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Specifications (16)
/4,5 TA 2I 6 --060CU _ _ _ u(90 5'4e/ /1,9,/z_ 6vorc 4 , .e 2 rte; r V .rT, - CT ENGINEERING = Structural Engineers FEBC ,0 j r 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. i! U 11 206265.4512 (V) 206.285.0618 (F) Fes: #15238 Structural Calculations River Terrace PRO- 4 GINe Plan 4 6 60 ' • Elevation D I si •REGN10. Tigard, OR ,1 ��`' P/es 22T G�\F Design Criteria: 2012 IBC (ORSC, OSSC) 09/14/2015 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, Bearing = 2000 psf Client: Polygon Northwest Company 109 East 13th Street, Suite 200 Vancouver, WA 98660-3229 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 CT ENGINEERING 180 Nickerson St. INC Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company Multiple locations in Tigard,OR DESIGN SUMMARY: The proposed project is to be single-family homes. 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 primarily with pre-manufactured pitched chord wood trusses. Upper floor framing is primarily with pre-manufactured parallel chord wood trusses. Floor framing over crawlspace is primarily pre-manufactured wood joists. The foundations are to be conventional 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. Lateral design is based on the ASCE 7-10"equivalent lateral force"procedure with Ss equal to or less than 1.10 and S1 equal to or less than 0.50 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; 2012 IBC,and currently adopted ORSC and OSSC. SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT#: CT# ROOF Roofing; 3.5 psf Roofing j future 0.0 psf 5/87p1ywood (O.S.B.) 2.2 psf Trusses at 24"o c 4.0`!psf Insulation; 1.0.psf (1)518":gypsum°ceiling 2.8;psf Misc 1Mch_ 1.5;`psf ROOF DEAD LOAD 15.0 PSF FLOOR floor#finish 4fl psf NO gypsum concrete fl.0,'psf psf joist at 12 2 5 psf Insulation 1.C1„psf (I) 112"9YPsum ceiling 2.2'psf Misc 2.6 psf FLOOR DEAD LOAD 15.0 PSF 1 0 S9.91 .4 - (2)2x10 HDR (2)2x1 I HDR - • RB.d1 RB.d2 Al AI • . . „l8 T.dl 59.1 z ' GT u 414 ' :: 'a y ® + _J L I I I R 4 I NE, NUP 1 19 \59.1 L\ YO o 11 Y CC O ° TRI.SSES AT 24" O.C. TYP. i¢ \n x =g • 00= ro � _. � 2D X m X m a S9.1 cv N r?,,"I .---'_1.1 I ^ Ki I r �-� ' L 91 1 122.x30" I ATTIC ACCESS I D2 9 T 4:12 BOTTOM I I 0 I.CHORD. TYP. 1 1 m I i:FI 1 r I 1GT ��1 I hIL 1.,. tu"ruuuia F 'I" ) �. (CON )j ' ! epe --- - - --- - 13 2x8 eel TOP PLATE IS +8.-1" ABOVE 2ND FIN. FLOOR UNLESS NOTED OTHERWISE CT# 14189 2014.09.19 1/4" = 1'-0" (11x17) SEE SHEET A9 FOR TOP OF PLAN 4D ROOF FRAMING PLAN WINDOWS HEIGHT. 1/4"=1'-0" FRENCH REVIVAL 1 8 S1.2 P6 C7 1 e 1 L'LL, , 1 0 c\.\\ ® r L ■ LJ I V CS16 CS16 P4 ®o CT# 14189 2014.09.19 1/4" = l'-0" (11x17) PLAN 4D UPPER LEVEL SHEARWALLS FRENCH REVIVAL m m STHD14 0 e ® m STHD14 - 1x14 OSB RIM B.dl _ .. a9 7X 6 B{� TYP. SJ11SPACING HERE ON‘6- 1 • :UND. 0" BLIND STUILS - A^OVE •" r ABOVE FOR GT i V. m o U AM 1==1lIuIuuII I wi7 FIXTURES I r ABOVESTHD14 . Pith \fuc 4 OS' ' . 014 0.038L •••••••rr---� :SX1' IZI E--- `w„p J 11v • OCR t ::. x i •dai 2)2x6 HD ce o 11 .* v ,_.., 4 - N , �..I ;y P6 P6 i I - I ' O L__ I 1.75"x14" 4 LVL FB �� 9 4x4 POST - TAIR 1.75"x14" LVL FB 1FRAMING/ 1 cc • IIM w 9 ro o . 1217 Z' % a w1111111111 :; Ln ligilla n14" FLOOR(TRUSSES: 19.2" 0I'b YP. ,t.__',/ TOP OF (2) 2x8 FB 11 �B AT +34$4" A.F.F. ItAmu, —2x8 0 16" O.C. '114)1101 / RAISED PLATFORM x 1 r 1 . +3434" A.F.F. WALL TOP l::.:::1.1. r__ I 9(3435" ' ' FAcE OF GT I ,117ff' 2x8 LEDGER GIRDER TRUSS 5`81/14 e'` -_ TOP AT +3434" A.F.F. 1 o Ir 1? BLIND. STUDS 1' BUND. STUDS I , I l., x o ABOVE FOR GT E-+'- ABOVE FOR GT . '� o I ! FIXTURES ABOVE 1 2x ROOF =• __ FRAMING - 0 24" O.C. oo '•` ;4 �_ h; D po B.d13 x NI B.dll FbUB 711111.1141"19E111.11111.<aw<: St •1A, EXTEND FLOOR r MN I 4_B HDR r SHEATHING TO RIM MII(i�_— �_-�jl1 I -4 ��{i EXTEND HDUB ` ' .US__" _.•12` Di18 TOP CHORD L1 (O o I ___________4_, :r' 1 �' 1 1x14 RIM BOARD ' 1 O cv 4x8 p ® L_ ___ __R. ,, B.•14 - J 0 TOP PLATE IS +9'-1" ABOVE LOWER FIN. FLOOR UNLESS CT# 14189 2014.10.29 1/4" = 1'-0" (11x17) NOTED OTHERWISE SEE SHEET A9 FOR LOWER LEVEL SHEARWALLS WINDOW HEADER PLAN 4D UPPER LEVEL FLOOR FRAMING HEIGHTS. 1/4"=1'-0" FRENCH REVIVAL '-10Y2" 16'-3" - 3'-10Y2 1 0 F3 STHD14 STHD14" - I STHD14 STHD14 .1 i� I .73.," L-1. r-- ._ -I _.. rJ mIpr-"-"" T • A - n n I I I /1 / 18 r- - - - ` 6.1 a tS6.1 r k, n 146. ® 1 ® 14 S6.0 op 56.0' CONC. SLAB o J i < V' VERIFY GARAGE SLAB HEIGHT N WITH GRADING PLAN Ill 14'-9" 3'-4" 3'-11 m 11:2171m STEM MIN. r J r "" , -3" FROM TOP OF LL STEM WALL ENTIRE SIDE '7 /� - 1 / ii-STHD14 P4 / STH014 h 9 7/ 71--{ s __ 1 -, r--- r -12Y4" -1_1_1-- jssolign: L--r-'-j f 1 ~- I FURNACE with rim I - L.__._J / _ � i 17 L ' PLUMBING 11 0 1 56.0 1L FIXTURE '-i r 1 ABOVE �o�� 56.0 I / 1 �--+ 7 1•_./..1 I �0.o { g•_p• I-12Yi 4-r T 1 I 1 .... a voi 11---1 S6 1 /.0 I '? 914" I-JST IP 19.2" O.C. I - 314' CONC. TYPICALy 1 PATIO SLAB o ( £ r--I I _ SLOPE " vii I ll��---SII 7-'r-------'� I -16 I 2"DN FINISHED FLOOR Ll(- i P.T. 4x4 POST P6 _ I _t4" AT +0'-0" r�I TW. I I +i 1vi 3-9}4 , ENTIRE SIDE I I } L W.,-- 3'-0" -3" •1 _- r / is n -LST 01 S6.0 0 =� / • 18"x24" Aon Ti CRAWL 'ori T 2x4 PONY WALLSPACE ,tea ■■ JJ AT HIGH FDN. _1 ACCESS -121/4i .7 f tH 1 I 1 o i FA L J — r i_______________., h '► __ 134 x 9)4" LVL_--i _ _I I 3'-9Y4.1 Di I o 1 o n 18"x18"x10" FTG. / IWY(2) #j4 EW% Ini I I 1 r 12Ys TYP. U.N.O. "I m SIM. 1 i t r 11 0 1 -- 13i_ x 914" LVL" "" "LJ t 9-3" 56.0 • ID— S, of -4"�18" FTG. EXTENSION, TYP. lo , �I n n U Dim `O 1 1 18"x18" FIG. EXTENSION 1 - in START FRMG. , ;e'. N p 56.0 �_ - STHD74 STHD14� of L_xL---��T.i- SIM. LeHDUBLALIGN Wl"ABOVE L-l3" I;. 1 m N -121" im "!. \ ..'- ' . / + I ' HDUB Ma. - -HDUB ' -- HDU8 ..-� 0 ®ah 0 1 10 0 -5" COI �� I_S6.0 •.I N \ 11'-3Y2 � 2'-2" `--; M. SIM. T 1 r-' m ---a SLOPE 1)4"1, L.-;--: TOP OF SLAB -61,4" & CONC. SLAB 1! '® a TOP OF 8" -1211 '" '' r STEM WALL i 6'-0" UI 8.-6y" i t CT# 14189 2014.09.19 1/4" = 1'-0" (11x17) PLAN 4D FOUNDATION PLAN l/4"=1'-0" FRENCH 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: 580006 Page 1 user:Kw-0602997,ver 5.8.0,1 003 Timber Beam & Joist (c)19832003 ENERCALC Engineering Software 14189_Plan Page FRAAG Description Roof Frmg_Plan 4D Timber Member Information erode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined II RB.d1 RB.d2 RB.d3 RB.d4 RB.d5 RB.d6 Timber Section 2-2x10 2-2x10 2-2x8 2-2x8 2-2x8 2-2x8 Beam Width in 3.000 3.000 3.000 3.000 3.000 3.000 Beam Depth in 9.250 9.250 7.250 7.250 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Han Rr,No.2 Han Ar,No.2 Hem Rr,No.2 Hem Ar,No.2 Hem Fir,No.2 Hem Fir,No.2 iLevei,LSL 1.55E Fb-Basic Allow psi 850.0 850.0 850.0 850.0 850.0 850.0 Fv-Basic Allow psi 150.0 150.0 150.0 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No No Center Span Data 111 Span ft 4.50 4.50 5.50 3.50 3.00 3.00 Dead Load #/ft 90.00 90.00 195.00 75.00 90.00 195.00 Live Load #/ft 150.00 150.00 325.00 125.00 150.00 325.00 Results Ratio= 0.1585 0.1585 0.7654 0.1192 0.1051 0.2277 Mmax @ Center in-k 7.29 7.29 23.59 3.67 324 7.02 @ X= ft 2.25 2.25 2.75 1.75 1.50 1.50 fb:Actual psi 170.4 170.4 897.8 139.8 123.3 267.1 Fb:Allowable psi 1,075.3 1,075.3 1,173.0 1,173.0 1,173.0 1,173.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 19.4 19.4 77.3 15.8 14.9 32.3 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 II @ Left End DL lbs 202.50 202.50 536.25 131.25 135.00 292.50 LL lbs 337.50 337.50 893.75 218.75 225.00 487.50 Max DL+LL lbs 540.00 540.00 1,430.00 350.00 360.00 780.00 @ Right End DL lbs 202.50 202.50 536.25 131.25 135.00 292.50 LL lbs 337.50 337.50 893.75 218.75 225.00 487.50 Max.DL+LL lbs 540.00 540.00 1,430.00 350.00 360.00 780.