 Beam Width in 3.500 Beam Depth in 9.250 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 1.150 Member Type Sawn Repetitive Status No Center Span Data Span ft 6.00 Dead Load #!ft 15.00 Live Load #/ft 40.00 Dead Load #/ft 355.00 Live Load #/ft 450.00 Start ft End ft Point#1 DL lbs 1,109.00 LL lbs 1,848.00 @ X ft 0.250 Results Ratio= 0.8224 Mmax @ Center in-k 50.98 @ X= ft 2.86 fb:Actual psi 1,021.4 Fb:Allowable psi 1,242.0 Bending OK fv:Actual psi 94.6 Fv:Allowable psi 207.0 Shear OK Reactions @ Left End DL lbs 2,172.79 LL lbs 3,241.00 Max.DL+LL lbs 5,413.79 @ Right End DL lbs 1,156.21 LL lbs 1,547.00 Max.DL+LL lbs 2,703.21 Deflections Ratio OK Center DL Defl in -0.032 L/Defl Ratio 2,241.0 Center LL Defl in -0.044 UDefl Ratio 1,653.3 Center Total Defl in -0.076 Location ft 2.952 L/Defl Ratio 951.4 15238_2019.01.25_RT SF_Plan 3413B AGSE_Structural Calculations(2017 ORSC).pdf Page 14 of 32 Title: PLAN 3413 Job# Dsgnr: TRE Date: 1:28PM, 20 OCT 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Timber Beam & Joist Page 1 14252_Plan_3413.ecw:CRAW LSPACE FRAMING Description 3413 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 5.00 Dead Load #/ft 255.00 Live Load #/ft 680.00 Point#1 DL lbs LL lbs @ X ft Point#2 DL lbs LL lbs @ X ft Results Ratio= 0.9774 Mmax @ Center in-k 35.06 @ X= ft 2.50 fb:Actual psi 1,143.5 Fb:Allowable psi 1,170.0 Bending OK fv:Actual psi 105.0 Fv:Allowable psi 180.0 Shear OK Reactions @ Left End DL lbs 637.50 LL lbs 1,700.00 Max.DL+LL lbs 2,337.50 @ Right End DL lbs 637.50 LL lbs 1,700.00 Max.DL+LL lbs 2,337.50 Deflections Ratio OK Center DL Def I in -0.020 UDefl Ratio 2,975.6 Center LL Defl in -0.054 UDefl Ratio 1,115.9 Center Total Defl in -0.074 Location ft 2.500 UDefl Ratio 811.5 15238_2019.01.25_RT SF_Plan 34138 AGSE_Structural Calculations(2017 ORSC).pdf Page 15 of 32 Design Maps Summary Report InGS Design Maps Summary Report User-Specified Input Building Code Reference Document 2015 International Building Code Site Coordinates 45.43123°N, 122.77149°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III 15000m ` ave�ton t` 1 L '4. ifs s; 'Tr Farmington Q oMitwaukie ((\ 91) g\arri, • Lake Oswego l O &chaos NORTil King CitiDurham _,er A:. AMERICA ift 0T latin mapquest 02015 MapQuestdata 9# W=. 0 MapQuest USGS-Provided Output SS = 0.972 g SMS = 1.080 g S°s = 0.720 g Sl = 0.423 g SMS = 0.667 g S°i = 0.445 g For information on how the SS and S1 values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. MCER Response Spectrum Design Response Spectrum 0.21 1.10 0 90 039 072 0.99 064 0.77 0.56 TA 0;6 S 0 48 to 0.55 y 0 40 0.44 0.32 O 33 0 24 0.22 0.16 0.11 0.08 004 0 00 0.40 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 0.00 0.20 0.40 0.60 0.20 1.00 1.20 1.40 1.20 1 80 2.00 Period.T(sac) Period. T(sec) Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge. 15238_2019.01.25_RT SF_Plan 3413B AGSE_Structural Calculations(2017 ORSC).pdf Page 16 of 32 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_3413 Step# 2015 IBC ASCE 7-10 1. OCCUPANCY CATEGORY TYPE= II Table 1604.5 Table 1.5-1 2. IMPORTANCE FACTOR IE= 1.00 Section 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo. Engr. S.C. = D Section 1613.3.5 Section 11.4.2/Ch. 