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I423 Vw ( ' Alic 00193 RECEIVED CT ENGINEERING Structural Engineers FEB 06 2019 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 206.285.4512 (V) 208.285.0618 (F) CITY OF TIGARD BUILDING DIVISION #15238 Structural Calculations Polygon at River Terrace Single—Family � IPN°411, Plan 4A vd, Tigard, OR �'� A, dREGIAN ,1 4. po,s 22T Design Criteria: 2017 ORSC (2015 IBC) 07/31/2018 ASCE 7-10 Wind Speed: 120(ULT); 93(ASD); Kzt=1 .0 Seismic: Ss=0.972, S1 =0.423, SDC=D Roof Snow Load = 25 psf Site Class = D, Soil Bearing = 2000 psf Client: Polygon Northwest Company 703 Broadway Street, Suite 510 Vancouver, WA 98660 Ph: 360.695.7700 Fax: 360.693.4442 Architect: Milbrandt Architects 25 Central Way, Suite 210 Kirkland, WA 98033 Ph: 425.454.7130 Fax: 425.646.0945 15238_2018.07.31_RT SF_Plan 4A_Structural Calculations(2017 ORSC).pdf Page 1 of 25 CT ENGINEERINGG 180 Nickerson St INC . 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_2018.07.31_RT SF_Plan 4A_Structural Calculations(2017 ORSC).pdf Page 2 of 25 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_2018.07.31_RT SF_Plan 4A_Structural Calculations(2017 ORSC).pdf Page 3 of 25 19 S9.1 � I— 1-1 „}.,h2 2x10 HDR m 412 .<10 HDR RB.al RB.a2 7 , J 16 ® \ —i S9.1 � 016 S9.1 P \ N CY I Q 111 cn PP ZI co a P C 20 S9.1 9 1 —ei -i ENHANCED ELEV. r__, 122'x30'I I ATTIC I (ACCESS I L— J I 0 /'i\\ SCISSOR TRUSS / 4:12 BOTTOM CHORD / 4 \� rl 1':•• - a1:...:\`:a:.::::: (2/x8 HQR `"-€5 I © \ RB.aSL ❑ I I� \- J L RB.a4 GHBLEjI TRUSS I 19 AM S9.1 VLF CONNECT TO ROOF FRAMING BELOW CT# 14189 2014.09.19 1/4" = 1'-0" (11x17) 15238_2018.07.31_RT SF_Plan 4A_ ctt.PPA Uo (24I4&).pdf ROOF FRAMING PLAN Page 4 of 25 1/4"=1'-0" ENGLISH REVIVAL I ' 0 m P3 ® 0 STHD14 STHD14 1x14 OSB RIM B.ai AMIN m� - ] I - I T1P. JOIST 7X16 X 22'BIG BEAM a& _ SPACING HERE ON RIP i: F-- 1' U O N ai 0 N J 12m mcr O 0 O .;-< L kti 4t� FIXTURES ! 1IIrat I ABOVE STHD14-, 4 I P4 , 1x 4 OS3 4 l ° S1-1014 B ELKS. ,pro G.T. cmn ;. _ xf m o E * �1in - 1 1a nsR i BIG BEAM 11 w x 2 �! 59.0 BLKG. d4 OS cr " —M77IAL. t ) O 0 ro I s-TN 1 0- P A Op 1.75"x14" 4 LVL FB 4x4 POST i ---7F • TAIR /1., 1.75"x14" LVL FB I\FRAMINGI Ir , 3 ctw COca iii a 59.0 \ / 0 CCI N RI. 14" FLOOR [TRUSSES-8 19.2" O.C. TYP. • I \ / I` t B..6gr, TOP OF (2) 2x8 FB 1.2) .8 F- AT +34Ki" A.F.F. 9 ./. . I2x8 ®16" O.C. 4x4 POST \,i RAISED PLATFORM x, 'el' i /. + FRAMING 2x ROOFWALL TOP I: \ 4.' +34r A.F.F. FRAMING r ° + " ( ... \ % FAT E OF GT AT 24" O.C. I r' r-- ` —2x8 LEDGER I GIRDER TRUSS TS I o ITS1.81/14 _�T-s TOP AT +34" A.F.F. 'DI a, II 11 = <-1—— r0 III o m i c6 I II \i7.1_ '� Ii � r,:•c� FIXTURES ABOVE �1_ JOB.a13 Tao-' 1.75"x14" LVL F8of 9 B.all �T ABOVE O .+- - O.x 4x8HDR MONO-TRUSSES GT ABOVE -_ R�--- ._; T --- 1x14 OSB RIM HDU4B•al2l 1 1 HDU4 CONNECTS TO ROOF L�":1---SABbE ENP T$ $ -�I 8 FRAMING ABOVE B.a14 nuTi- S1.2 I U TOP PLATE IS +9'-1" ABOVE LOWER FIN. FLOOR UNLESS CT# 14189 2014.10.29 1/4" = 1'-0" (11x17) NOTED OTHERWISE LOWER LEVEL SHEARWALLS SEE SHEET A9 FOR PLAN 4A UPPER LEVEL FLOOR FRAMING WINDOW HEADER HEIGHT&5 of 25 -1/4"=T'0"y" ENGLISH REVIVAL 22'-0" i '-102" 16'-3" 3'-102" STHD14'" ®I STHD14 —- STHD14 STHD14 ' �-1 1 n I CO CO I I 1•1 1.0 ----18 - 18 ------- S6.1 S6.1 Mirk I %PUP! I o %E ®' o 0 3)* CONC. SLAB M VERIFY GARAGE SLAB HEIGHT n WITH GRADING PLAN 0 14'-9" 3'-4" i 3'-11" A% VARIES : MIN. r J -3" FROM TOP OF 6" ^ �IM STEM WALL ENTIRE SIDE 1' STHD14 e • STHD14 ea ..._ a _ !UI 1 n 1 s�ali.ns ' �__ _J , FURNACE i 1 list with nm L L__l ABOVE 1 I _ 1 PLUMBING 11 ® ' r e ' FIXTURE S6.0 r I '1 r I ABOVE �*** • I �• ro 6'-0" _12y4" +—.. i It____r.. v6 , , b 1-} 56.0 , 9)¢" I-JST 0 19.2" O.C. 'I Si. CONC. TYPICAL ry PAHO SLAB 0I '' r-� SLOPE m I W1I -I--- -r------- 6" 2"DN , FINISHED FLOOR i LJ'ILJ j I + P.T. 4x4 POST pg TN -14" �M' i AT+0'-0" Tom• I .3.-9Y1. ENTIRE SIDE • I • 3'-0" 3" Aco I Zo L. Ot 56.0 I. _1 • CRAWL" SLOPE :"a+ 2x4 PONY WALL fit+} SPACE AT HIGH FDN. ACCESS ® 3 rI di I I—i_l n I LtJ I II I--- -L-------- -_ 13/4" x 91t" LVL --4 3.