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.003 -0.003 -0.032 -0.002 -0.001 -0.003 UDefl Ratio 16,727.8 16,727.8 2,036.0 20,542.0 27,183.2 12,546.1 Center LL Defl in -0.005 -0.005 -0.054 -0.003 -0.002 -0.005 UDefl Ratio 10,036.7 10,036.7 1,221.6 12,325.2 16,309.9 7,527.7 Center Total Defl in -0.009 -0.009 -0.086 -0.005 -0.004 -0.008 Location ft 2.250 2.250 2.750 1.750 1.500 1.500 UDefl Ratio 6,272.9 6,272.9 763.5 7,703.2 10,193.7 4,704.8 Title: PLAN 4 Job# Dsgnr:TRE Date: 6:03PM, 29 OCT 14 Description:pLAN 4 A/B/C/D Washington County,OR Scope: SFR Rev.560006 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 4D (1 of 2) Timber Member Information B.d1 B.d2 B.d3 B.d4 B.d5 B.d6 B.d7 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 ,Bigbeam Douglas Fir- Rosbom,Bigbeam (Level,LSL 1.55E 'Level,LSL 1.55E Hem Fir,No.2 Hem Fr,No.2 1.2E 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 Data 1 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 175.00 295.00 Live Load #/ft 125.00 325.00 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= 0.3369 0.6523 0.0404 0.0335 0.7242 0.1410 0.4893 r Mmax @ Center in-k 347.12 23.40 11.60 4.45 96.25 1.89 22.51 @ X= ft 8.25 2.02 1.87 1.50 5.32 1.50 1.75 fb:Actual psi 1,162.2 763.2 101.5 77.9 1,683.7 143.8 526.2 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 78.9 57.7 12.1 6.8 139.0 17.4 64.9 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 1 @ Left End DL lbs 2,681.25 270.00 281.25 135.00 775.23 60.00 805.00 LL lbs 4,331.25 705.56 750.00 360.00 2,061.82 150.00 1,338.75 Max.DL+LL lbs 7,012.50 975.56 1,031.25 495.00 2,837.04 210.00 2,143.75 @ Right End DL lbs 2,681.25 265.00 281.25 135.00 769.77 60.00 805.00 LL lbs 4,331.25 694.44 750.00 360.00 2,048.18 150.00 1,338.75 Max.DL+LL lbs 7,012.50 959.44 1,031.25 495.00 2,817.95 210.00 2,143.75 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK 1 Center DL Defl in -0.103 -0.010 -0.000 -0.000 -0.076 -0.001 -0.006 UDefl Ratio 1,920.3 5,571.2 118,718.5 136,137.1 1,730.5 30,581.1 6,956.0 Center LL Defl in -0.167 -0.025 -0.001 -0.001 -0.203 -0.003 -0.010 UDefl Ratio 1,188.8 2,129.0 44,519.5 51,051.4 651.4 12,232.5 4,182.7 Center Total Defl in -0.270 -0.035 -0.001 -0.001 -0.279 -0.004 -0.016 Location ft 8.250 2.250 1.875 1.500 5.500 1.500 1.750 UDefl Ratio 734.2 1,540.3 32,377.8 37,128.3 473.3 8,737.5 2,612.0 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 4D (2 of 2) Timber Member Information :ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined 1 B.d8 B.d9 B.d10 B.d11 B.d12 B.d13 B.d14 Timber Section 3-2x10 2-2x10 2-2x10 2-2x10 4x8 LVL•1.750x14.000 4x8 Beam Width in 4.500 3.000 3.000 3.000 3.500 1.750 3.500 Beam Depth in 9.250 9.250 9.250 9.250 7.250 14.000 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hen Fir,No.2 Hein Ar,No.2 Hem Fr,No.2 Hein Fr,No.2 Douglas Fr- Truss Joist- Douglas Fr- larch,No.2 Mad4Illan, Larch,No.2 Fb-Basic Allow psi 850.0 850.0 850.0 850.0 900.0 2,600.0 900.0 Fv-Basic Allow psi 150.0 150.0 150.0 150.0 180.0 285.0 180.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,300.0 1,600.0 1,800.0 1,600.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Sawn Manuf/Pine Sawn Repetitive Status No No No No No No No Center Span Data 0 Span ft 6.50 5.00 2.50 3.50 3.50 9.00 6.50 Dead Load #/ft 150.00 165.00 165.00 30.00 30.00 30.00 60.00 Uve Load #/ft 400.00 440.00 440.00 80.00 80.00 80.00 100.00 Dead Load #/ft 295.00 220.00 295.00 205.00 60.00 205.00 Live Load #/ft 325.00 200.00 325.00 175.00 100.00 175.00 Start ft End ft Point#1 DL lbs 488.00 345.00 LL lbs 812.00 575.00 @ X ft 0.250 0.500 Point#2 DL lbs . 661.00 LL lbs 1,103.00 @ X ft 4.750 _Results Ratio= 0.9851 0.9356 0.2497 0.1957 0.1203 0.3646 0.2458 II Mmax @ Center in-k 74.15 43.04 11.48 9.00 4.96 62.33 10.14 @ X= ft 3.25 2.52 1.25 1.75 1.75 4.39 3.25 fb:Actual psi 1,155.5 1,006.0 268.4 210.5 161.8 1,090.3 330.7 Fb:Allowable psi 1,173.0 1,075.3 1,075.3 1,075.3 1,345.5 2,990.0 1,345.5 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 105.2 97.7 31.8 26.0 18.3 103.6 25.1 Fv:Allowable psi 172.5 172.5 172.5 172.5 207.0 327.8 207.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions I @ Left End DL lbs 1,446.25 1,459.15 575.00 411.25 157.50 1,383.33 195.00 LL lbs 2,356.25 2,426.55 956.25 446.25 315.00 1,690.56 325.00 Max.DL+LL lbs 3,802.50 3,885.70 1,531.25 857.50 472.50 3,073.89 520.00 @ Right End DL lbs 1,446.25 1,614.85 575.00 411.25 157.50 1,076.67 195.00 LL lbs 2,356.25 2,688.45 956.25 446.25 315.00 1,179.44 325.00 Max.DL+LL lbs 3,802.50 4,303.30 1,531.25 857.50 472.50 2,256.11 520.00 Illieflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK 0 Center DL Defl in -0.046 -0.024 -0.002 -0.003 -0.002 -0.050 -0.014 UDefl Ratio 1,683.9 2,494.5 19,087.1 13,615.9 24,580.1 2,149.3 5,756.2 Center I1 Defl in -0.075 -0.040 -0.003 -0.003 -0.003 -0.056 -0.023 UDefl Ratio 1,033.6 1,500.1 11,477.2 12,548.0 12,290.1 1,937.5 3,453.7 Center Total Defl in -0.122 -0.064 -0.004 -0.006 -0.005 -0.106 -0.036 Location ft 3.250 2.500 1.250 1.750 1.750 4.464 3.250 UDefl Ratio 640.4 936.8 7,167.4 6,530.1 8,193.4 1,019.0 2,158.6 Title: PLAN 4 Job# Dsgnr:TRE Date: 5:20PM, 18 SEP 14 Description:PLAN 4 A/B/C/D Washington County,OR Scope: SFR 06 userKW-06602997,ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 I (c)198&2003 ENERCALC Engineering Software 14189_Plan 4ABCD.ecw:TYPICAL Description Crawlspace Framing Plan 4ABCD Timber Member Information •,ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined 1 8.M1 Timber Section 4x8 Beam Width in 3.500 Beam Depth in 7.250 Le:Unbraced Length ft 0.00 Timber Grade Douglas Fr- Larrh,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 IResults 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 r 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 TJI JOISTS and RAFTERS Code I Code Code Suggest Suggest 13uQge81 Laick_Lp1ck Lplck_ Lpick LL DL M max - -- LI -- --L max ' - _LLdel--- _ Joist b d Spa. LL DL M max V max El L tb L Iv L TL240 L L1360 L max I TL deft. LL deft. L TL360 L LL480 Lmpx TL de8_.TL d_etl._LL dell.LL d_efl. size&grade width(In,) depth(In,) (In,) (paf) Spsf) (ft-lbs) (psi) (psl) (ft,) (ft.) (It) (ft,) (ft.) (In,) (In,) (ft,) (ft,) (ft.) (In,) ~ratio (In,) -ratio 9,5"TJI 110 1,75 9_5 192 40 15 2380 1220__1.40E+08 14.71 27.73 15_23__ 14,80 _ 14.71 0.66 0.48_ 13,31 1345 13 31: 0_44 360 0.32 495 1,7 9.5"TJI 110 5 9,5 16 40 15- 2380 1220 1,40E+08 16,11 33,27 16,19 15,73- 15.73 0,72 0.52 14,14 14,29 F44w14 0.47 360 0.34 495 9.5"TJI 110 1.75 9.5 12 40 15 2380 1220 1.40E+08 18.61 44.36 17.82 17.31 17.31 0.79 0.58 15.57 15.73 15 57' 0.52 360 0.38 495 ____9_5"TJI 110_-__ 1,75959.6__40__ 15 2380 1220 1,40E+08 200880 55,45 19.19 18_64 18.64 0.85 0_62 16,77 16.94 1:6x77 0.56 360 0_41 495 9,5"TJI 110 1,75 9,5 192 40 10 2500 1220 1.57E+08 15.81 30.50 16.34 15.37 15.37 0.64 0.51 14 27 13 97 13 97 0.44 384 0.35 480 r I2 5"TJI;110 1.75 9 5 ;16 40 ,' 10 2500 : .1220 1;576+08 ':17.32" "36 60, 17;36 _' 16.34 . 16.34 0.68 .. °0.64. 15 17 i484 '046 384,',:, 0 87 ;480 9.5"TJI 110 1.75 9.5 12 40 10 2500 1220 1.57E+08 20.00__-48.80 19.11 17.98 17_98 075-__0.60 -_-16.69 16 34'.',i;L;i1,1674341 0.51 384 0.41 480 9.5"TJI 110 1.75 9.5 9.6 40 10 2500 1220 1.57E+08 22.36 61,00 20.58 19.37 19.37 0.81 0.65 17,98 17.60 17 60;: 0 55 384 144 480 TJI 210 /0625 9,5 192 40 10 3000 1330 1,87E+08 17.32 33.25 17.321 18.30 16.30 0.68 0.54 15 13 14 81 14 81 046 384 0.37 480 9,5!"IJ1210,, 2 0625 9 5 16• 40, ?10 3000 1330 "1 87E+08" :18.97 39,90 18 40 17.32 .17.32 0:72, 0.58 10 08 1;5 74 .0;48 384. 0 39 ;;480' 9.5"TJI 210 2.0625 9.5 12 40 10 3000 1330 1.87E+08 21.91 53.20 20.26 19.06 19.06 0.79- 0.64 17.70 17.32 17 32 0.54 384 0.43 480 --_-----_-_--___--.6 -- ---- 0- 9.5"TJI 210 2.0625 9.5 9.6 40 10 3000 1330 1.87E+08 24.49 66.50 21.82 20.53 20.53 0.86 0.68 19.06 18.66 18:66: 0.58 384 0.47 480 9.5"TJI 230 2,3125 9,5 19.2 40 10 3330 1330 2,06E+08 18.25 3325 17,89 16.83 16.83 0.70 0.56 156 63 15 29 15 29 048 384 0.38 480 9.5"TJI 280 2.312$ . :$5 18: 40 '1;b •3330;; 1330 ,2.116E+08 .29° 39.90 19,01 11.8,8.. '17.89 0.75-' '- 0:60. 1:660, :.1,626 l ,0:51 -384 041.-_ 480 9.5"TJI 230 2.3125 9.5 12 40 10 3330 1330 2.06E+08 23.08 53.20 20.92 19.69 19.691 0.82 0.66 18.28 17.89 PiiiiV1746i 0.56 384 045 480. 9.5"TJI 230 2.3125 9.5 9,6 40 10 3330 1330 2,06E+08 25.81 66,50 22.54 2121 21.211 0,88 0.71 19.69 19.27 1.9 27 0,60 384 0,48 480 -- -- -- - --- -- -- - - - -- ��-_---- 16 67 0.52 384 0 42 480 11.875"TJI 110 1.75 11.875 19 2 40 10 3160 1560 2,67E+08 17.78 39.00 19,50 18.35 17.781 0.67 0.54 17.04 16.67 11:875"TJI.110 1.75 ..11:875 16. 40 10 3160:;.,1560 267E+08 ':19,47" 4880 _,20:72. x:19:50 19:47 0:81 0;65. 18.,10 1;772 1.:. 0:55 384; 044 .;480 11,875"TJI 110 1.75 11.875 12 40 10 3160 1560 2.67E+08 22.49 62.40 22.81 21.46 21.46 0.89 0.72 19.93 19.50 19.501111111111ii1111,940;: 0.61 384 0.49 480 11,875"TJI 110 1.75 11.875 9.6 40 10 3160 1560 2.67E+08 25.14 78.00 24.57 23.12 23.12 0.96 0.77 21.46 21.01 21.01.. .0.66 384__.0.53 480 11,875"TJI 210 2.0625 11,875 19,2 40 10 3795 165511 3.15E+08 19A8 4128 20.61 1929 19.39 0.81 0.65 18 00 17 62 ,117 62 0.55 384 044 480 Rffi875!titatttRit,2:0625 .1:1-.875 16,ii 40%' 16 3798 "1655 '3415E+08- 21;34 '49 655 21 90 4/6VN0:10.610'"20.61 ;,,0 86 .,0:69 19 13 .,.;;18 72 „x0 59.,,,3841• tl,47'..'