20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec. Spectral Response Ss= 0.97 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec. Spectral Response S1= 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 SM1= 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 SD1= 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.Os SDC, = D Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11. Wood structural panels --- --- N/A Table 12.2-1 12. Response Modification Coef. R= 6.5 N/A Table 12.2-1 13. Overstrength Factor S)o= 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_2019.01.25_RT SF_Plan 3413B AGSE_Structural Calculations(2017 ORSC).pdf Page 17 of 32 2015 IBC EQUIV.LAT.FORCE SHEET TITLE: 2015 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-1 CT PROJECT#: CT#14252: Plan 3413 Sps= 0.78 h„ = 18.00 (ft) Sot= 0.50 X = 0.75 ASCE 7-05(Table 12.8-2) R= 6.5 Ci= 0.020 ASCE 7-05(Table 12.8-2) IE= 1.0 T= 0.175 ASCE 7-05(EQ 12.8-7) S1= 0.50 k = 1 ASCE 7-05(Section 12.8.3) TL= 6 ASCE 7-05(Section 11.4.5: Figure 22-15) Cs=SDs/(RITE) 0.120 W ASCE 7-05(EQ 12.8-2) Cs=SDI/(T"(R/IE)) (for T<TL) 0.440 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(SD,"TL)/(1-2"(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) 0.038 W ASCE 7-05(EQ 12.8-6)(MIN.if St>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.120 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-10 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) Cvx = DIAPHR. Story Elevation Height AREA DL w, w, "h,k wx "hxk DESIGN SUM LEVEL Height (ft) hr (ft) (sqft) (ksf) (kips) (kips) Jw; "h,k Vi DESIGN Vi Roof --- 18.00 18.00 1460 0.022 32.12 578.2 0.59 3.58 3.58 2nd 8.00 10.00 10.00 1460 0.028 40.88 408.8 0.41 2.53 6.11 1st(base) 10.00 0.00 SUM= 73.0 987.0 1.00 6.11 E=V= 8.73(LRFD) 0.7*E= 6.11 (ASD) 15238_2019.01.25_RT SF_Plan 34138 AGSE_Structural Calculations(2017 ORSC).pdf Page 18 of 32 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#14252:Plan 3413 N-S E-W F-B S-S 2015 IBC ASCE 7.10 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= 34.0 43.0 ft. V u/f. Wnd Speed 3Sec.Gust= 120 120 mph Figure 1609 Fig. 26.5-1A thru C V asd. Wnd Speed 3 Sec.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 PS30B= 4.6 4.6 psf Figure 28.6-1 Ps3oc= 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 Kn= 1.00 1.00 Section 26.8 windward/lee= 1.00 1.00(Single Family Home) *Kn*I : 1 1 Ps=A*Kzt*I*Ps30= (Eq.28.6-1) 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) Ps D= 4.70 4.70 psf (LRFD) (Eq.28.6-1) Ps A and C average= 24.7 24.7 psf (LRFD) Ps s and D average= 4.7 4.7 psf (LRFD) a= 3.4 3.4 Figure 28.6-1 2a= 6.8 6.8 width-2*2a= 20.4 29.4 MAIN WIND-ASCE 7-10 CHAPTER 28 PART 2 Areas(N-S) Areas(E-W) (N-S) (E-W) Wind(N-S)(LRFD) Wind(E-W) (LRFD) width factor roof---> 1.00 1.00 0.89 0.89 16 psf min. 16 psf min. width factor 2nd-> 1.00 0.89 wind(LRFD) wind(LRFD) DIAPHR. Story Elevation Height AA AB Ac AD AA AB Ac AD per 28.4.4 per 28.4.4 WND SUM WND 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-VV) 30.00 12.0 0 163.2 0 244.8 0 145.2 0 314 Roof - 18.00 18.00 4.0 54.4 0 81.6 0 54.4 0 104.7 0 8.7 9.9 5.15 5.15 5.87 5.87 2nd 8.00 10.00 10.00 9.0 122.4 0 183.6 0 122.4 0 264.6 0 4.9 6.2 7.30 12.45 8.98 14.84 1st(base) 10.00 0.00 0.00 0 0.00 0.00 AF= 850 AF= 1005 13.6 16.1 V(n-s). 