-974 r 0 I 18"x18"x10" FIG. li 0I 1-1-4TYP(U2) 4 W U.N.O.O. i ® N i, SIM. ' j __ 1ts: x 9)§" LVL__ ._o _ — 9_34" S6S611.012L I ll - I4"k18" FTG. EXTENSION, Ts/13.6,1 ' I 18"x18" FTG. EXTENSION - 1n START FRMG. i S6.0 j r- 6x8 PT POST, ALIGN---J I b L ® .IM.--- '„yyl L1W/ABOVE �t�J N I L 1 HDU4 Amp -IT- b44 hIth 1T .'= 2x4 PONY WALL IMP WC" Clircir gbh I SIM. SIM. 1 I 0 Ii' CONC. SLAil _6Y4" TOP OF SLAB .7, 1 SLOPE 1Y4" J 1214 TOP OF L 'J 11 ' STEM WALL n �i 4'-0" i 13'-32" 7'-3 4 1-54 I CT# 14189 2014.09.19 1/4" = 1'-0" (11x17) 15238_2018.07.31_RT SF_Plan PSLiic r C tio4P ORSC).ptlf FOUNDATION PLAN Page 6 of 25 1/4"=1'-0" ENGLISH REVIVAL Title: PLAN 4 Job# Dsgnr: TRE Date: 5:18PM, 18 SEP 14 Description :PLAN 4 A/B/C/D Washington County,OR Scope: SFR Rev: 580008 Page 1 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist (0)1983-2003 ENERCALC Engineering Software 14189_Plan 4ABCD.ecw:R00F FRMG Description Roof Frmg_Plan 4A Timber Member Information 3ode Ref: NDS IBC RB.al RB.a2 RB.a3 RB.a4 RB.a5 RB.a6 GT.al Timber Section 2-2x10 2-2x10 2-2x4 2-2x4 2-2x8 2-2x4 LVL:3.500x14.000 Beam Width in 3.000 3.000 3.000 3.000 3.000 3.000 3.500 Beam Depth in 9.250 9.250 3.500 3.500 7.250 3.500 14.000 Le:Unbraced Length ft 0.00 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 iLevel,LSL 1.55E Fb-Basic Allow psi 850.0 850.0 850.0 850.0 850.0 850.0 2,325.0 Fv-Basic Allow psi 150.0 150.0 150.0 150.0 150.0 150.0 310.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,550.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Manuf/Pine Repetitive Status No No No No No No No Center Span Data Span ft 4.50 4.50 5.50 3.50 3.00 3.00 13.00 Dead Load #/ft 390.00 390.00 60.00 60.00 390.00 60.00 390.00 Live Load #/ft 650.00 650.00 100.00 100.00 650.00 100.00 650.00 Results Ratio= 0.6867 0.6867 0.8084 0.3274 0.4554 0.2405 0.8624 Mmax @ Center in-k 31.59 31.59 7.26 2.94 14.04 2.16 263.64 @ X= ft 2.25 2.25 2.75 1.75 1.50 1.50 6.50 fb:Actual psi 738.4 738.4 1,185.3 480.0 534.2 352.7 2,305.9 Fb:Allowable psi 1,075.3 1,075.3 1,466.3 1,466.3 1,173.0 1,466.3 2,673.8 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 84.0 84.0 56.3 33.6 64.6 27.7 170.5 Fv:Allowable psi 172.5 172.5 172.5 172.5 172.5 172.5 356.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 877.50 877.50 165.00 105.00 585.00 90.00 2,535.00 LL lbs 1,462.50 1,462.50 275.00 175.00 975.00 150.00 4,225.00 Max. DL+LL lbs 2,340.00 2,340.00 440.00 280.00 1,560.00 240.00 6,760.00 @ Right End DL lbs 877.50 877.50 165.00 105.00 585.00 90.00 2,535.00 LL lbs 1,462.50 1,462.50 275.00 175.00 975.00 150.00 4,225.00 Max. DL+LL lbs 2,340.00 2,340.00 440.00 280.00 1,560.00 240.00 6,760.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.014 -0.014 -0.089 -0.015 -0.006 -0.008 -0.202 UDefl Ratio 3,860.3 3,860.3 744.5 2,889.0 6,273.1 4,587.6 772.2 Center LL Defl in -0.023 -0.023 -0.148 -0.024 -0.010 -0.013 -0.337 UDefl Ratio 2,316.2 2,316.2 446.7 1,733.4 3,763.8 2,752.5 463.3 Center Total Defl in -0.037 -0.037 -0.236 -0.039 -0.015 -0.021 -0.539 Location ft 2.250 2.250 2.750 1.750 1.500 1.500 6.500 UDefl Ratio 1,447.6 1,447.6 279.2 1,083.4 2,352.4 1,720.3 289.6 15238_2018.07.31_RT SF_Plan 4A_Structural Calculations(2017 ORSC).pdf Page 7 of 25 Title : PLAN 4 Job# Dsgnr: TRE Date: 6:02PM, 29 OCT 14 Description :PLAN 4 A/B/C/D Washington County,OR Scope: SFR Rev: 580006 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 14189_Plan 4ABCD.ecw:FLOOR FRMG W/FLOOR T Description Floor Frmg_Trusses_Plan 4A(1 of 2) Timber Member Information B.al B.a2 B.a3 B.a4 B.aS B.a6 B.a7 Timber Section Prllm:7.0x16.0 4x8 LVL:3.500x14.000 LVL:1.750x14.000 LVL:1.750x14.000 2x8 2-2x10 Beam Width in 7.000 3.500 3.500 1.750 1.750 1.500 3.000 Beam Depth in 16.000 7.250 14.000 14.000 14.000 7.250 9.