-48C 11.875"TJI 210 2.0625 11.875 12 40 10 3795 1655 3.15E+08 24.64 66.20 24.10 22.68 22.68 0.95 0.76 21.05 20.61 20 611: 0.64 384 0.52 480 11.875"TJI 210 2,0625 11.875 9.6 40 10 3795 1655 3.15E+08 27.55 82.75 2196 24.43 24.43 1,02 0.81 22.68 22.20 ,12 2Q) 0.69 384 0.55 480 11.875"TJI 230 2,3125 11,875 19.2 40 10 4215 1655 3.47E+08 20.53 41,38 21.28 2003 20.03 0,83 0.67 18.59 18.20 5$20 0,57 384 0 45 480 11'„875"TJI 230, , 2 3125 11:875 16 40 10 4215, 1655,3 47E 06 :22.49 48,85 22!62 21.28 21.28 0 89 t1.71 19.7 6 19 34 ,,, 00:6507 60 364 041 .: 480 11,875"TJI 230 2.3125 11.875 12 40 10 '''44221155\-'11865885'3.47E+08 25.97 66_20 24.89 23.42 23.42 0.98 0.78 21.74 21.28 21 2$;; 0.67_ 384 _0.53 480 11 875_TJI 230 2_3125 11.875 9.6 40 10 4215 1655 3.47E+08 29.03 82.75 26.81 25.23 25.23 1.05 0.84 23.42 22.93 32'93, 0.72 384 0.57 480 11.875'RFPI 400 2,0625 11.875 192 40 10 4315 1480 3.30E+08 20.771 37 00 20.93 19,89 19 69 0.82 0 66 18 28 17 89 17x89 0.56 384 0.45 480 11.875"RFPI400 2.0625-- 11,875 . 16 40 ... 1';0 4315;_,.1480 ;3 306+08 !;22.76 44 40 22124 ';20.93 20193 . .'`0=87 0.70 1;9 d3, , ,19 4trj ' 0 59 ,384:' '0:48 ,j 4811.875"RFPI 400 2.0625 11.875 12 40 10 4315 1480 3.30E+08 26.28 59.20 24.48 23.03 23.03 0.96 0.771 1 21.38 20.93 RPT11121981 0.65 384 0. 4800 11.875"RFPI 4001 2.06251 11.8751 9.61 401 101 43151 14801 3.30E+081 29.381 74,00 26.37 24.81 24.811 11.031 0.83 23.031 22.54 22.54! 0.701 384 0.56 480 Page 1 D+L+S CTO 14189-Batahny Creek Falls I LOAD CASE (12-12) (BASED ON ANSI/AF&PA NDS-1897) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D+L+S c 0.80(Constant)> Section 3.7,1,5 _ Cr KcE 0.30(Constant)> Section 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NDS Cb (Varies) > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Max.Well duration duration factor factor use Stud Grade Width Depth Spadng Height Laid Vert.Load Hor.Loa <.1.0 Load 0 Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc• Fce F'c fc fc/F'c Ib lb/ In. In. In. 6, plf Ps( pif (Fb) (Fc) pal pal psi psi psi pal psi psi pal pal pal Fb'(1-fc/Fce) H-F Stud 1.5 3.5 16 7,7083 26,4 1730 0.9916 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 508 966 515.42 441.22 439.37 1.00 0.00 0.000 H-F Stud 1.5 3.5 18 9 30.9 1340 0.9966 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 378.09 340.90 340.32 1.00 0.00 0.000 H-F Stud 1.5 3.5 12 9 30.9 1785 0.9947 2657.8 1.00 1.15 1.1 1.05 1.15 675 405 800 1200,000 854 506 986 378.09 340.90 340.00 1.00 0.00 0,000 H-F Stud 1.5 3.5 18 8.25 28.3 1550 0.9921 1993.4 1.00 1.15 1,1 1.05 1.15 675 405 800 1,200,000 854 506 968 449.95 395.22 393.65 1.00 0.00 0.000 H-F Stud 1.5 3.5 12 8.25 28.3 2070 0.9953 2657.8 1.00 1.15 1.1 1.05 1.15 675 405 600 1,200,000 654 506 966 449.95 395.22 394.29 1.00 0.00 0,000 H-F Stud 1.5 3.5 6 8,25 28.3 3100 0.9921 3988.7 1.00 1.15 1.1 1.05 1.15 875 405 800 1,200,000 854 506 9613 449.95 395.22 393,85 1.00 0.00 0.000 SPF Stud 1.5 3.5 16 7.7083 26.4 1695 0.9952 2091.8 1,00 1.15 1.1 1,05 1.15 875 425 725 1,200,000 854 531 875.436 515.42 431.52 430.48 1,00 0.00 0.000 SPF Stud 1.5 3.5 16 9 30.9 1320 0.9944 2091.8 1.00 1.15 1.1 1.05 1,15 675 425 725 1,200,000 854 531 875.438 378.09 338.17 335.24 1.00 0.00 0,000 SPF Stud 1.5 3,5 12 9 30.9 1760 0.9944 2789.1 1.00 1.15 1,1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 378.09 336.17 335.24 1.00 0.00 0.000 SPF Stud 1.5 3.5 16 8.25 28.3 1525 0.9957 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1200,000 854 531 675.438 449.95 388.13 387,30 1.00 0.00 0.000 SPF Stud 1.5 3.5 12 8.25 28.3 2030 0.9925 2789.1 1.00 1.15 1.1 1,05 1,15 675 425 725 1,200,000 854 531 875.438 449.95 388.13 388.67 1.00 0.00 0.000 SPF Stud 1.5 3.5 8 8.25 28.3 3050 0.9957 4183.8 1.00 1.15 1.1 1.05 1,15 875 425 725 1,200,000 854 531 675.438 449.95 388.13 387.30 1.00 0.00 0,000 H-F#2 1.5 5.5 16 7.7083 16.8 3132 0.2408 3132.4 1.00 1.15 1.3 1.10 1.15 650 405 1300 1,300,000 1,271 508 1644.5 1376.63 1031.58 506.18 0.49 0.00 0.000 H-F#2 1.5 5.5 18 9 19.8 3132 0.3652 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 1011.45 837.57 508.18 0.80 0.00 0.000 H-F#2 1.5 5.5 16 8.25 18.0 3132 0.2858 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 1203.70 946.77 506.18 0.53 0.00 0.000 SPF#2 1.5 5.5 16 7.7083 18.8 3287 02737 3257.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1484.59 1015.45 531.23 0.52 0.00 0.000 SPF#2 1.5 5.5 16 9 19.6 3287 02905 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1089.25 850.16 531.23 0.62 0,00 0.000 SPF#2 1.5 5.5 16 8.25 18.0 3287 0,3158 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1296.30 945.38 531.23 0.56 0.00 0.000 SPF Stud 1.5 3.5 16 14.57 50,0 545 0 0,9913 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 144.26 139.02 138.41 1.00 0.00 0.000 SPF#2 1.5 5.5 18 19 41.5 1450 0 0.9917 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 244.40 235.32 234.34 1.00 0.00 0.000 H-F#2 1.5 5.5 16 19 41.5 1360 0 0.9969 3132,4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 228.94 220.14 219,80 1.00 0.00 0.000 Page 1 D+L+W CTM 14189-Betahny Creek Falls I LOAD CABE (12-13) (BASED ON ANSI/AF&PA NDS-1990 SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Bucidin•Factor D+L+W c 0.80(Constant)> Section 3.7.1.5 Cr KcE 0.30(Constant)' Section 3.7.1.5 Cf(Fb) Cf(Pc) 1997 NOS Cb (Varies) , Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NOS 3.9.2 Max.Wat duration duration factor factor use Stud Grade Width Depth Spacing Height Le/d Vert.Load Hor.Load <.1.0 Load(a Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc' Fce Pc tc fcIF'c ib Ib/ in. In. In. it. Plf pot Of (Fb) (Fc) psi psi psi psi psi Psi psi Psi psi psi psi Fb"(1-tclFce) H-F Stud 1.5 3.5 18 7.7083 28.4 1075 9.71 0.9951 1993.4 1.80 1.00 1.1 1.05 1.15 875 405 800 1,200,000 1,388 506 840 515.42 427.08 273.02 0.64 376.78 0.588 H-F Stud 1.5 3.5 18 9 30.9 755 8.46 0.9942 1993.4 1.80 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,388 506 840 378.09 333.99 191.75 0.57 447.52 0.885 H-F Stud 1.5 3.5 12 9 30.9 1140 8.48 0.9996 2857.8 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 508 840 378.09 333.99 217.14 0.85 335.64 0.577 H-F Stud 1.5 3.5 16 8.25 28.3 970 8.13 0.9943 1993.4 1.80 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 449.95 384.87 246.35 0.64 361.37 0.585 H-F Stud 1.5 3.5 12 6.25 26.3 1425 8.13 0.9974 2657.8 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,388 508 840 449.95 384.87 271.43 0.71 271.03 0.500 H-F Stud 1.5 3.5 8 8.25 28.3 2355 8.13 0.9981 3988.7 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 449.95 384.87 299.05 0.78 180.89 0.394 SPF Stud 1.5 3.5 16 7.7083 28.4 1060 9.71 0.9971 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,386 531 761.25 515.42 415.53 289.21 0.85 376.78 0.577 SPF Stud 1.5 3.5 18 9 30.9 700 6.48 0.9115 2091.8 1.80 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,368 531 781.25 378.09 328.30 177.76 0.54 447.52 0.818 SPF Stud 1.5 3.5 12 9 30.9 1125 8.48 0.9931 2789.1 1.80 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 781.25 378.09 328.30 214.29 0.65 335.64 0.567 SPF Stud 1.5 3.5 16 8.25 28.3 960 8.13 0.9970 2091.8 1.80 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,368 531 781.25 449.95 378.35 243.81 0.85 381.37 0.577 SPF Stud 1.5 3.5 12 8.25 28.3 1405 8.13 0.9952 2789.1 1.60 1.00 1.1 1.05 1.15 875 425 725 1,200,000 1,366 531 761.25 449.95 376.35 267.62 0.71 271.03 0.490 SPF Stud 1.5 3.5 8 8.25 28.3 2320 8.13 0.9958 4183.6 1.80 1.00 1.1 1.05 1.15 875 425 725 1,200,000 1,388 531 761.25 449.95 378.35 294.80 0.78 180.69 0.383 H-F#2 1.5 5.5 18 7.7083 18.8 3132 9.71 0.3909 3132.4 1.80 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 508 1430 1376.83 969.91 506.18 0.52 152.56 0.119 H-F#2 1.5 5.5 16 9 19.6 3132 8.48 0.5743 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 1011.45 804.50 508.18 0.83 181.23 0.178 H-F#2 1.5 5.5 16 8.25 18.0 3132 8.13 0.4411 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 508 1430 1203.70 899.13 506.18 0.56 146.34 0.124 SPF#2 1.5 5.5 18 7.7083 16.8 3287 9.71 0.4327 3287.1 1.80 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 1484.89 940.30 531.23 0.56 152.58 0.114 SPF#2 1.5 5.5 16 9 19.6 3287 8.48 0.6033 3287.1 1.80 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1285 1089.25 808.08 531.23 0.68 181.23 