12.45 V(e-w)= 14.84 kips(LRFD) kips(LRFD) kips kips 15238_2019.01.25_RT SF_Plan 34138 AGSE_Structural Calculations(2017 ORSC).pdf Page 19 of 32 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#14252:Plan 3413 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-W) Vi(N-S) V(N-S) Vi(E-W) V(E-VV) Roof -- 18.00 18.00 0.00 0.00 0.00 0.00 8.70 8.70. 9.89 9.89 2nd 8.00 10.00 10.00 0.00 0.00 0.00 0.00 4.90 13.601 6.19 16.08 1st(base) 10.00 0.00 0.00 V(n-s)= 0.00 V(e-w)= 0.00 V(n-s). 13.60 V(e-w)= 16.08 kips kips kips(LRFD) kips(LRFD) DESIGN WIND-Min./Part 2/Part 1 ASD Wind(N-S)(LRFD) Wind(E-W)(LRFD) Wind(N-S)(ASD) Wind(E-W)(ASD) 0.6*W 0.6*W 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 8.70 8.70 9.89 9.89 5.22 5.22 5.94 5.94 2nd 10 0 0 4.90 13.60 6.19 16.08 2.94 8.16 3.72 9.65 1st(base) 0 0 0 V(n-s)= 13.60 V(e-w)= 16.08 V(n-s)= 8.16 V(e-w)= 9.65 kips(LRFD) kips(LRFD) kips(ASD) kips(ASD) 15238_2019.01.25_RT SF_Plan 3413B AGSE_Structural Calculations(2017 ORSC).pdf Page 20 of 32 SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: CT#14252:Plan 3413 Diaph.Level: Roof Panel Height= 9 ft. Seismic V i= 3.58 kips Design Wind N-S V i= 5.22 kips Max.aspect= 3.5 Sum Seismic V i= 3.58 kips Sum Wind N-S V i= 5.22 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 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 U.,„, HD (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. left 1 233 9.5 10.8 1.00 0.15 0.83 0.00 0.57 0.00 1.00 1.00 60 P6TN P6TN 88 5.14 3.79 0.15 0.15 7.50 4.60 0.33 0.33 0.33 Ext. left 2 215 8.8 13.0 1.00 0.15 0.77 0.00 0.53 0.00 1.00 1.00 60 P6TN P6TN 88 4.74 4.22 0.06 0.06 6.92 5.12 0.22 0.22 0.22 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. left 3 282 11.5 15.8 1.00 0.15 1.01 0.00 0.69 0.00 1.00 1.00 60 P6TN P6TN 88 6.22 6.72 -0.05 -0.05 9.08 8.15 0.09 0.09 0.09 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. left 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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. right 1 329 15.8 17.0 1.00 0.15 1.18 0.00 0.81 0.00 1.00 1.00 51 P6TN P6TN 75 7.26 9.94 -0.18 -0.18 10.59 12.05 -0.35 -0.35 -0.18 Ext. right 2 146 7.0 9.5 1.00 0.15 0.52 0.00 0.36 0.00 1.00 1.00 51 P6TN P6TN 75 3.22 2.47 0.12 0.12 4.70 2.99 0.27 0.27 0.27 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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. right 3 255 12.3 13.5 1.00 0.15 0.91 0.00 0.63 0.00 1.00 1.00 51 P6TN P6TN 74 5.63 6.14 -0.04 -0.04 8.21 7.44 -0.16 -0.16 -0.04 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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. right 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 I - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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. right 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1460 64.8 64.8=L eff. 5.22 0.00 3.58 0.00 1;Vw;nd 5.22 `VEQ 3.58 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel 15238_2019.01.25_RT SF_Plan 3413B AGSE_Structural Calculations(2017 ORSC).pdf Page 21 of 32 SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: CT#14252: Plan 3413 Diaph.Level: 2nd Panel Height= 10 ft. Seismic V i= 2.53 kips Design Wind N-S V i= 2.94 kips Max.aspect= 3.5 