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade •osboro,Bigbeam Douglas Fir- Rosboro,Bigbeam iLevel,LSL 1.55E iLevel,LSL 1.55E Hem Fir,No.2 Hem Fir,No.2 2.2E Larch,No.2 2.2E Fb-Basic Allow psi 3,000.0 900.0 3,000.0 2,325.0 2,325.0 850.0 850.0 Fv-Basic Allow psi 300.0 180.0 300.0 310.0 310.0 150.0 150.0 Elastic Modulus ksi 2,200.0 1,600.0 2,200.0 1,550.0 1,550.0 1,300.0 1,300.0 Load Duration Factor 1.150 1.000 1.000 1.000 1.000 1.000 1.150 Member Type Manuf/Pine Sawn Manuf/Pine Manuf/Pine Manuf/Pine Sawn Sawn Repetitive Status No No No No No No No Center Span Data111 Span ft' 16.50 4.50 3.75 3.00 11.00 3.00 3.50 Dead Load #/ft 150.00 150.00 90.00 135.00 40.00 165.00 Live Load #/ft 400.00 400.00 240.00 360.00 100.00 440.00 Dead Load #/ft 490.00 160.00 Live Load #/ft 650.00 100.00 Start ft End ft Point#1 DL lbs 290.00 60.00 LL lbs 750.00 150.00 @ X ft 2.000 5.000 Point#2 DL lbs 245.00 LL lbs 650.00 @ X ft 2.500 Results Ratio= 0.6698 0.6523 0.0404 0.0335 0.7242 0.1410 0.3455 Mmax @ Center in-k 690.15 23.40 11.60 4.45 96.25 1.89 15.89 @ X= ft 8.25 2.02 1.87 1.50 5.32 1.50 1.75 fb:Actual psi 2,310.8 763.2 101.5 77.9 1,683.7 143.8 371.5 Fb:Allowable psi 3,450.0 1,170.0 3,000.0 2,325.0 2,325.0 1,020.0 1,075.3 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 156.9 57.7 12.1 6.8 139.0 17.4 45.8 Fv:Allowable psi 345.0 180.0 300.0 310.0 310.0 150.0 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 5,280.00 270.00 281.25 135.00 775.23 60.00 568.75 LL lbs 8,662.50 705.56 750.00 360.00 2,061.82 150.00 945.00 Max.DL+LL lbs 13942.49 975.56 1,031.25 495.00 2,837.04 210.00 1,513.75 @ Right End DL lbs 5,280.00 265.00 281.25 135.00 769.77 60.00 568.75 LL lbs 8,662.50 694.44 750.00 360.00 2,048.18 150.00 945.00 Max.DL+LL lbs 13942.49 959.44 1,031.25 495.00 2,817.95 210.00 1,513.75 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.203 -0.010 -0.000 -0.000 -0.076 -0.001 -0.004 UDefl Ratio 975.2 5,571.2 118,718.5 136,137.1 1,730.5 30,581.1 9,845.3 Center LL Defl in -0.333 -0.025 -0.001 -0.001 -0.203 -0.003 -0.007 UDefl Ratio 594.4 2,129.0 44,519.5 51,051.4 651.4 12,232.5 5,925.4 Center Total Defl in -0.536 -0.035 -0.001 -0.001 -0.279 -0.004 -0.011 Location ft 8.250 2.250 1.875 1.500 5.500 1.500 1.750 UDefl Ratio 369.3 1,540.3 32,377.8 37,128.3 473.3 8,737.5 3,699.1 15238_2018.07.31_RT SF_Plan 4A_Structural Calculations(2017 ORSC).pdf Page 8 of 25 Title: PLAN 4 Job# Dsgnr: TRE Date: 5:20PM, 18 SEP 14 Description :PLAN 4 A/B/C/D Washington County,OR Scope: SFR Rev 580006 Page 1 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist (c)1983-2003 ENERCALC Engineering Software 14189_Plan 4ABCD.ecw:FLOOR FRMG W/FLOOR T Description Floor Frmg_Trusses Plan 4A (2 of 2) Timber Member Information .ode Ref: NDS IBC B.a8 B.a9 B.a10 Ball B.a12 B.a13 Timber Section 3-2x10 2-2x10 2-2x10 2-2x10 4x8 LVL:1.750x14.000 Beam Width in 4.500 3.000 3.000 3.000 3.500 1.750 Beam Depth in 9.250 9.250 9.250 9.250 7.250 14.000 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Douglas Fir- Truss Joist- Larch,No.2 MacMillan, Fb-Basic Allow psi 850.0 850.0 850.0 850.0 900.0 2,600.0 Fv-Basic Allow psi 150.0 150.0 150.0 150.0 180.0 285.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,300.0 1,600.0 1,800.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Sawn Manuf/Pine Repetitive Status No No No No No No Center Span Data Span ft 6.50 5.00 2.50 3.50 3.50 9.00 Dead Load #/ft 150.00 165.00 165.00 30.00 30.00 30.00 Live Load #/ft 400.00 440.00 440.00 80.00 80.00 80.00 Dead Load #/ft 160.00 160.00 160.00 160.00 60.00 490.00 Live Load #/ft 100.00 100.00 100.00 100.00 100.00 650.00 Start ft End ft Results Ratio= 0.6820 0.7052 0.1763 0.1478 0.1203 0.8885II Mmax @ Center in-k 51.33 32.44 8.11 6.80 4.96 151.87 @ X= ft 3.25 2.50 1.25 1.75 1.75 4.50 fb:Actual psi 799.9 758.2 189.6 158.9 161.8 2,656.7 Fb:Allowable psi 1,173.0 1,075.3 1,075.3 1,075.3 1,345.5 2,990.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 72.9 81.4 22.4 19.6 18.3 256.2 Fv:Allowable psi 172.5 172.5 172.5 172.5 207.0 327.8 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 1,007.50 812.50 406.25 332.50 157.50 2,340.00 LL lbs 1,625.00 1,350.00 675.00 315.00 315.00 3,285.00 Max.DL+LL lbs 2,632.50 2,162.50 1,081.25 647.50 472.50 5,625.00 @ Right End DL lbs 1,007.50 812.50 406.25 332.50 157.50 2,340.00 LL , lbs 1,625.00 1,350.00 675.00 315.00 315.00 3,285.00 Max.DL+LL lbs 2,632.50 2,162.50 1,081.25 647.50 472.50 5,625.