0.169 SPF#2 1.5 5.5 18 8.25 18.0 3287 8.13 0.4790 3287.1 1.80 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1285 1298.30 884.89 531.23 0.60 146.34 0.118 SPF Stud 1.5 3.5 18 14,57 50.0 70 8.46 0.9957 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,368 531 761.25 144.26 138.14 17.78 0,13 N#M91# 0.979 SPF#2 1.5 5.5 16 19 41.5 860 9.71 0.9941 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 244.40 233.80 106.67 0.46 927.02 0.786 H-F#2 1.5 5.5 16 19 41.5 600 9.71 0.9921 3132.4 1.80 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 508 1430 228.94 219.02 96.97 0.44 927.02 0.796 Page 1 D+L+W+.55 CT#14189-Betahny Creek Falls I LOAD CASE I (12.14) I (BASED ON ANSI/AF&PA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7,1 3.7.1 Ke 1.00 Design Buckling.Factor D+L+W+S/2 c 0.80(Constant)> Section 3.7.1.5 Cr KcE 0,30(Constant)> Section 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NDS Cb (Varies) > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Maxx,Wall duration duration factor factor use Stud Grade Width Depth Spadn9 Height Le/d Vert. Hor.ad <.1.0 Load 0 Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc• Fce Pc Ic fc/F'c rb lb/ In. In, In. ft, Pif psf pit (Fb) (Fc) pal pal Pal pal psi psi pal psi pal pal psi Fb"(1-fc/Fce) H-F Stud 1.5 3.5 16 7.7083 28,4 1095 9.71 0.9982 1993.4 1.60 1,15 11 1.05 1.15 875 405 800 1,200,000 1,386 508 966 515.42 441.22 278.10 0.63 378.78 0.599 H-F Stud 1.5 3,5 18 9 30,9 765 8.48 0.9988 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 194.29 0.57 447.52 0.674 H-F Stud 1.5 3.5 12 9 30.9 1150 8.46 0,9989 2857.8 1.60 1,15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340,90 219.05 0.64 335.64 0.584 H-F Stud 1.5 3.5 18 8.25 28.3 985 8.13 0.9983 1993.4 1.60 1.15 11 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 250,16 0.83 361,37 0.596 H-F Stud 1.5 3.5 12 8.25 26,3 1445 8.13 0.9959 2857.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 508 966 449.95 395.22 275.24 0.70 271.03 0.511 H-F Stud 1.5 15 8 8.25 28.3 2390 8.13 0.9980 3986.7 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 988 449.95 395.22 303.49 0.77 180.69 0.406 SPF Stud 1.5 3.5 16 7.7063 26.4 1080 9.71 0.9935 2091.8 1.80 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1,386 531 975.439 515.42 431.52 274.29 0.64 376.76 0.589 SPF Stud 1.5 3.5 16 9 30.9 760 8,48 0.9988 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,388 531 875.438 378.09 336.17 193.02 0.57 447,52 0.669 SPF Stud 1.5 3.5 12 9 30.9 1140 8.48 0.9944 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 338.17 217.14 0.85 335.64 0.577 SPF Stud 1.5 3.5 18 8.25 28.3 975 8.13 0.9952 2091.8 1.60 1.15 1.1 1.05.1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 247.62 0.64 361.37 0.588 SPF Stud 1.5 3.5 12 8.25 28.3 1430 8.13 0.9952 2789.1 1.60 1.15 1.1 1.05 1.15 875 425 _725 1,200,000 1,366 531 675.438 449.95 388.13 272.38 0.70 271.03 0.503 SPF Stud 1.5 3.5 8 6.25 28.3 2360 8.13 0.9922 4183.8 1.80 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 389.13, 299.88 0.77 180.89 0.398 H-F#2 1.5 5.5 18 7.7083 16.8 3132 9.71 0.3593 3132.4 1.80 1,15 1,3 1.10 1.15 650 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.58 506.18 0.49 152.58 0.119 H-F#2 1.5 5.5 16 9 19.6 3132 8.46 0.5437 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1011.45 837.57 506.18 0.60 181.23 0.178 H-F#2 1.5 5.5 16 8.25 18.0 3132 8.13 0.4100 3132,4 1.60 1.15 1.3 1.10 1,15 650 405 1300 1,300,000 2,033 508 1644.5 1203.70 946.77 506.18 0.53 148.34 0.124 SPF#2 1.5 5.5 16 7.7083 16.8 3287 9.71 0.3672 3287.1 1.60 1.15 1,3 1,10 1.15 875 425 1150 1,400,000 2,093 531 1454,75 1484.89 1015.45 531.23 0,52 152.58 0,114 SPF#2 1.5 5.5 16 9 19.6 3287 8.46 0.5595 3287.1 1.60 1,15 1.3 1.10 1,15 875 425 1150 1,400,000 2,093 531 1454.75 1089.25 850.18 531.23 0.62 181.23 0.169 SPF#2 1.5 5.5 16 8.25 18.0 3287 8.13 0.4342 3287.1 1.60 1.15 1.3 1.10 1,15 875 425 1150 1,400,000 2,093 531 1454.75 1298,30 945.38 531.23 0.56 146.34 0.118 SPF Stud 1.5 3.5 16 14.57 50,0 70 8.46 0.9955 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,368 531 875.438 144.26 139.02 17.78 0.13###M## 0.979 SPF#2 1.5 5.5 16 19 41.5 660 9.71 0.9914 3287.1 1.80 1.15 1.3 1.10 1.15 875 425 1150 1.400,000 2,093 531 1454.75 244.40 235.32 106.67 0.45 927.02 0.786 H-F#2 1.5 5,5 18 19 41.5 800 9.71 0.9901 3132.4 1,80 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 228.94 220.14 96.97 0.44 927.02 0.796 Page 1 D+L+S+.SW CT#14189-Betahny Creek Fa#s [ LOAD CASE (12-05) I (BASED ON ANSI/AF&PA NDS-1997) SEE SECTION: 2.3,1 2.3.1 2.3.1 3,7.1 3.7.1 Ke 1.00 Design Buckling Factor D+L+S+W12 Cr c 0.80(Constant)> Section 3.7.1.5 Cf97 NDS KcE 0.30(Constant)> Section 3.7.1.5 (Pb)¢b) Cf(Fc) Cd Pb(Fb) Cb Cd c) Eq. _ NO Cb (Vales) > Section 2.3.10 Bending Comp. Size Size Rep. NOS 3.9.2 Ma%,WeN duration duration factor factor use Stud Grade Width Depth Spacing Height La/d Vert.Load Hor.Load ••1.0 Load lg Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fe• Fee F'c tc fc1F'c fb fit In. in. in. 5. pif psf pit (Fb) (Fc) psi psi psi psi psi psi psi psi psi psi psi Fb"(1-fciFce) H-F Stud 1.5 3.5 16 7.7003 28.4 1335 4.855 0.9935 1993,4 1,60 1.15 1.1 1.05 1.15 675 405 600 1,200,000 1,366 506 966 515.42 441.22 339.05 0.77 188.39 0.403 H-F Stud 1.5 3.5 18 9 30.9 970 4.23 0.9923 1993.4 1.80 1.15 1.1 1.05 1.15 675 405 600 1,200,000 1,386 508 986 378.09 340.90 248.35 0.72 223.78 0.470 H-F Stud 1.5 3,5 12 9 30.9 1380 4.23 0.9976 2857.8 1.80 1.15 1.1 1.05 1.15 875 405 800 1,200,000 1,386 506 986 378.09 340.90 262,86 0,77 167.82 0,403 H-F Stud 1.5 3.5 16 6.25 28.3 1195 4,065 0.9960 1993.4 1,80 1.15 1.1 1.05 1,15 675 405 800 1,200,000 1,366 506 968 449.95 395.22 303.49 0,77 180.89 0.406 H-F Stud 1.5 3.5 12 8.25 28.3 1660 4.065 0,9990 2857.8 1.60 1.15 1.1 1,05 1.15 675 405 800 1,200,000 1,368 508 986 449.95 395,22 320.00 0.81 135.51 0.343 H-F Stud 1.5 3,5 8 8.25 26.3 2665 4.065 0.9999 3986.7 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,388 506 968 449.95 395.22 338.41 0.86 90.34 0.267 SPF Stud 1.5 3.5 16 7.7083 28.4 1315 4.855 0.9907 2091.8 1.80 1,15 1.1 1.05 1,15 675 425 725 1,200,000 1,366 531 875.438 515.42 431,52 333.97 0.77 188.39 0.392 SPF Stud 1.5 3.5 18 9 30.9 965 4.23 0.9970 2091.8 1.60 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1,366 531 875.438 378.09 336.17 245.08 0.73 223.78 0.468 SPF Stud 1.5 3.5 12 9 30.9 1370 4.23 0.9990 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875,438 378.09 338.17 260.95 0.78 187.82 0.396 SPF Stud 1.5 3,5 16 8.25 26.3 1180 4.085 0.9922 2091.8 1,80 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449,95 388.13 299.68 0.77 180.89 0.396 SPF Stud 1.5 3.5 12 8.25 28.3 1660 4.065 0,9973 2789.1 1,60 115 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 675.438 449.95 388.13 316.19 0.81 13581 0.334 SPF Stud 1,5 3.5 8 8.25 26.3 2830 4.065 0.9989 4183.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,368 531 675.438 449.95 388.13 333.97 086 90.34 0.257 H-F#2 1.5 5.5 16 7.7083 18.8 3132 4.855 0.3001 3132.4 1.60 1.15 1.3 1.10 1.15 650 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.55 506.18 0.49 78.29 0.059 H-F#2 1.5 5.5 16 9 19.6 3132 4.23 0,4544 3132.4 1.80 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1011.45 837,57 506.18 0,80 90.61 0.089 H-F#2 1.5 5.5 18 8.25 16.0 3132 4.065 0.3479 3132.4 1,80 1,15 1.3 1.10 1.15 650 405 1300 1,300,000 2,033 508 1644,5 1203.70 946.77 508.18 0.53 73,17 0,062 SPF#2 1,5 5.5 16 7.7083 16.8 3287 4.855 0.3304 3287.1 180 1.15 1.3 1.10 1.15 675 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.45 531,23 0.52 76.29 0.057 SPF#2 1.5 5.5 18 9 19,8 3287 4.23 0.4750 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1069.25 850.18 531.23 0.82 90.61 0.085 SPF#2 1.5 5.5 16 8.25 18.0 3287 4.055 0.3750 3287.1 1.80 1.15 1.3 1,10 1.15 875 425 1150 1,400,000 2,093 531 1454,75 1298.30 945.38 531.23 0.56 73.17 0.059 SPF Stud 1.5 3.5 16 14.57 50.0 255 4.23 0.9959 2091.8 1,50 1,15 1.1 1.05 1.15 675 425 725 1,200,000 1,368 531 875,438 144.26 139.02 84.76 0.47 558.43 0.779 SPF#2 1.5 5.5 16 19 41.5 935 4.855 0.9925 3287.1 1,80 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 151.11 0.64 483.51 0.580 H-F#2 1.5 5,5 16 19 41.5 885 4.855 0.9970 3132.4 1.60 1,15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 226.94 220.14 139.80 0.64 483,51 0,594 Page 1 D+L+S+.7E CT#14169-Betahny Creek Falls I LOAD CASE I (12-18) I (BASED ON ANSI/AF6PA NDS-1997) SEE SECTION: 2.3.1 28.