Sum Seismic V i= 6.11 kips Sum Wind N-S V i= 8.16 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 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 Usurn OTM RoTM Unet Urn Urn HD (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. left 4 224 8.8 11.8 1.00 0.15 0.45 0.80 0.39 0.55 1.00 1.00 107 P6TN P6TN 143 9.38 3.82 0.69 0.74 12.51 4.63 0.69 0.89 0.89 Ext. left 5 506 19.8 25.8 1.00 0.15 1.02 1.81 0.88 1.24 1.00 1.00 107 P6TN P6TN 143 21.17 18.88 0.12 0.23 28.28 22.89 0.15 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. left 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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. left 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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. right 4 188 8.3 9.5 1.00 0.15 0.38 0.67 0.33 0.46 1.00 1.00 95 P6TN P6TN 127 7.86 2.91 0.65 0.62 10.48 3.53 0.86 0.80 0.80 Ext. right 5 382 16.8 19.3 1.00 0.15 0.77 1.37 0.66 0.94 1.00 1.00 96 P6TN P6TN 128 16.02 11.97 0.25 0.20 21.39 14.51 0.43 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. rght 6 160 7.0 9.5 1.00 0.15 0.32 0.57 0.28 0.39 1.00 1.00 95 P6TN P6TN 127 6.67 2.47 0.66 0.64 8.92 2.99 0.89 0.84 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. right 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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. right 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1460 60.5 60.5=L eff. 2.94 5.22 2.53 3.58 1.00 EVwmd 8.16 l'VEQ 6.11 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel 15238_2019.01.25_RT SF_Plan 34138 AGSE_Structural Calculations(2017 ORSC).pdf Page 22 of 32 SHEET TITLE: LATERAL E-W(side to side-left/right) CT PROJECT#: CT#14252:Plan 3413 Diaph.Level: Roof Panel Height= 9 ft. Seismic V i= 3.58 kips Design Wind E-W V i= 5.94 kips Max.aspect= 3.5 Sum Seismic V i= 3.58 kips Sum Wind E-W V i= 5.94 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 Wnd Max. Wall ID T.A. Lwall LDL eft. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM RUN Unet Use„, OTM RoTM Unet U.n, Us„m HD (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Front BR2* 263 6.8 12.3 1.00 0.15 1.07 0.00 0.64 0.00 1.00 1.00 96 P6TN P6 158 5.80 3.09 0.45 0.45 9.62 3.75 0.97 0.97 0.97 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 BR1* 329 8.7 15.2 1.00 0.15 1.34 0.00 0.81 0.00 1.00 1.00 93 P6TN P6 154 7.26 4.88 0.30 0.30 12.04 5.92 0.76 0.76 0.76 Front loft* 138 4.0 6.5 1.00 0.15 0.56 0.00 0.34 0.00 1.00 0.89 95 P6TN P6TN 140 3.05 0.97 0.62 0.62 5.05 1.17 1.16 1.16 1.16 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 MSTR 730 18.0 20.0 1.00 0.15 2.97 0.00 1.79 0.00 1.00 1.00 99 P6TN P6 165 16.11 13.37 0.16 0.16 26.71 16.20 0.61 0.61 0.61 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 Living 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1460 37.4 37.4=L eff. 5.94 0.00 3.58 0.00 EVmnd 5.94 EVEQ 3.58 Notes: denotes with shear transfer denotes perferated shear wall iSB denotes iSB Shear Panel 15238_2019.01.25_RT SF_Plan 3413B AGSE_Structural Calculations(2017 ORSC).pdf Page 23 of 32 SHEET TITLE: LATERAL E-W(side to side-IefUright) CT PROJECT#: CT#14252:Plan 3413 Diaph.Level: 2nd Panel Height= 10 ft. Seismic V i= 2.53 kips Design Wind E-W V i= 3.72 kips Max.aspect= 3.5 Sum Seismic V i= 6.11 kips Sum Wind E-W V i= 9.65 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. Wnd Wind Wind Wind Max. Wall ID T.A. Lwall LDL eff. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM ROTM Unet U.,, OTM Row Unet Unum U.. HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Gar ABWP 0 3.0 11.3 1.00 0.15 0.00 1.07 0.00 0.64 1.00 0.60 358 P3 P4 356 6.45 1.26 2.22 2.67 10.69 1.53 3.93 4.89 4.89 - 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 Gar ABWP 0 3.0 14.2 1.00 0.15 0.00 1.34 0.00 0.81 1.00 0.60 448 P3 P4 446 8.07 1.58 2.78 3.08 13.38 1.91 4.91 5.68 5.68 Int pdr 0 3.0 8.0 1.00 0.15 0.00 0.56 0.00 0.34 1.00 0.60 188 P6 P6 187 3.38 0.89 1.07 1.69 5.61 1.08 1.94 3.11 3.11 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 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 - - 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 Gar Rear 1075 14.0 16.0 1.00 0.00 2.74 0.00 1.86 0.00 1.00 1.00 133 P6TN P6 195 18.64 0.00 1.40 1.40 27.36 0.00 2.05 2.05 2.05 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 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 Rear Dining 128 4.5 8.0 1.00 0.30 0.33 0.99 0.22 0.60 1.00 0.90 203 P6 P6 292 8.22 2.67 1.45 1.61 13.16 3.24 2.59 3.19 3.19 Rear Dining 128 4.3 8.0 1.00 0.30 0.33 0.99 0.22 0.60 1.00 0.87 219 P6 P6 304 8.22 2.57 1.54 1.54 13.16 3.12 2.74 2.74 2.74 Rear LIV* 129 5.0 17.0 1.00 0.30 0.33 0.99 0.22 0.60 1.00 1.00 165 P6 P6 264 8.24 6.31 0.44 0.44 13.18 7.65 1.28 1.28 1.28 - 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 - 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 - 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 - 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 - 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 - - 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 1460 36.8 36.8=L eff. 3.72 5.94 2.53 3.59 EV wind 9.65 .'VEQ 6.12 Notes: denotes with shear transfer ABWP Alternate Braced Wall Panel-2308.9.3.2 ** denotes perferated shear wall iSB denotes iSB Shear Panel 15238_2019.01.25_RT SF_Plan 3413B AGSE_Structural Calculations(2017 ORSC).pdf Page 24 of 32 JOB#: CT#14252:Plan 3413 SHEARWALL WITH FORCE TRANSFER ID: Front Upper BR2* Roof Level w dl= 150 plf V eq 810.0 pounds V1 eq= 405.0 pounds V3 eq= 405.0 pounds V w= 1340.0 pounds V1 w= 670.0 pounds V3 w= 670.0 pounds v hdr eq= 65.6 p/f •H head= A v hdr w= 108.6 plf 1.083 v Fdragl eq= 181 F2 eq= 181 A Fdrag1 w= '9 F2 -299 H pier= v1 eq= 118.4 plf v3 eq= 118.4 plf P6TN E.Q. 4.0 v1 w= 195.9 plf v3 w= 195.9 p/f P6 WIND feet H total= 2w/h= 1 2w/h= 1 9.083 Fdrag3 eq= : F4 e.- 181 feet A Fdrag3 w=299 F4 w=299 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 65.6 p/f P6TN 4.0 EQ Wind v sill w= 108.6 p/f P6TN feet OTM 7357 12171 R OTM 5610 6852 v v UPLIFT 150 456 Up above 0 0 UP sum 150 456 H/L Ratios: L1= 3.4 L2= 5.5 L3= 3.4 Htotal/L= 0.74 4 0 4 104 Hpier/L1= 1.17 Hpier/L3= 1.17 L total= 12.3 feet 15238_2019.01.25_RT SF_Plan 3413B AGSE_Structural Calculations(2017 ORSC).pdf Page 25 of 32 JOB#: CT#14252: Plan 3413 SHEARWALL WITH FORCE TRANSFER ID: Front Upper BR1* Roof Level w dl= 150 plf V eq 1010.0 pounds V1 eq= 505.0 pounds V3 eq= 505.0 pounds V w= 1370.0 pounds V1 w= 685.0 pounds V3 w= 685.0 pounds _, vhdreq= 66.6 plf A H head= A v hdr w= 90.4 plf 1.083 v Fdragl eq= 217 F2 eq= 217 A Fdragl w= ,4 F2 •-294 H pier= v1 eq= 116.6 plf v3 eq= 116.6 plf P6TN E.Q. 5.0 v1 w= 158.2 plf v3 w= 158.2 p/f P6 WIND feet H total= 2w/h= 1 2w/h= 1 9.083 • Fdrag3 eq= F4 e.