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.032 -0.018 -0.001 -0.002 -0.002 -0.107 L/Defl Ratio 2,417.2 3,377.0 27,015.6 16,840.7 24,580.1 1,013.4 Center LL Defl in -0.052 -0.030 -0.002 -0.002 -0.003 -0.150 UDefl Ratio 1,498.6 2,032.4 16,259.4 17,776.3 12,290.1 721.9 Center Total Defl in -0.084 -0.047 -0.003 -0.005 -0.005 -0.256 Location ft 3.250 2.500 1.250 1.750 1.750 4.500 UDefl Ratio 925.1 1,268.8 10,150.4 8,647.9 8,193.4 421.6 15238_2018.07.31_RT SF_Plan 4A_Structural Calculations(2017 ORSC).pdf Page 9 of 25 Title: PLAN 4 Job# Dsgnr: TRE Date: 5:20PM, 18 SEP 14 Description :PLAN 4 A/B/C/D Washington County,OR Scope: SFR Rev: 580006 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 14189_Plan 4ABCD ecw TYPICAL Description Crawispace Framing Plan 4ABCD Timber Member Information 3ode Ref: NDS IBC B.M1 ..�....- 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 6.00 Dead Load #/ft 165.00 Live Load #/ft 440.00 Results Ratio= 0.9107 Mmax @ Center in-k 32.67 @ X= ft 3.00 fb:Actual psi 1,065.5 Fb:Allowable psi 1,170.0 Bending OK fv:Actual psi 85.8 Fv:Allowable psi 180.0 Shear OK Reactions @ Left End DL lbs 495.00 LL lbs 1,320.00 Max.DL+LL lbs 1,815.00 @ Right End DL lbs 495.00 LL lbs 1,320.00 Max.DL+LL lbs 1,815.00 Deflections Ratio OK Center DL Defl in -0.027 UDefl Ratio 2,661.3 Center LL Defl in -0.072 UDefl Ratio 998.0 Center Total Defl in -0.099 Location ft 3.000 UDefl Ratio 725.8 15238_2018.07.31_RT SF_Plan 4A_Structural Calculations(2017 ORSC).pdf Page 10 of 25 Design Maps Summary Report Design Maps Summary Report iiiig 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 w . _ 14} S00 Beaverton °I i ' _. I SQOOm i jjI rl 10 4 iV .K 414 flf-I e _ Farrn ng',5>tt 0 lMilwaukie oe Q2110 _gars Lake Oswego NORT �i ::,o,- rs9 ' CKing Cay °wwrham it ' AMERICA Tualatin 0 mapquest ®24IS MapQuest iiLdatio H 0 MapQuest USGS-Provided Output Ss = 0.972 g SMS = 1.080 g SDs = 0.720 g Si = 0.423 g SM, = 0.667 g Sin = 0.445 g For information on how the SS and Si values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. NICER Response Spectrum Design Response Spectrum 0.88 1.10 0.211 050 072 0.22 0.64 0.77 0.56 IP 046 3 040 {n 0,55 in 0.40 r. 0 4 0.22 0 32 0 24 0.22 0.16 0.11 0.02 0,00 0,00 0.00 0.20 0.40 0.6D 0.90 1.00 1.20 1.40 1.60 1.80 2.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 Period, T(sec) 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_2018.07.31_RT SF_Plan 4A_Structural Calculations(2017 ORSC).pdf Page 11 of 25 http://ehp2-earthquake.wr.usg s.gov/de s ignmap s/us/summary.php?temp late=minimal&latit... 2015 IBC SEISMIC OVERVIEW SHEET TITLE: 2015 IBC SEISMIC OVERVIEW CT PROJECT#: 15238_4 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 Skis= Fa*Ss SMs= 1.08 EQ 16-37 EQ 11.4-1 SM1=Fv*S1 SMI= 0.67 EQ 16-38 EQ 11.4-2 SDs=2/3*SMS Sips= 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 1.0s SDC, = D Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11. Wood structural panels --- --- N/A Table 12.2-1 12. Response Modification Coef. R= 6.5 N/A Table 12.2-1 13. Overstrength Factor Co= 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_2018.07.31_RT SF_Plan 4A_Structural Calculations(2017 ORSC).pdf Page 12 of 25 2015 IBC EQUIV.LAT. FORCE SHEET TITLE: 2015 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 CT PROJECT#: S0s= 0.78 h = 19.00 (ft) S01= 0.50 X = 0.75 ASCE 7(Table 12.8-2) R= 6.5 C1= 0.020 ASCE 7(Table 12.8-2) IE= 1.0 T= 0.182 ASCE 7(EQ 12.8-7) S1= 0.50 k = 1 ASCE 7(Section 12.8.3) TL= 6 ASCE 7(Section 11.4.5: Figure 22-15) Cs=SDs/(R/IE) 0.120 W ASCE 7(EQ 12.8-2) Cs=SD1/(T*(R/IE)) (for T<TL) 0.423 W ASCE 7(EQ 12.8-3)(MAX.) Cs=(SD1*TO/(T2*(R/IE)) (for T>TL) 0.000 W ASCE 7(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7(EQ 12.8-5)(MIN.) Cs=(0.5 S1)/(R/IE) 0.038 W ASCE 7(EQ 12.8-6)(MIN.if Si>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.120 