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling_Factor D+L+S+Ei1.4 c 0.80(Constant)> Section 3.7.1.5 Cr KcE 0.30(Constant)> Section 3.7.1.5 Cf(Pb) Cf(Fc) 1997 NOS Cb (Varies) > Section 2.3.10' Bending Camp, Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Mez.Well duration duration factor factor use Stud Grade Width Depth Spacing Height Le/d Vert.Load Hor.Load e.1.0 Load QA Plate Cd(Fb)Cd(Fe) Cf Cf Cr Fb Fe perp Fc E Fb' Fe perp' Fc' Fce Pc fc fc/F'c fb 63/ in. In. in. 6. P# Psf pif (Fb) (Fc) Psi psi Psi psi psi psi psi psi psi psi psi Fb"(1-fc/Fce) H-F Stud 1.5 3.5 16 7.7083 26.4 1415 3.57 0.9963 1993.4 1,60 1.15 1.1 1,05 1,15 875 405 800 1,200,000 1,386 506 966 515.42 441.22 359.37 0.81 138.53 0.335 H-F Stud 1.5 3.5 16 9 30.9 1010 3.57 0.9980 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,368 508 968 378.09 340,90 256.51 875 188.85 0.430 H-F Stud 1.5 3.5 12 9 30.9 1420 3.57 0.9937 2857.8 1.60 1.15 1.1 1.05 1.15 675 405 B00 1,200,000 1,386 506 966 378.09 340.90 270.48 0.79 141.63 0.364 H-F Stud 1.5 3.5 18 8.25 28.3 1225 3.57 0.9981 . 1993.4 1.80 1.15 1.1 1.05 1.15' 675 405 800 1,200,000 1,366 506 966 449.95 395.22 311.11 0.79 158.88 0.378 H-F Stud 1.5 3.5 12 8.25 28.3 1710 3.57 0.9947 2857.8 1.60 1.15 1.1 1.05 1.15 675 405 600 1,200,000 1,366 506 988 449.95 395.22 325.71 0.62 119.01 0.315 H-F Stud 1.5 3.5 8 8.25 28.3 2700 3.57 0.9968 3988.7 1.80 1.15 1.1 1.05 1.15 875 405 B00 1,200,000 1,368 508 968 449.95 395.22 342.86 0.87 79.34 0.244 SPF Stud 1.5 3.5 16 7.7083 28.4 1395 3.57 0.8984 2091,8 1.60 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1,368 531 875.438 515,42 431.52 354.29 0.82 138.53 0.324 SPF Stud 1.5 3.5 18 9 30.9 1000 3.57 0.9918 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 253.97 0.76 188.85 0.421 SPF Stud 1.5 3.5 12 9 30.9 1410 3,57 0.9962 2789.1 1.60 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1,368 531 878438 37809 338.17 288.57 0.80 141.83 0,358 SPF Stud 1.5 3.5 16 8.25 28.3 1210 3.57 0.9932 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 307.30 0.79 158.68 0.368 SPF Stud 1.5 3.5 12 8,25 28.3 1890 3.57 0.9940 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,386 531 875.438 449,95 388.13 321.90 0.83 119.01 0.306 SPF Stud 1.5 3.5 8 8.25 28.3 2870 3.57 0.9987 4183.6 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,388 531 878438 449,95 388.13 339.05 0.87 79.34 0.238 H-F#2 1.5 5.5 16 7.7083 18.8 3132 3.57 0.2844 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300'1,300,000 2,033 506 1644.5 1378.83 1031.58 506.18 0.49 56.10 0.044 H-F#2 1.5 5.5 18 9 19.6 3132 3,57 0.4405 3132.4 1.60 1.15 1.3 1.10 1.15' 850 405 1300 1,300,000 2,033 508 1644.5 1011.45 837.57 506.18 0.80 76.47 0.075 H-F#2 1.5 5.5 16 8.25 18.0 3132 3.57 0.3404 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 946.77 508.18 0.53 64.28 0.055 SPF#2 1.5 5.5 16 7.7083 18.8 3287 3.57 0.3154 3287.1 1.60 1.15 ' 1.3 1.10'1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 58.10 0.042 SPF#2 1.5 5.5 18 9 19.6 3287 3.57 0.4818 3287.1 1.60 1.15 1.3 1,10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1089.25 850.18 531.23 0.62 78.47 0.071 SPF#2 1.5 5.5 18 8.25 18,0 3287 3.57 0.3678 3287.1 1.60 1.15 1,3 1.10 1.15 875 425 1150 ,1,400,000 2,093 531 1454.75 1296.30 945.38 531.23 0,56 64.26 0.052 SPF Stud 1.5 3.5 16 14.57 50.0 285 3.57 0.9981 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 144.26 139.02 72.38 0.52 494.93 0.727 SPF#2 1.5 5.5 16 19 41.5 1020 3.57 0.8910 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 164.85 0.70 340.53 0.500 H-F#2 1.5 5.5 16 19 41.5 945 3.57 0.9939 3132,4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 508 1644.5 228.94 220.14 152.73 0.89 340.83 0.513 Page 1 / C T 1 I AIM ii‘ell ' 180 l!Bcitetson St. Suite 302 , „ , Seattle,WA Pv'tect: --.-7.'". -----; — ' .--e-~* i . _ Date ,....,___, _ 9817 12 CLICatl Page 14ainber: PAX. 285-08 lefieL - tar. Kate 04)05k-is) -7--120 ,2- etWe)(4e1-15 ) 306- WALL- . T-- Wei ail k .Wi, (4-0 liS) 20. ,...-,z /St> PVP ,5t2. essatAt' ----W) .e-- all* iA)tr- troW40÷ii\)-4-1;,:;143v-- ficA. , le S4 -40 i isY(. :2,r'47.45-tits e 0, 4 r. L . . i.f , ,14,Avi a I x. i • .ln ef"---1 . .. 1 • : • Iit , stru.,...,.......„ , . ]80 Nickerson St C T ENGINEERING • Suite 302 - i N C ( � t , Seattle,WA (}4 Project: I ry f � 98109 (206)285-4512 Client: S)Mt7iffr �j4 M "^—A' L. _ • Page Number. (206)285-0618 3 ,.. _-- , . f # ..fit - Pik ° a • . Js) . + c. K. .. . - .y a: . ^1...---7-7-. 4T-1,--VR—Ir i.,, . .6z y ..7.-' i xis t tte .. 4 '''*:'''':,-"+H'..+1.-1_ & _ Y .7_ #.. of w t, _.,.-*P..t/i•y • iTr.wr_,..'.j�.A ..... % X/44 � o 1' � � : T. T t " 1V ° ._ . ,... _... .: .. _C_ • Y r t Structural Engineers • 180 Nickerson St. _ C T ENGINEERING Suite 302 Seattle,WA INC n 98109 Project: iPM° 40+wS ~ �Gq® C, Date: f$o2•l. 08• t (206)285-4512 Client: 2012 / V•19'8 ✓D JQ--016 W6 Page Number: (6)285-0618 } t T a5oi i , i_T. - .• a _ Ay X }}p}�yf-r .p_I ?Ili '�`� I 6_,_ , -__, --iff,, . , -b. .;........4.-- HH .• 1 E j--' '. J 'v j F . s._ _,.1.....1.:_!..7„4,-. ... I � V a 2 { t ! f t , . 3 ( t t i 1 i. i H Zt• • { r ._,�. ' - t i. i : : „ , „ „ , t -Inc), . . , , - { 3; 2.: !e .a, 1.2 .c '. f - J#i7 ' I ar '_LI,: • 5,6.1:,,' ... .;._I_ y a • 1��af T----:- t : 4 t i ' 1 i i a ..i. 'r—,-.--GO.-7.- — .- '._..i ....mow , S t F i.[ •- -' F -- — t i 7, ISI ;; ._ 4. .. lzf' y, 1 + - � ? _rat ►� (03(0 i y_ { a f • - _ F r -fi. i_ i � l- fZ rr f i j iSF- i I ---• i , t � • d f * _ ) f. fi 1 1I ice^ _ _. t � ,_�_ ..- , � ....i-. 1 �”�' r y , :. ' I _ 1 t { i -i-_1) . i .. , '. i f ia� • I _I . • - ..• - _ I i�.� Ll.t L L i t. - 10r t Aft --c--- Z bt�1 Tli1117 { , i- � . 3:- g is i Structural Engineers ]_C OQfroS 4-,3.6,4; 3 - Design Maps Summary Report Page 1 of 1 FAUNS Design Maps Summary Report User-Specified Input Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 45.43123°N, 122.77149 Site Soil Classification Site Class D -"Stiff Soil"°W Risk Category I/II/III ^ ims" q -." a Vir''01. Zr.e,74,:_z ' ',-itOkii-.4.:"4,,,, ,,klio*-7-**Aff',4 .,,olo 4-ri.e.. .45-itir., .,-'2'/4.4x4:-.7.:�, 4, Y A'AS',.-...rt-t-L";.-04:. AA....'Atli 1%-: IC.0•1**Ri. 14,07":4°P-7:-'8,--,:x:4,' i 144.-4- ..4..-,,;),14:44.? ' '':1-".''' '' ''' '''-'. ;la 11:u7- 'Y..:*:'-'. ..4-7--4.11:Sel: . /1,,,M„t„,Ai 4 ., ..,VA''1,44V,t4.1.0101,,w40:.ei,....;...0 I , xs '--,*.::"."'4'-'s,...".4,,!:.,:::.4'6' ..r°tIltifr:.=trflist.:*,,,,„' q,4,.„4,.., -T.,,,, .,-.,,,...,i--=.2.p. ',0.4,t, .:',:.-s*.;.-1,,,_ "'",',14,, k .v� 21.2 '" 1K: f s , .. - -i = . a.& 's,t k$ 'a.ej 3whdAa «, m -,,,..:,-,..1.7.-:,.-_,----s - , USGS-Provided Output S5 = 0.972 g spa = 1.080 g S� = 0.720 g S. = 0.423 g SM1 = 0.667 g S°1 = 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. MCEit Response Spectrum Design Response Spectrum miis ra €.i# amani , 11..C4 O 7T tin 0.22 CAC 0.00 0.00 0.00 >k.a@ 0,20 0.40 CD tl # 1.t €.20 1.40 1. O LAW 2,.0b "00.00- 0.200.40 0.0* fi s! €.i9 Y €.4D 1. Lit 2.00 T(ic*c) ip T 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. http://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?template=minimal&latit... 9/14/2015 2012 IBC SEISMIC OVERVIEW SHEET TITLE: 2012 IBC SEISMIC OVERVIEW CT PROJECT#: CT#94189 Plan 4D Step# 2012 IBC ASCE 7-10 1. RISK CATEGORY TYPE II -, Table 1604.5 Table 1.5-1 OCCUPANCY CATEGORY 2. IMPORTANCE FACTOR IE=Iti:PObigliglihill Section 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo.Engr. S.C.=ANSIEtran Section 1613.3.5 Section 11.4.2/Ch.20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec.Spectral Response Ss 1 10'^ Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec.Spectral Response S1 0 50' Figure 1613.3.1(2) Figure 22-2 Latitude=Varies N Longitude Vanes W NTA.; ,._,, (Or by ZIP code) (Or by ZIP code) http://earthq uake.usgs.gov/research/hazmaps/ http://earthquake.uscis.govklesicinmaps/us/application.php 6. Site Coefficient(short period) Fa 1 06 Figure 1613.3.