- 217 feet A Fdrag3 w=294 F4 w=294 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 66.6 p/f P6TN 3.0 EQ Wind v sill w= 90.4 plf P6TN feet OTM 9174 12444 R OTM 8466 10342 • UPLIFT 49 145 'Up above 0 0 UP sum 49 145 H/L Ratios: L1= 4.3 L2= 6.5 L3= 4.3 Htotal/L= 0.60 1 0 41 04 0 Hpier/L1= 1.15 Hpier/L3= 1.15 L total= 15.2 feet 15238_2019.01.25_RT SF_Plan 3413B AGSE_Structural Calculations(2017 ORSC).pdf Page 26 of 32 • JOB#: CT#14252:Plan 3413 SHEARWALL WITH FORCE TRANSFER ID: Front Upper Loft* Roof Level w dl= 150 plf V eq 340.0 pounds V1 eq= 170.0 pounds V3 eq= 170.0 pounds V w= 560.0 pounds V1 w= 280.0 pounds V3 w= 280.0 pounds > v hdr eq= 52.3 p/f ► A H head= A v hdr w= 86.2 p/f 1.083 v Fdragl eq= 65 F2 eq= 65 A Fdragl w= 18 F2 - 108 H pier= v1 eq= 85.0 plf v3 eq= 85.0 plf P6TN E.Q. 4.0 v1 w= 140.0 plf v3 w= 140.0 plf P6TN WIND feet H total= 2w/h= 1 2w/h= 1 9.083 v Fdrag3 eq= .. F4 e.- 65 feet A Fdrag3 w= 108 F4 w= 108 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 52.3 plf P6TN 4.0 EQ Wind v sill w= 86.2 plf P6TN feet OTM 3088 5086 R OTM 1556 1901 UPLIFT 263 546 Up above 0 0 UP sum 263 546 H/L Ratios: L1= 2.0 L2= 2.5 L3= 2.0 Htotal/L= 1.40 4 0 4 1041 0. Hpier/L1= 2.00 4 0- Hpier/L3= 2.00 L total= 6.5 feet 11 15238_2019.01.25_RT SF_Plan 3413B AGSE_Structural Calculations(2017 ORSC).pdf Page 27 of 32 JOB#: CT#14252:Plan 3413 SHEARWALL WITH FORCE TRANSFER ID: Rear Upper MBR* Roof Level w dl= 150 plf V eq 1790.0 pounds V1 eq= 1481.4 pounds V3 eq= 308.6 pounds V w= 2970.0 pounds V1 w= 2457.9 pounds V3 w= 512.1 pounds ► v hdr eq= 64.5 plf --0- •H head= A 1 v hdr w= 107.0 plf 1.083 v Fdragl eq= 320 F2 eq= 67 • Fdragl w= ' 1 F2 - 111 H pier= v1 eq= 82.3 plf v3 eq= 82.3 plf P6TN E.Q. 4.0 v1 w= 136.6 plf v3 w= 136.6 plf P6TN WIND feet H total= 2w/h= 1 2w/h= 1 9.083 Fdrag3 eq= • F4 e.- 67 feet * Fdrag3 w=531 F4 w= 111 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 64.5 plf P6TN 4.0 EQ Wind v sill w= 107.0 plf P6TN feet OTM 16259 26977 R OTM 28368 34653 UPLIFT -447 -283 IN 1 Up above 0 0 UP sum -447 -283 H/L Ratios: L1= 18.0 L2= 6.0 L3= 3.8 Htotal/L= 0.33 i 0 4 OA O. Hpier/L1= 0.22 Hpier/L3= 1.07 L total= 27.8 feet 15238_2019.01.25_RT SF_Plan 3413B AGSE_Structural Calculations(2017 ORSC).pdf Page 28 of 32 I JOB#: CT#14252:Plan 3413 SHEARWALL WITH FORCE TRANSFER ID: Rear Lower LIV* Roof Level w dl= 150 plf V eq 850.0 pounds V1 eq= 425.0 pounds V3 eq= 425.0 pounds V w= 1360.0 pounds V1 w= 680.0 pounds V3 w= 680.0 pounds v hdr eq= 50.0 plf ► •H head= A v hdr w= 80.0 plf 2.083 v Fdragl eq= 300 F2 eq= 300 A Fdragl w= ,a0 F2 -480 H pier= v1 eq= 170.0 plf v3 eq= 170.0 plf P6 E.Q. 5.0 v1 w= 272.0 plf v3 w= 272.0 plf P6 WIND feet H total= 2w/h= 1 2w/h= 1 10.083 v Fdrag3 eq= s S F4 e.