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-10 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) C„X = DIAPHR. Story Elevation Height AREA DL w, w, *h,k wX *hXk DESIGN SUM LEVEL Height (ft) h1 (ft) (sqft) (ksf) (kips) (kips) sw, *h;k Vi DESIGN Vi Roof --- 19.00 19.00 1140 0.022 25.08 476.5 0.58 2.73 2.73 2nd 8.00 11.00 11.00 1100 0.028 30.8 338.8 0.42 1.94 4.68 1st(base) 11.00 0.00 SUM= 55.9 815.3 1.00 4.68 E=V= 6.68 (LRFD) 0.7*E= 4.68 (ASD) 15238_2018.07.31_RT SF_Plan 4A_Structural Calculations(2017 ORSC).pdf Page 13 of 25 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 4A N-S E-W F-B S-S 2015 IBC ASCE 7-10 Ridge Elevation(ft)= 33.00 33.00 ft. Roof Plate Ht.= 19.00 19.00 Roof Mean Ht.= 26.00 26.00 ft. --- --- Building Width= 22.0 50.0 ft. V u/t. Wind Speed 3See.Gust= 120 120 mph Figure 1609 Fig. 26.5-1A thru C V asd. Wind Speed 3 see.Gust= 93 93 mph (EQ 16-33) Exposure= B B lw= 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 PS30D= 4.7 4.7 psf Figure 28.6-1 = 1.00 1.00 Figure 28.6-1 Kr,= 1.00 1.00 Section 26.8 windward/lee= 1.00 1.00(Single Family Home) A*Kn*I : 1 1 Ps=A*Kzt*I*P 83= (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 B and D average= 4.7 4.7 psf (LRFD) a= 3 3 Figure 28.6-1 2a= 6 6 width-2*2a= 10 38 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 1.00 0.50 16 psf min. 16 psf min. width factor 2nd-> 1.00 1.00 wind(LRFD) wind(LRFD) DIAPHR. Story Elevation Height AA AB Ac AD AA AB Ac AD per 28.4.4 per 28.4.4 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-VV) 33.00 14.0 0 168 0 140 0 168 0 266 Roof - 19.00 19.00 4.0 48 0 40 0 48 0 152 0 6.3 10.1 3.63 3.63 6.54 6.54 2nd 8.00 11.00 11.00 9.5 114 0 95 0 114 0 361 0 3.3 7.6 5.23 8.86 10.73 17.28 1st(base) 11.00 0.00 0.00 0 0.00 0.00 AF= 605 AF= 1109 9.7, 17.7 V(n-s)= 8.86 V(e-w)= 17.28 kips(LRFD), kips(LRFD) kips kips 15238_2018.07.31_RT SF_Plan 4A_Structural Calculations(2017 ORSC).pdf Page 14 of 25 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 4A 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-W) V(E-W) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Roof -- 19.00 19.00 0.00 0.00 0.00 0.00 6.34 6.34 10.14 10.14 2nd 8.00 11.00 11.00 0.00 0.00 0.00 0.00 3.34 9.68 7.60 17.74 1st(base) 11.00 0.00 0.00 V(n-s)= 0.00 V(e-w)= 0.00 V(n-s). 9.68 V(e-w)= 17.74 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 11 11 6.34 6.34 10.14 10.14 3.80 3.80 6.09 6.09 2nd 11 0 0 3.34 9.68 7.60 17.74 2.01 5.81 4.56 10.65 1st(base) 0 0 0 V(n-s)= 9.68 V(e-w)= 17.74 V(n-s)= 5.81 V(e-w)= 10.65 kips(LRFD) kips(LRFD) kips(ASD) kips(ASD) 15238_2018.07.31_RT SF_Plan 4A_Structural Calculations(2017 ORSC).pdf Page 15 of 25 SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: CT#14189:Plan 4A Diaph.Level: Roof Panel Height= 8 ft. Seismic V i= 2.73 kips Design Wind N-S V i= 3.80 kips Max.aspect= 3.5 Sum Seismic V i= 2.73 kips Sum Wind N-S V i= 3.80 kips Min.Lwall= 2.29 ft. Wind Wnd E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wnd Wind Wind Wnd 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 Deet U.rn OTM RoTM Unet Us., U.,„ HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (orf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. left 1 298 22.0 22.0 1.00 0.15 0.99 0.00 0.71 0.00 1.00 1.00 32 P6TN P6TN 45 5.72 17.97 -0.57 -0.57 7.95 21.78 -0.65 -0.65 -0.57 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. left 3 272 20.0 22.0 1.00 0.15 0.91 0.00 0.65 0.00 1.00 1.00 33 P6TN P6TN 45 5.22 16.34 -0.57 -0.57 7.26 19.80 -0.65 -0.65 -0.57 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 285 20.0 25.0 1.00 0.15 0.95 0.00 0.68 0.00 1.00 1.00 34 P6TN P6TN 48 5.47 18.56 -0.68 -0.68 7.60 22.50 -0.77 -0.77 -0.68 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 Ext. right 285 20.0 25.0 1.00 0.15 0.95 0.00 0.68 0.00 1.00 1.00 34 P6TN P6TN 48 5.47 18.56 -0.68 -0.68 7.60 22.50 -0.77 -0.77 -0.68 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 , - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 , - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1140 82.0 82.0=L eff. 