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv1 50' Figure 1613.3.3(2) Table 11.4-2 SMs=Fe*Ss SMS= 1.17 EQ 16-37 EQ 11.4-1 SM1=F„,*Si SMI= 0.75 EQ 16-38 EQ 11.4-2 SEs=2/3*SMS SEG= 0.78 EQ 16-39 EQ 11.4-3 SDI=2/3*SM1 5D1= 0.50 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs=i[Cnigilutillo!!1! Table 1613.3.5(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC1 D Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11. Wood structural panels - N/A Table 12.2-1 12. Response Modification Coef. R 6 5 N/A Table 12.2-1 13. Overstrength Factor no 3 0 N/A Table 122-1 14. Deflection Amplification Factor CD 4 0 N/A Table 12.2-1 15. Plan Structural Irregularities - Nu. _.,. , `jl N/A Table 12.3-1 16. Vertical Structural Irregularities - No; N/A Table 12.3-2 17. Permitted Procedure E.quiv Lateral Force - Table 12.6-1 Page 1 2012 IBC EQUIV.LAT.FORCE SHEET TITLE: 2012 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 CT PROJECT#: CT#14189:Plan 4D Sm. 0.78 h„ = 19.00(ft) SDI= 0.50 x= 0.75;;ASCE 7(Table 12.8-2) R= 6.5 C,= ,',6.020 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) T�= 6 ASCE 7(Section 11.4.5:Figure 22-15) Cs=Sos/(RIE) 0.120 W ASCE 7(EQ 12.8-2) Cs=Sp,I(T*(R/IE)) (for T<TL) 0.423 W ASCE 7(EQ 12.8-3)(MAX.) Cs=(Som*T31(1.2*(R/10) (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 S,)/(R/IE) 0.038 W ASCE 7(EQ 12.8-6)(MIN.if S,>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) Cv, = DIAPHR. Story Elevation Height AREA DL w; w; *h;k wX *hxk DESIGN SUM LEVEL Height (ft) h; (ft) (sgft) (ksf) (kips) (kips) Dv; *h;k Vi DESIGN Vi Roof - 19:00'; 19.00 1140 ;0.0221 25.08 476.5 0.58 2.73 2.73 Znd 8.00 71-.00! 11.00 . , 1100 11028 30.8 338.8 0.42 1.94 4.68 '1st'Owe) 11.00 Apo SUM= 55.9 815.3 1.00 4.68 E=V= 6.68(LRFD) 0.7*E= 4.68(ASD) DIAPHRAGM FORCES PER ASCE 7-10 SECTION 12.10.1.1 (EQ 12.10-1) Design F,. = DIAPHR. F; E F; w; E w, FPX= EF;=w, 0.4*Sos*IE*Wp 0.2*Sps*IE*Wp LEVEL (kips) (kips) (kips) (kips) (kips) Ew, Fpx Max. FPX Min. Roof 2.73 2.73 25.1 25.1 3.90 2.73 7.80 3.90 2nd 1.94 4.68 30.8 55.9 4.79 2.58 9.58 4.79 1st(base) 0.00 0.00 0.0 55.9 0.00 0.00 0.00 0.00 Page 1 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 4D N-S E-W F-B SS 2012 IBC ASCE 7-10 Ridge Elevation(ft) 31 00 3't:00 ft. Roof Plate Ht.= 19.00 19.00 Roof Mean Ht.= 25.00 25.00 ft. - - Building WIdth=iiliPi1220iiifit:$0gft. V ult Wind Speed 3 See.Oust 120 : '120=mph Figure 1609 Fig. 28.5-1A thru C V asd. Wind Speed 3 s.c.oust , h «kx; mph (EQ 16-33) Exposure=illikillOuitI.I.glifil!l!!liiii:w iw 1.0.. 10, N/A N/A Roof Type Gable - >;ablel 13930 A 25 7 25,7`:psf Figure 28.6-1 P930 176 17.16 pat Figure 28.6-1 Ps3oc 204 204:psf Figure 28.6-1 P530 0 140 14 O';.psf Figure 28.6-1 A=tfilaiAi00iiii .:i4:-A01 Figure 28.6-1 Ke 1 00 1.00; Section 26.8 wlndwardllee „ 1.00 '' 1 00?(Single Family Home) A•Ku•I : 1 1 Ps=N*Kzt*i*P.3o= (Eq.28.8-1) PSA= 25.70 25.70 psf (LRFD) (Eq.28.61) Pas= 17.60 17.80 psf (LRFD) (Eq.28.6-1) Psc= 20.40 20.40 psf (LRFD) (Eq.28.6-1) Ps D= 14.00 14.00 psf (LRFD) (Eq.28.6-1) Pa Aand coversee= 23.1 23.1 psf (LRFD) Ps e Ind oaverage= 15.8 15.8 psf (LRFD) a= 3 3 Figure 28.8-1 2a= 8 8 width-2'2a= 10 38 MAIN WIND-ASCE 7-10 CHAPTER 28 PART 2 Areas(N-.6) „ Areas(E W) (N-S) (E-W) Wind(N-S)(LRFD) Wind(E-W) (LRFD) width factor roof-> 1 00 4.001 0 50 0.50 16 psi min. 16 psf min. width factor 2nd-> ,';:1,00: 1 0I wind(LRFD)wlnd(LRFD) DIAPHR. Story Elevation Height AA As Ac AD A8 As Ac A0 per 28.4.4 per 28.4.4 WIND SUM WIND SUM LEVEL Height (ft) hl(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) Vi(N-S) V(N-S) VI(E-VV) V(E-W) 31.00 12.0 0 144 0 120 0 72 0 228 Roof 19.00 19.00 4.0 48 0 40 0 48 0 152 0 5.6 8.0 6.26 6.26 8.79 8.79 2nd 8.00 11.00 11.00 9.5 114 0 95 0 114 0 361 0 3.3 7.6 4.87 11.13 10.29 19.09 1st(base) 11.00 0.00 0.00 0 0.00 0.00 AF= 561 AF= 975 9.0 15.6 V(n-s)= 11.13 V(e-w)= 19.09 kips(LRFD) klps(LRFD) kips kips Page 1 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 4D SEE SEAW RAPID SOLUTION SPREADSHEET AND INSERT VALUES BELOW MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(N-S) Wind(E-W) Min/Part 2(Max.) Min/Method 1(Max.) Wind(N-S)(LRFD) Wind(E-W)(LRFD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(E-W) V(E-VV) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Roof - 19.00 19.00 0.00 0.00 000`• 0.00 626 626 8.79 8.79 2nd 8.00 11.00 11.00 000; 0.00 0.00 0.00 4.87 11.13 10.29 19.09 1st(base) 11.00 0.00 0.00 V(n-s)= 0.00 V(e.w)= 0.00 V(ns)= 11.13 V(e-w)= 19.09 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(NS) Vi(E-W) V(E-W) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Roof 8 11 11 6.26 6.26 8.79 8.79 3.76 3.76 5.28 5.28 2nd 11 0 0 4.87 11.13 10.29 19.09 2.92 6.68 6.18 11.45 1st(base) 0 0 0 V(n-s 11.13 V(e-w)= 19.09 V(n-sp 6.68 V(e.w)= 11.45 kips(LRFD) kips(LRFD) kips(ASD) kips(ASD) Part 1 Base Shear Part 2 Base Shear = 0.0 0.0 ratio ratio Page 1 SHEET TITLE: SDPWS SHEARWALL VALUES PER TABLE 4.3A CT PROJECT#: CT#14189:Plan 4D SHEATHING THICKNESS tsheathing= 7/16., NAIL SIZE nail size0.131"dia X 2 5 long STUD SPECIES SPECIES H For SPF SPECIFIC GRAVITY S.G. 0.43 ANCOR BOLT DIAMETER Anc. Bolt dia.=9.625, ASD F.O.S. 2.0 SHEARWALL TYPE Table 4.3A Seismic Table 4.3A Wind 7/16"w/8d common V seismic V sallowable V wind V wallowable (15/32"values per (SDPWS-2008) modify per S.G. (SDPWS-2008) modify per S.G. footnote 2) (divide by 2.0 FOS) (divide by 2.0 FOS) (for ASD) (for ASD) —I 0 1 0 1 P6TN ..nhan150 150 750;: 150 P6 520 242 780:: 339 P4 760 353 1065.' 495 laiRniP3 980 456 4870 637 P2 .128.0: 5957790 832 2P4 .. 1,520li 707 2130 990 . 90. 2P3 16911!iiingiiiiilliiKk4.1111Eagii4-i140i 1274 2P2 2560 1190 3589: 1665 N.G. 10000 4650 10000 4650 GYPSUM THICKNESS tsheathing 1/2: NAIL SIZE nail size 1 1/4'long NQ 6 Type S or':., Response Modification Coef. R= 6.5 SHEARWALL TYPE Table 2306.4.7 Seismic Wind 1/2"w/1 1/4"screw V allowable V s allowable V w allowable Blocked (PER 2009 IBC) modify G7 125 R>2 not allowed R>2 not allowed G4 150 R>2 not allowed R>2 not allowed 2G7 250 R>2 not allowed R>2 not allowed 2G4 300 R>2 not allowed R>2 not allowed 2G4 300 150 SHEET TITLE: LATERAL N-S,(front to,back-up/down) CT PROJECT#: CT#14189:Plan 4D Diaph.Level: Roof Panel Height 8 ft. Seismic V I= 2.73 kips Design Wind N-S V I= 3.76 kips Max.aspect .3.5'SDPWS Table 4.3.4 Sum Seismic V 1= 2.73 kips Sum Wind N-S V I= 3.76 kips Min,Lwall= 2.29 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pt= 1.00 Table 4.3.3.5 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 et. C 0 w dl V level V abv.V level V abv. 2w/h v I Type Type vi OTM ROTM Unet U,um OTM ROTM Unet U.um U.em HD (sqft) (ft) (ft) (kip (kip) (kip) (kip) (kip) p (pit) (pif) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. left1 298: 22 0 ,22 0 1.00 0 151 0,98 0,00 0,71 0.00 1,00 1,00 32 P6TN P6TN 45 5,72 17,97 -0,57 -0,57 7,86 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 'T.00 0 15 0,90 0,00 0,65 0,00 1,00 1,00 33 P6TN P6TN 45 5,22 16,34 -0,57 -0,57 7,17 19,80 -0,65 -0,65 -0.57 0 0 0 .x 0 0 -1,00 0 00 0,00 0,00 0,00 0,00 1,00 0,00 0--- -- 0 0,00 0,00 0,00 0.00 0,00 0,00 0,00 0,00 0.00 0 0 0 0 0 `1.06 0 0a 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 '1,00''-0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0" 0 0 1,00." "0 00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 a.' 0.. 0 0 1.00 o.00 0.00 0.00 0.00 0.00 1.00 0.00 0- .- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 ; 0 0 -'0 0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 o -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 1.00 0,00 0,00 0,00 0,00 0,00 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; 0,94 0,00 0,68 0,00 1.00 1,00 34 P6TN P6TN 47 5,47 18,56 -0,68 -0,68 7,52 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, 285x': 20,0 25,0. 1.00" .0,15: 0.94 0.00 0.68 0.00 1.00 1.00 34 P6TN P6TN 47 5.47 18.56 -0.68 -0.68 7.52 22.50 -0.77 -0.77 -0.68 0 0.0 ' ,b 0 .1.00 0.00', 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 tl ; aA "1 ;Oa .00 0,001 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 tl 0.0 0 0 "1:,00 b,0a , 0.00 0.00 0.00 0.00 1.00 0.00 0-.- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0' 0,0 0 0 .1:00 0,00' •0,00 0,00 0,00 0,00 1,00 0,00 0•- -- 0 0,00 0,00 0,00 0,00 0,00 0,00 0,00 0,00 0.00 0.' 0 0 '0 0 1,00 0.00 ; 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -------- --------------- 0 0 0 0 0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 < 0 0 0 0 1.00 0,00: 0,00 0,00 0,00 0,00 1.00 0,00 0- -- 0 0,00 0,00 0,00 0,00 0,00 0,00 0,00 0,00 0.00 0 0.0 0 0 1:00 0,00; 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 b 0,0 0 0 1:00 0.00; 0,00 0,00 0,00 0,00 1,00 0,00 0-- -- 0 0.00 0,00 0.00 0,00 0,00 0,00 0,00 0,00 0.00 0 0 0 ,.0 0 -1.00 0:00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0. 0 0 .00 0 00 00: 0.00 0. 0.00 0.00 1.000.M 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,4,,.::::::,:::::..