- 300 feet A Fdrag3 w=480 F4 w=480 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 50.0 plf P6TN 3.0 EQ Wind v sill w= 80.0 plf P6TN feet OTM 8571 13713 R OTM 10646 13005 UPLIFT -127 43 Up above 0 0 UP sum -127 43 H/L Ratios: L1= 2.5 L2= 12.0 L3= 2.5 Htotal/L= 0.59 4 4 4 O. Hpier/L1= 2.00 Hpier/L3= 2.00 L total= 17.0 feet 15238_2019.01.25_RT SF_Plan 3413B AGSE_Structural Calculations(2017 ORSC).pdf Page 29 of 32 JOB#: CT#14252: Plan 3413 SHEARWALL WITH FORCE TRANSFER ID: Rear Lower KIT` Roof Level w dl= 150 plf V eq 820.0 pounds V1 eq= 474.7 pounds V3 eq= 345.3 pounds V w= 1320.0 pounds V1 w= 764.2 pounds V3 w= 555.8 pounds v hdr eq= 56.6 plf A H head= A v hdr w= 91.0 plf 2.083 v Fdrag1 eq= 164 F2 eq= 119 • Fdragl w= .,4 F2 - 192 H pier= v1 eq= 86.3 plf v3 eq= 86.3 plf P6TN E.Q. 5.0 v1 w= 138.9 plf v3 w= 138.9 plf P6TN WIND feet H total= 2w/h= 1 2w/h= 1 10.083 • Fdrag3 eq= F4 e.- 119 feet A Fdrag3 w=264 F4 w= 192 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 56.6 plf P6TN 3.0 EQ Wind v sill w= 91.0 plf P6TN feet OTM 8268 13310 R OTM 7745 9461 v • UPLIFT 38 278 Up above 0 0 UP sum 38 278 H/L Ratios: L1= 5.5 L2= 5.0 L3= 4.0 Htotal/L= 0.70 1 0 -1 N 10 Hpier/L1= 0.91 4 0- Hpier/L3= 1.25 L total= 14.5 feet 15238_2019.01.25_RT SF_Plan 3413B AGSE_Structural Calculations(2017 ORSC).pdf Page 30 of 32 F 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) Shearool(Ibf) Deflection(in.) Load Factor 8 850 (1190 WIND) 0.33 3.09 16 10 625 (875 WIND) 0.44 2.97 8 1,675 (2345 WIND) 0.38 2.88 24 10 1,125 (1575 WIND) 0.51 3.42 1-10 1/2" 8 1520 EQ(2128 WIND) 1-10 Foundation for Wind or Sei2" smic Loading�a�b,1�31 EQ(1444 WIND) (a) Design values are based on the use of Douglas-fir or Southern pine framing.For other species of framing,multiply the above shear design value by the specific gravity adjustment factor=(1—(0.5—SG)),where SG=specific gravity of the actual framing.This adjustment shall not be greater than 1.0. (b) For construction as shown in Figure 1. (c) Values are for a single portal-frame segment(one vertical leg and a portion of the header).For multiple portal-frame segments,the allowable shear design values are permitted to be multiplied by the number of frame segments(e.g.,two=2x,three=3x,etc.). (d) Interpolation of design values for heights between 8 and 10 feet,and for portal widths between 16 and 24 inches,is permitted. (e) The allowable shear design value is permitted to be multiplied by a factor of 1.4 for wind design. (f) If story drift is nota design consideration,the tabulated design shear values are permitted to be multiplied by a factor of 1.15.This factor is permitted to be used cumulatively with the wind-design adjustment factor in Footnote(e)above. Figure 1. Construction Details for APA Portal-Frame Design with Hold Downs • Extent of header with double portal frames(two braced wall panels) . Extent of header with single portal frame (one braced wall panels) Header to jack-stud strap 1. 2'to 18'rough width of opening .{ per wind design min 1000 lbf for single or double portal on both sides of opening • c f { - = opposite side of sheathing • Pony • 4 • wall , t+ ° height . r k� - 1 . , :d - p: : Fasten top plate to header Min.3"x 11-1/4"net header !1• /with two rows of 16d , steel header not allowed ` ° •' /�/ sinker nails at 3"o.c.typ Fasten sheathing to header with 8d common or Min.3/8"wood structural 12 •) galvanized box nails at 3"grid pattern as shown J+ panel sheathing max d, i e :•• 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 i. shall occur over and be 10' •'Min.double 2x4 framing covered with min 3/8" • /• nailed to common blocking thick wood structural panel sheathing with a �" within middle 24"of portal max j, .