3.80 0.00 2.73 0.00 EVwind 3.80 EVEQ 2.73 Notes: denotes with shear transfer denotes perferated shear wall iSB denotes iSB Shear Panel 15238_2018.07.31_RT SF_Plan 4A_Structural Calculations(2017 ORSC).pdf Page 16 of 25 . SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: CT#14189: Plan 4A Diaph.Level: 2nd Panel Height= 9 ft. Seismic V i= 1.94 kips Design Wind N-S V i= 2.01 kips Max.aspect= 3.5 Sum Seismic V i= 4.68 kips Sum Wind N-S V i= 5.81 kips Min.Lwall= 2.57 ft. Wnd 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 RDTM Unet Usum OTM ROTM Unet Usum Usum 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 1 63 3.5 8.0 1.00 0.15 0.11 0.22 0.11 0.16 1.00 0.78 98 P6TN P6TN 95 2.41 1.04 0.48 -0.09 3.00 1.26 0.61 -0.04 -0.04 Ext. left 2 90 5.0 8.0 1.00 0.15 0.16 0.31 0.16 0.22 1.00 1.00 77 P6TN P6TN 95 3.45 1.49 0.45 0.45 4.28 1.80 0.57 0.57 0.57 Ext. left 3 397 22.0 24.0 1.00 0.15 0.72 1.37 0.70 0.98 1.00 1.00 77 P6TN P6TN 95 15.17 19.60 -0.21 -0.78 18.85 23.76 -0.23 -0.88 -0.78 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. right 58 5.0 24.5 1.00 0.15 0.11 0.20 0.10 0.15 1.00 1.00 49 P6TN P6TN 62 2.23 4.55 -0.54 -1.21 2.77 5.51 -0.63 -1.40 -1.21 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 Ext. right 492 42.0 22.0 1.00 0.15 0.90 1.70 0.87 1.22 1.00 1.00 50 P6TN P6TN 62 18.80 34.30 -0.37 -1.05 23.36 41.58 -0.44 -1.21 -1.05 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 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 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 1100 77.5 77.5=Leff. 2.01 3.80 1.94 2.73 1.00 EVwind 5.81 EVE0 4.67 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel 15238_2018.07.31_RT SF_Plan 4A_Structural Calculations(2017 ORSC).pdf Page 17 of 25 SHEET TITLE: LATERAL E-W(side to side-left/right) CT PROJECT#: CT#14189:Plan 4A Diaph.Level: Roof Panel Height= 8 ft. Seismic V i= 2.73 kips Design Wind E-W V i= 6.09 kips Max.aspect= 3.5 Sum Seismic V i= 2.73 kips Sum Wind E-W V i= 6.09 kips Min.Lwall= 2.29 ft. Wind Wnd E.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wnd Wind Wind Wind Max. Wall ID T.A. Lwall I-DL eff. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM RoTM Dec lieu OTM RoTM Deet 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) Front BR* 320 4.5 12.9 1.00 0.15 1.71 0.00 0.77 0.00 1.00 1.00 222 P6 P4 380 7.98 2.16 1.52 1.52 13.67 2.62 2.88 2.88 2.88 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Front Bath* 250 7.1 9.1 1.00 0.15 1.33 0.00 0.60 0.00 1.00 1.00 110 P6TN P6 189 6.24 2.39 0.60 0.60 10.68 2.89 1.21 1.21 1.21 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 Fam1* 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 Fam2* 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 Din 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 Ext BR2/3 570 14.0 22.0 1.00 0.15 3.04 0.00 1.37 0.00 1.00 1.00 127 P6TN P6 217 14.22 11.43 0.21 0.21 24.35 13.86 0.79 0.79 0.79 Ext - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 garl 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 gar2 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- •0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1140 25.6 25.6=L eff. 6.09 0.00 2.73 0.00 EVwlnd 6.09 EVEQ 2.73 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel 15238_2018.07.31_RT SF_Plan 4A_Structural Calculations(2017 ORSC).pdf Page 18 of 25 SHEET TITLE: LATERAL E-W(side to side-left/right) CT PROJECT#: CT#14189:Plan 4A Diaph.Level: 2nd Panel Height= 9 ft. Seismic V i= 1.94 kips Design Wind E-W V i= 4.56 kips Max.aspect= 3.5 Sum Seismic V i= 4.68 kips Sum Wind E-W V i= 10.65 kips Min.Lwall= 2.57 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 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 Row Unet Unum OTM ROTM Unet Unum U.. 