--,,,:::: :::;,-:....:::::,:,,,..-.:•,,,....0, -0 : . 0'. 0.00 0,00 0,00 0,00 0,00 1,00 0,00 0-- -- 0 0,00 0,00 0,00 0,00 0,00 0,00 0,00 0,00 0.00 0 0 0-',:,,L'.0:0::- .4:00:::':'0,001 0,00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0- :1.00 .0,00: 0.00 0.00 0.00 0.00 1.00 0,00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0' 0 0 '1.00 0,00: 0,00 0,00 0,00 0,00 1,00 0,00 0-- -- 0 0,00 0,00 0,00 0,00 0,00 0,00 0,00 0,00 0.00 0 0 0' 0 ';1.00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0:.. 0,0 ' '0.0 '.1.00 0A0: 0.00 0.00 0.00 0.00 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. 3.76 0.00 2.73 0.00 EV,,;,,d 3.76 EVEQ 2.73 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: CT#14189:Plan 4D Diaph.Level: 2nd Panel Height=IiiiTiNIA ft. Seismic V I= 1.94 kips Design Wind N-S V I= 2.92 kips Max.aspect 3.5 SDPWS Table 4.3.4 Sum Seismic V I= 4.68 kips Sum Wind N-S V I= 6.68 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pt= 1.00 Table 4.3.3.5 Wnd Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wnd E.Q. E.Q. E.Q. E.Q. Wnd Wind Wind Wind 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 ROTM Unet U.um OTM RoTM Unet Us= U. HD (sqft) (ft) (ft) (kif) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. left i r 63 3.5 8'.a 1 00. 0 15',; 0.17 0.22 0.11 0.16 1.00 0.78 99 P6TN P6TN 110 2.41 1.04 0.49 -0.09 3.45 1.26 0.77 0.12 0.12 :Ext. left 2 90 5 a 8.0 1 00 015!; 0.24 0.31 0.18 0.22 1.00 1.00 77 P6TN P6TN 109 3.45 1.49 0.45 0.45 4.92 1.80 0.72 0.72 0.72 "Ext left3 397 e220 24".0 1 00' 415; 1.05 1.36 0.70 0.98 1.00 1.00 77 P6TN P6TN 110 15.17 19.60 -0.21 -0.78 21.69 23.76 -0.10 -0.75 -0.75 0 0 0 0.0 t 001 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 p . `0 0 . 1 0,0 0.00 0.00 0.00 0.00 too 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.o0 0.00 0 0 0, t11000; 0 00 1 00' 0 00: 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- o o.00 o.00 0.00 0.00 0.00 0.00 0.0o 0.00 0.00 a d o 0 i 00 0 a0 0.00 0.00 0.00 0.00 too 0.00 0 -- -- o o.00 o.00 o.00 o.00 o.00 o.00 0.00 0.00 0.00 o a 0 0`0 1 00. 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- o 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 1 00' 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 a 0 t10 1 00: 0 00 0.00 0.00 0.00 0.00 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 .24 0 5 )00. 0 15 0.15 0.20 0.10 0.15 1.00 1.00 49 P6TN P6TN 71 2.23 4.55 -0.54 -1.21 3.19 5.51 -0.54 -1.31 -1.21 Ext rIgf lt,., 0 0 0 0 0 1 00; 0 00; 0.00 0.00 0.00 0.00 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 a 22 0 1 •00' 0 15 1.31 1.68 0.87 1.22 1.00 1.00 50 P6TN P6TN 71 18.80 34.30 -0.37 -1.05 26.88 41.58 -0.36 -1.13 -1.05 a , 0 0 „0 0 00` 100 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 .=0 0 0 0 1 00. o 00,j 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 t?0 1,00,1 0 00 o.00 o.00 o.00 0.00 too 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ( 0 0 0 0 i 00 0 001 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 a 0 0 p 0 1 00 0 00: 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 a a `:b 0 1x00; a 00 o.00 0.00 0.0o 0.00 too o.00 o-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0.0 1.00 0 00; 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- o 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 P1 0 0 0.0 1 00 0 a0 o.00 0.00 0.0o 0.00 too 0.00 0 -- -- o o.00 o.00 o.00 o.00 o.00 0.00 0.00 0.00 0.00 - 0 0 0 i3 0 1 00 0 00 0.00 0.00 0.00 0.00 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 ' a 0 0 0 1 00', 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .0 ! �i 0 fl 0 .1.001 0 00= 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 a 0 0 410 1.00' 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 a 1 00 o a0 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 n 0 ll BOINI001 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 071 0 0 1 00; 0 00` 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0 0 1=.00 0.00: o.00 o.00 0.00 0.00 too o.00 o-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 :0 0 1 00 a 00; o.00 o.00 o.00 0.00 too o.00 o-- --- 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. 2.92 3.76 1.94 2.73 1.00 EV,„nd 6.68 EVEO 4.67 Notes: denotes with shear transfer "• denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: LATERAL EM(side to side-left/right) CT PROJECT#: CT#14189:Plan 4D Diaph.Level: Roof Panel Height.. ."-.:''8:ft Seismic V I= 2.73 kips Design Wind E-W V I= 5.28 klps Max.aspect= • '3.5 SDPWS Table 4.3.4 Sum Seismic V I= 2.73 kips Sum Wind E-W V i= 5.28 kips Min.Lwall= 2.29 ft. (0.6-0.14Sds)0+0.7 p Qe 0.6D+W per SDPWS-2008 pi= 1.00 Table 4.3,3.5 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 ell. C 0 w dl V level V abv.V level V abv. 2w/h vi Type Type vi OTM RoTM Unet Ileum OTM Row Unet Ileum Ileum HD (sgft) (ft) (ft) NO (kip) (kip) (kip) (kip) p (plf) (pit) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Front .BR* 320 : 6.9" 129 1.00 0.15 1.48 0,00 0.77 0.00 1.00 1.00 111 P6TN P6 214 8.14 3.32 0.45 0.45 11.85 4.02 1.25 1.25 1.25 0 . 0,0 ''0 0 T'..*I...M. .0,00: 0.00 0.00 0.00 0.00 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 6.6 ";91 :1,00. 0,15'1 1.16 0.00 0.60 0.00 1.00 1.00 91 P6TN P6 176 4.80 2.22 0.44 0.44 9.26 2.69 1.11 1.11 1.11 0 0.0 • 0 0 1.00. 0001 0.00 000 0.00 0.00 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".i 00 0 0" "1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- o 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 0.00 000 000 0.00 0.00 0.00 0.00 0,00 Irtt Kit 0 "; .00 0 0 1.:00 0 00; 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 ,; 0 0 0,0 1.00 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0"; 0 0 00• -1.00 0.00! 0.00 0.00 0.00 0.00 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"; 140 ' 22.0 1,00 0,15. 2.64 0.00 1.37 0.00 1.00 1.00 98 PGTN P6 188 10.94 11,43 -0.04 -0.04 21,10 13.86 0.54 0.54 0,54 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 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00 0,00, 0.00 0.00 0.00 0.00 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::,-.99t2 ...0.-::'.0....q.:: 0.0:;,1.00.-0.00'. ' 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ,'..'.0- 0.0' "ii0 0 "1,00 • 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 D.00 0.00 . ...01_>:0.0., 00, :'1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 ` 0.0" 0 0 -1:00 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0' 0 0 =,1. 00 •0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 ...0.0..„.: '1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00" •0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 D 0.0 0.0 "1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 ':0.0-:'..,.0.0-':1.00 _0M0' ', 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 . ' ':-0.-..110. 0 0 '1.00" 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 ' ..:0 0 `1":00' 0,00: 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0". 0.0 0"0"" 1.00 0.00! 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 . 0.0," ',b.0 1.00 0.001 0.00 0.00 0.00 0,00 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 27.5 27.5=Leff. 5.28 0.00 2.73 0.00 EVnfd 5.28 EVEQ 2.73 Notes: denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: LATERAL E-W(side to side-left/right) CT PROJECT#: CT#14189:Plan 4D Diaph.Level: 2nd ...._......_._....... Panel Height=,,.,,..,,0!ft. Seismic V I= 1.94 kips Design Wind E-W V i= 6.18 kips Max.aspect :x 3 5 SDPWS Table 4.3.4 Sum Seismic V i= 4.68 kips Sum Wind E-W V i= 11.45 kips Min.Lwall= 2.57 ft. (0.8-0.14Sds)D+0.7pQe 0.6D+W per SDPWS-2008 pc= 1.00 Table 4.3.3.5 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 eO. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type vi OTM RoTM tine Usum OTM RoTM Unet Usum Ueum HD (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (pIf) (plf) (kip-ft) (kip-ft) (klp) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Frot, BRa . .. 0 .:0 0 ..:0�0 " 1.00` .0.00:1 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.45 0.00 0.00 0.00 1.25 1.25 0 0 0 0 0 1 00 0 00 0.00 0.00 0.00 0.00 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 00 1 00'; 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.44 0.00 0.00 0.00 1.11 1.11 0 r 0 0 00 1 00. 0 00 0.00 0.00 0.00 0.00 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 LRt188 -:`6 5 *0 1 00, 0 35; 1.08 1.88 0.33 0.96 1.00 1.00 199 P6 P4 448 11.82 4.50 1.22 1.22 28.20 5.46 3.56 3.56 3.56 Front entry 86 2, 8 4':0 1 00. 