---._,� L height .� 8d common or galvanized box nails at 3"o.c. height.One row of 3"o.c. • in all framing(studs,blocking,and sills)typ. • • nailing is required in each \ panel edge. r'' `Min length of panel per table 1 "a ` Typical portal frame y. construction `'"' Min(2)3500 lb strap-type hold-downs °° e° ,,,�I e, (embedded into concrete and nailed into framing) i. °°I V, Min double 2x4 post(king • and jack stud).Number of ::•L„.41,::;°' ;4, a°) Min reinforcing of foundation,one#4 bar ao •# ., jack studs per IRC tables • " "i° ''° top top and bottom of footing.Lap bars 15"min. i R502.5(1)&(2). -----\_ Min footing size under opening is 12"x 12".A turned-down Min 1000 lb hold-down slab shall be permitted at door openings. device(embedded into Min(1)5/8"diameter anchor bolt installedper IRC R403.1.6— concrete and nailed into framing) with 2"x 2"x 3/16"plate washer 15238_2019.01.25_RT SF_Plan 3413B AGSE_Structural Calculations(2017 ORSC).pdf Page 31 of 32 180 Nickerson St, CT EN G IN E E R IINGSuite 3 02 Seattle, Project: o� e ,f3k4 0C `n"A6/"_ D1mDate: 98109 (206)285 -4 512 Clent: 2-50.13, ,3,z ( / v5 '031q5I&r5. 2--) Page Number: PAX: (206)285-0618 1 Ve-= 3 V Y)----A-s-VA-KO Q -®---1� 6- Cl Jd:-_6r, ,c Al';--.4. A\.,50 / g`.` X lEv`` )2" k VVl F3, T)t 6A-RS----M,c-K- 727f2- .6-1.4\ / ?)077n44 61-9._ 7z) (>05.)7) 85A,,DA kit _ &y0.2 _ -(.> ) _ p.36 ,v-, 4, ())(0,26/60) ` 0, 3612 ‘5 ( 06 s'_Z3)(12,-) V (069,1) (I�o 4 - ' g) M„ ())(,?)1raa , e .- I � � C sF At = Go`' ) el = 5I t S X C , w/() t-.4- t- 0,X86uRu, /Z A Z 1-3/4-9- 112. q4-4- .1,\i, 1 M '61U"D) ., �� x,1,4 �, r' 8AU e�V 11 5 - 3-7,, ti> ca= a,S oe i)-- Ivv .°M ,Y) 15238_2019.01.25_RT SF Plan 34138 AGSE_Structural Calculations(2017 ORSC).pdf Page 32 of 32 Structural Engineers • J2 MAIN 11-30-15 .E4 Roseburg 8:05am -k.1'ra1st Yr.do,i-_I 04t11,,M4 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 its .„ ., _ - . . 3' 1, 10 3 0 10 6 0 13 3 0 3400 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 315# -- 2 10' 3.000" Wall DFL Plate(625psi) 3.500" 3.500" 827# -- 3 20' 9.000" Wall DFL Plate(625psi) 3.500" 3.500" 991# -- 4 34' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 387# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 250#(187plf) 66#(49p1f) 2 658#(494p1f) 169#(126p1f) 3 773#(580p1f) 218#(163p1f) 4 302#(227p1f) 85#(64p1f) Design spans 10' 0.375" 10' 6.000" 13' 0.375" 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 1078.'# 2820.'4 38% 27.92' Odd Spans D+L Negative Moment 1178.'# 2820.'# 41% 20.75' Adjacent 2 D+L Shear 542.# 1220.# 44% 20.75' Adjacent 2 D+L End Reaction 387.# 1151.# 33% 34' Odd Spans D+L Int.Reaction 991.# 1775.# 55% 20.75' Adjacent 2 D+L TL Deflection 0.1609" 0.6516" L/971 27.92' Odd Spans D+L LL Deflection 0.1294" 0.3258" L/999+ 27.92' Odd Spans L Control: Max Int.React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All product names are trademarks of their respective owners KAMI L HENDERSON Stro"Es- Copyright C 2015 bySimpsonEWP MANAGER ( ) 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