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 BRa* 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 1.52 0.00 0.00 0.00 2.88 2.88 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Front Bath* 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.60 0.00 0.00 0.00 1.21 1.21 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 LR* 275 7.0 15.4 1.00 0.35 1.14 3.04 0.49 1.37 1.30 1.00 345 P4 P3 597 21.71 9.34 1.95 1.95 37.62 11.32 4.15 4.15 4.15 Front entry 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 675 14.0 14.0 1.00 0.15 2.80 0.00 1.19 0.00 1.00 1.00 111 P6TN P6 200 13.96 7.28 0.50 0.50 25.18 8.82 1.23 1.23 1.23 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext BR2/3 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 0.21 0.00 0.00 0.00 0.79 0.79 Ext - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 50 2.0 11.0 1.00 0.15 0.21 1.01 0.09 0.46 1.00 0.44 798 2P3 P3 609 6.38 0.82 4.17 4.17 10.96 0.99 7.47 7.47 7.47 GAR ABWP 100 4.0 11.0 1.00 0.15 0.41 2.02 0.18 0.91 1.00 0.89 398 P3 P3 609 12.75 1.63 3.33 3.33 21.91 1.98 5.98 5.98 5.98 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1100 27.0 27.0=L eff. 4.56 6.07 1.94 2.74 EV,4„„d 10.63 EVEQ 4.68 Notes: * denotes with shear transfer ABWP Alternate Braced Wall Panel-2308.9.3.2 ** denotes perferated shear wall iSB denotes iSB Shear Panel 15238_2018.07.31_RT SF_Plan 4A_Structural Calculations(2017 ORSC).pdf Page 19 of 25 JOB#: CT# 14189: Plan 4A ID: Front Upper BR* Floor Level w dl= 150 plf V eq 770.0 pounds V1 eq = 385.0 pounds V3 eq = 385.0 pounds V w= 1710.0 pounds V1 w= 855.0 pounds V3 w= 855.0 pounds ► ► v hdr eq= 59.6 plf ► A H head = A v hdr w= 132.4 plf 1.083 V Fdragl eq= 251 F2 eq= 251 A Fdragl w= • .7 F2 - 557 H pier= v1 eq= 190.1 plf v3 eq = 190.1 Of P6 E.Q. 5.0 v1 w= 380.0 plf v3 w= 380.0 Of P4 WIND feet H total= 2w/h = 0.9 2w/h = 0.9 8.083 Tr Fdrag3 eq= • F4 e.-- 251 feet • Fdrag3 w= 557 F4 w= 557 2w/h = 1 H sill = v sill eq= 59.6 plf P6TN mudsill 2.0 EQ Wind v sill w= 132.4 plf P6TN mudsill feet OTM 6224 13822 R OTM 11262 8342 UPLIFT -433 471 UP sum -433 471 H/L Ratios: L1= 2.3 L2= 8.4 L3= 2.3 Htotal/L = 0.63 Hpier/L1= 2.22 vo Hpier/L3= 2.22 L total = 12.9 feet 15238_2018.07.31_RT SF_Plan 4A_Structural Calculations(2017 ORSC).pdf Page 20 of 25 JOB#: CT# 14189: Plan 4A ID: Front Upper BA* Floor Level w d1= 150 plf V eq 600.0 pounds V1 eq = 389.5 pounds V3 eq = 210.5 pounds V w= 1330.0 pounds V1 w= 863.3 pounds V3 w= 466.7 pounds v hdr eq= 65.8 plf —. A H head = A v hdr w= 145.8 plf 1.083 V Fdrag 1 eq= 85 F2 eq= 46 A Fdrag1 w= :9 F2 , - 102 H pier= vi eq= 84.2 plf v3 eq = 84.2 plf P6TN E.Q. 3.0 v1 w= 186.7 plf v3 w= 186.7 plf P6 WIND feet H total = 2w/h = 1 2w/h = 1 8.083 v Fdrag3 eq= • F4 e.- 46 feet A Fdrag3 w= 189 F4 w= 102 2w/h = 1 H sill = v sill eq= 65.8 plf P6TN mudsill 4.0 EQ Wind v sill w= 145.8 plf P6TN mudsill feet OTM 4850 10750 R OTM 5620 4163 v T UPLIFT -94 802 UP sum -94 802 H/L Ratios: L1= 4.6 L2= 2.0 L3= 2.5 Htotal/L = 0.89 4 0 4 ►4 0 Hpier/L1= 0.65 Hpier/L3= 1.20 L total = 9.1 feet 15238_2018.07.31_RT SF_Plan 4A_Structural Calculations(2017 ORSC).pdf Page 21 of 25 JOB#:CT#14189:Plan 4A ID:Rear Upper BR23* Roof Level w dl= 150 plf V eq 1370.0 pounds V1 eq= 418.6 pounds V3 eq= 532.7 pounds V5 eq= 418.6 pounds V w= 3040.0 pounds V1 w= 929.0 pounds V3 w= 1182.1 pounds V5 w= 929.0 pounds ► v hdr eq= 68.5 plf 1. 4'Hl head=W vhdr= 151.9 Of H5head= 1.083 Fdragl eq=83.7 Fdrag2 eq= 106.5 Fdrag5 eq= 106.5 Fdrag6 eq= 83.7 1.083 A Fdragl w= ? .7 Fdragl, 236.3 Fdrag5 w= ..3 Fdra••w= 185.7 A Hl pier= vi eq= 114.1 Of v3 eq= 114.1 plf v5eq= 114.1 H5 pier= 5.0 vi w= 253.1 plf v3 w= 253.1 plf v5 w= 253.1 5.0 feet feet H total= 2w/h= 1 2w/h= 1 2w/h= 1 8.1 v Fdrag3= :.. Fdra• - 106.5 feet A Fdragl w= 185.699 Fdragl w=236.3 Fdrag7eq= i•.5 Fdrag8e. 83.7 . P6TN E.Q. I Fdrag7w= 236.3 Fdrag8w= 185.7 n P6 WIND I v sill eq= 68.5 plf Hl sill= (0.6-0.14Sds)D 0.6D vsill w= 151.9 p/f H5 sill= 2.0 EQ Wind 2.0 feet OTM 11073.7 24572.3 feet R OTM 13275 16216 v UPLIFT -122 464 v Up above 0 0 Up Sum -122 464 H/L Ratios: L1= 3.7 L2= 4.0 L3= 4.7 L4= 4.0 L5= 3.7 Htotal/L= 0.40 4 I. 4 I.I ►-4 OA Hpier/L1= 1.36 Hpier/L3= 1.07 L total= 20.0 feet Hpier/L5= 1.36 0.90 L reduction 15238_2018.07.31_RT SF_Plan 4A_Structural Calculations(2017 ORSC).pdf Page 22 of 25 JOB#: CT#14189:Plan 4A SHEARWALL WITH FORCE TRANSFER ID: Front Lower LR* Roof Level w dl= 150 plf V eq 1860.0 pounds V1 eq= 597.9 pounds V3 eq= 1262.1 pounds V w= 4180.0 pounds V1 w= 1343.6 pounds V3 w= 2836.4 pounds ► vhdreq= 120.6 plf A H head= A v hdr w= 271.1 plf 1.083 V Fdrag1 eq= 326 F2 eq= 689 • Fdragl w= 4 F2 --1549 H pier= v1 eq= 295.2 plf v3 eq= 265.7 plf P4 E.Q. 5.0 v1 w= 597.1 plf v3 w= 597.1 plf P3 WIND feet H total= 2w/h= 0.9 2w/h= 1 9.083 v Fdrag3 eq= • F4 e.