1135;1 0.48 0.79 0.15 0.41 1.00 0.81 332 P4 P4 461 5.02 0.95 1.95 1.95 11.41 1.16 4.92 4.92 4.92 0. ,. 0 0 0.0 1.00 0.00;1 o.00 o.00 o.00 0.00 too 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 s 0 0 ..'00 y 00. 0 00 0.00 0.00 0.00 0.0o too 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 coo 0.00 Int' 0 0 0 00 1 00 0 00; o.00 0.00 0.00 0.0o too o.00 o-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 A10Kit,, 675 =14 0 1:x,0 4,1 00 015; 3.79 0.00 1.19 0.00 1.00 1.00 85 P6TN P6 271 10.75 7.28 0.26 0.26 34.14 8.82 1.90 1.90 1.90 0 0 0 ,'0.0 1 00 0 04' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 ?,0 0 0'.0 1:'00 0 00; 0.00 0.00 0.00 0.00 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 BR2/3Y. 0. 0,0 010..,1.,00: 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 -0.04 0.00 0.00 0.00 0.54 0.54 Ext „ 0,:+0 0 0.Q, 7 00 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0, . 0 0 0.0 1 00' 00,0,: 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ililt0tOa; .i 0 0 0 0 1.44; a 4.0: 0.00 0.00 0.00 0.00 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'y 50 ,s Z0 11:0 1 00; 01 0.28 0.88 0.09 0.46 1.00 0.44 611 2P4 P3 581 4.89 0.82 3.06 3.06 10.45 0.99 7.09 7.09 7.09 GAR ABWP 100 4 0 1<1.0 1 00; '0.15; 0.56 1.76 0.18 0.91 1.00 0.89 306 P4 P3 581 9.78 1.63 2.44 2.44 20.90 1.98 5.68 5.68 5.68 q A;0 , 0.0 1 04 ,0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 igUiyfiliNVOgglIWINcoolliogiiiivIgoolilDtoR 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 =0;0., 1.00 0',00': 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ,0„,`,;0,0 ., 0.0 1 00;' ,0'00; 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 00 1 00.) 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ;,, 0 0 0 0:0 1 00;;,, 0 0 0 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 ;0 0 '0.0 1 00;1 o 00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ilt 0 4 0 . .;0.0 1,00 0 00 0.00 0.00 0,0o 0.00 too o.00 o -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0.0 1 00, 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 D ,i 0 0 0.0 1 00' 4.00' o.00 o.00 o.00 o.00 too o.00 o-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 ",0 0, >00 ,1.00;; 0 001. 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0,, 0.'0 ,1 00 ,0.00; 0.00 0.00 0.00 0.00 too 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1099 29.3 29.3=Leff. 6.18 5.28 1.94 2.73 EVn+nd 11.46 EVEQ 4.67 Notes: denotes with shear transfer ABWP Alternate Braced Wall Panel-2308.9.3.2 ** denotes perferated shear wall iSB denotes ISB Shear Panel JOB#: DT# 1,4189:,p.Iaf4D ID: Front Upper BRA", ;~, Floor Level w dl= I '15O plf ._....._............_.................. V eq 770.0 pounds V1 eq= 385.0 pounds V3 eq = 385.0 pounds V w= 14800; pounds V1 w= 740.0 pounds V3 w= 740.0 pounds ► ► v hdr eq= 59.6 plf --0- • ►•H head= 1\ v hdr w= 114.6 plf 1:483_ Fdragl eq= 179 F2 eq= 179 • Fdragl w= '4 F2 ,- 344 H pier= vi eq= 111.3 plf v3 eq= 111.3 plf P6TN E.Q. 5.0 v1 w= 214.0 plf v3 w= 214.0 plf P6 WIND feet H total = 2w/h = 1 2w/h = 1 8.083 'V Fdrag3 eq= • F4 e•- 179 feet * Fdrag3 w= 344 F4 w= 344 2w/h = 1 H sill= v sill eq= 59.6 plf P6TN mudsill ..............._......_...._... ........................._.__.._.__ 2.0 EQ Wind v sill w= 114.6 plf P6TN mudsill feet OTM 6224 11963 IR OTM 11261 8341 yi . UPLIFT -433 312 UP sum -433 312 H/L Ratios: L1= 3.5' L2= 6.0! L3= ; 3:5' Htotal/L= 0.63 ► 4 ►4 Hpier/L1= 1.45 ► Hpier/L3= 1.45 L total = 12.9 feet JOB#: CT#,1.4"19„PIar1.4D ID:,Front Upper BA" Floor Level w dl 1111111;11011V;14(1: V eq60020', pounds V1 eq= 334.4 pounds V3 eq= 265.6 pounds V w= 11600`,l pounds V1 w= 646.5 pounds V3 w= 513.5 pounds ► ► v hdr eq= 66.1 plf ► A H head= t v hdr w= 127.7 plf 1 083 Fdragl eq= 147 F2 eq= 117 • Fdragl w= .5 F2 ,- 226 H pier= v1 eq= 118.0 plf v3 eq= 118.0 plf P6TN E.Q. MISAAROM v1 w= 228.2 plf v3 w= 228.2 plf P6 WIND feet H total= 2w/h = 1 2w/h = 1 8.083 • Fdrag3 eq= ' F4 e.- 117 feet ' A Fdrag3 w= 285 F4 w= 226 2w/h = 1 H sill = v sill eq= 66.1 plf P6TN mudsill ................................._.............. 4 0 EQ Wind v sill w= 127.7 plf P6TN mudsill feet OTM 4850 9376 R OTM 5569 4125 v • UPLIFT 1 -88 642_ UP sum -88 642 H/L Ratios: 1-1=Eigaill101 L2= A0 L3 .3 Htotal/L= 0.89 ► 4 ►4 ► Hpier/L1= 1.06 Hpier/L3= 1.33 L total = 9.1 feet iii. JOB#:CT#14189:plan 4D ID:Rear Upper BR23`; Roof Level wdl= 150 plf V eq • 1370.0 pounds V1 eq= 418.6 pounds V3 eq= 532.7 pounds V5 eq= 418.6 pounds V w=,,,,,,,.2640.0.. pounds V1 w= 806.7 pounds V3 w= 1026.5 pounds V5 w= 806.7 pounds v hdr eq= 68.5 pH •H1head= vhdr= 131.9pn H5 head= 1.083" '' Fdragl eq=83.7 Fdrag2 eq= 106.5 Fdrag5 eq= 106.5 Fdrag6 eq= W 83.7 I 1,083 '. A Fdragl w= 1.3 Fdragl. 205.2 Fdrag5 w= 45.2 Fdra•:w= 161.3A Hl pier= vl eq= 114.1 p/f v3 eq= 114.1 p/f v5 eq= 114.1 H5 per= 5.0 vlw= 219.8pIf v3w= 219.8plf v5w= 219.81 5.0 feet feet H total= 2w/h= 1 2w/h= 1 2w/h= 1 8.1 V Fdrag3= :.. Fd.• - 106.5 feet A Fdragl w=161.2649 Fdragl w=205.2 Fdrag7eq= ••.5 Fdrag8-• 83.7 V P6TN EQ. Fdrag7w=205.2 Fdrag8w= 161.3 A P6 WIND 1 vsill eq= 68.5 plf Hl sill= (0.6-0.14Sds)D 0.6D vsin w= 131.9 p/f H5 sill= _--.2.0 EQ Wind feet OTM 11073.7 21339.1 feet R OTM 13275 16216 V UPLIFT -122 284 V Up above 0 0 Up Sum -122 284 HIL Ratios: L1= 3.7 L2= -- 4.0 L3= ...- ,4.7 L4= 4.0 L5= - 37 HtotalL= 0.40 4 ► 4 4.4 ►4 ►4 r Hpier/L1= 1.36 Hpier/L3= 1.07 < L total= 20.0 feet Hpier/L5= 1.36 .0.90 L reduction 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) Sheart'''t(Ibf) Deflection(in.) Load Factor 8 850 0.33 3.09 16 10 625 0.44 2.97 8 1,675 0.38 2.88 24 10 1,125 0.51 3.42 Foundation for Wind or Seismic Loading (a) Design values are based on the use of Douglas-fir or Southern pine framing.For other species of framing,multiply the above shear design value by the specific gravity adjustment factor=(1–(0.5–SG)),where SG=specific gravity of the actual framing.This adjustment shall not be greater than 1.0. (b) For construction as shown in Figure 1. (c) Values are for a single portal-frame segment(one vertical leg and a portion of the header).For multiple portal-frame segments,the allowable shear design values are permitted to be multiplied by the number of frame segments(e.g.,two=2x,three=3x,etc.). (d) Interpolation of design values for heights between 8 and 10 feet,and for portal widths between 16 and 24 inches,is permitted. (e) The allowable shear design value is permitted to be multiplied by a factor of 1.4 for wind design. (f) If story drift is not a design consideration,the tabulated design shear values are permitted to be multiplied by a factor of 1.15.This factor is permitted to be used cumulatively with the wind-design adjustment factor in Footnote(e)above. Figure 1. Construction Details for APA Portal-Frame Design with Hold Downs Extent of header with double portal frames(two braced wall panels) • Extent of header with single portal frame (one braced wall panels) Header to jack-stud strap 2'to 18'rough width of opening per wind design min 1000 lbf for single or double portal 11 on both sides of opening t }-\' 1 — - opposite side of sheathing iimi PonyVI wall height Fasten top plate to header �i ,awith two rows of 16d ? i i.. ..E ls""�'.. .�,ati,.... ^n L te sinker Wads at 3`o.c.typ r E Fasten sheathingto header with 8d common or 12' galvanized box ails at 3"grid pattern as shown Min.l sheathing wood structural max panel total : -Header to jack-stud strap per wind design. wall r Pi Min 1000 lbf on both sides of opening opposite height side of sheathing. ^ If needed,panel splice edges shall occur over and be 10 !IT\--Min.double 2x4 framing covered w th min 3/8' nailed to common blocking max thick wood structural panel sheathing with - within middle 24'of portal het ht n it 8d common or galvanized box nails at 3"o.c. ' `'' ' r height.One row of 3"o.c. In in all framing(studs,blocking,and sills)typ. nailing is required in each t panel edge. N._ Min length of panel per table 1 Typical portal frame ` construction Min(2)3500 lb strap-type hold-downs (embedded into concrete and nailed into framing) Min double 2x4 post(king and jack stud).Number of Min reinforcing of foundation,one#4 bar _ 1 jack studs per IRC tables Itop and bottom of footing.Lap bars 15'min. 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 2 m 2014 APA–The Engineered Wood Association