- 689 feet A Fdrag3 w=734 F4 w=1549 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 120.6 plf P6TN 3.0 EQ W nd v sill w= 271.1 plf P6 feet OTM 16894 37967 R OTM 8755 10695 A • UPLIFT 552 1849 Up above 0 0 UP sum 552 1849 H/L Ratios: L1= 2.3 L2= 8.4 L3= 4.8 Htotal/L= 0.59 A 0 A 0 4 ► Hpier/L1= 2.22 ► Hpier/L3= 1.05 L total= 15.4 feet 15238_2018.07.31_RT SF_Plan 4A_Structural Calculations(2017 ORSC).pdf Page 23 of 25 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) Shearl•M(lbf) Deflection(in.) Load Factor 8 850 (1190 WIND) 0.33 3.09 16 10 625 (875 WIND) 0.44 2.97 8 1,675 (2345 WIND) 0.38 2.88 24 10 1,125 (1575 WIND) 0.51 3.42 1'-10 1/2" 8 1520 EQ(2128 WIND) Foundation for Wind or Seismic Loadingta"�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 not a design consideration,the tabulated design shear values are permitted to be multiplied by a factor of 1.15.This factor is permitted to be used cumulatively with the wind-design adjustment factor in Footnote(e)above. Figure 1. Construction Details for APA Portal-Frame Design with Hold Downs Extent of header with double portal frames(two braced wall panels) • Extent of header with single portal frame (one braced wall panels) Header to jack-stud strap 2'to 18'rough width of opening per wind design min 1000 Ibf for single or double portal on both sides of opening t II:: : • 1 i _ opposite side of sheathing Pony wall " height i • t " • Fasten top plate to header • • •a Min.3"x 11-1/4"net header /with two rows of 16d • tt steel header not allowed ( . . . ." sinker nails at 3"o.c.typ r •t7I7s; •.J'Pfs• 4' 9 Fasten sheathing to header with 8d common or Min.3/8"wood structural 12' . galvanized box nails at 3"grid pattern as shown 4 i: panel sheathing max total Header to jack-stud strap per wind design. wall Min 1000 bf on both sides of opening opposite height •: side of sheathing. If needed,panel splice edges shall occur over and be 10 :Min.double 2x4 framing covered with min 3/8" • • nailed to common blocking max ;: thick wood structural panel sheathing with •j:-I .h within middle 24"of portal height ;r 8d common or galvanized box nails at 3"o.c. • • height.One row of 3"o.c. in all framing(studs,blocking,and sills)iyp. nailing is required in each panel edge. l- '''1 Min length ofpanelper table 1 ' ` I 9 r,..I Typical portal frame ., .,I r• construction �I (2) strap-type hold-downs •" I,• Min3500 lb .., �• e 1 (embedded into concrete and nailed into framing) ti; �, Min double 2x4 post(king , :,..1, and jack stud).Number of .4 • -Min reinforcing of foundation,one#4 bar t _�• jack studs per IRC tables • top and bottom of footing.Lap bars 15"min. `� j"' R502.5(1)&(2). ... i / I ---\:\- Min footing size under opening is 12"x 12".A turned-down Min 1000 lb hold-down slab shall be permitted at door openings. device(embedded into Min(1)5/8"diameter anchor bolt installed per IRC R403.1.6- concrete and nailed with 2"x 2"x 3/16"plate washer into framing) 15238_2018.07.31_RT SF_Plan 4A_Structural Calculations(2017 ORSC).pdf Page 24 of 25 180 Nickerson St, C T E N G I N E E R I N G Suite 302 � / JJ��✓ Seattle,WA �'�4Project: Nc' (� I l/�I�UIJ &- PAna-- Date: 98109 (206)285-4512 FAX: Client: Page Number: (206)285-0618 kVn n Z) Qit G1,I="f a\ 5ti g`` Ch` )2,1` - (-rbc M razfTbt frR5_,- Fe,(2_ ‘0-11-1.) NSA i) P 2 I`dl _ ( o,2 -o_ a)(024,v� \ 0.312 n� (0 � C aqz _ 66 ,9, - S. '4-) Kd,) � p � to' ) -- 5' , w(() 4- ��= 0 ;66 6c,llU, 72) /ZXlc2 ct= 0, -)o V,‘ 15238_2018.07.31_RT SF_Plan 4A_Structural Calculations(2017 ORSC).pdf Page 25 of 25 Structural Engineers