Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Specifications (19)
• 171S7 SCJ PGS 404,1dr- / RECEIVED CT ENGINEERING MAR 10 2016 Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 206.285.4512 (V) 206.285.0618 (F) CITY OF TIGARD BUILDING DIVISION #15238 Structural Calculations River Terrace ����� PRO/A Plan 4 w �' fi0 1; Elevation B I' 4, Elevation �REG►i 9A,c, Tigard, OR �� 21.2, CFS 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 INC 180 Nickerson St. 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-future 0.0 psf 5/8"plywood (O.S.B.j 2.2'psf Trusses at 24"oc. 4.0',psf Insulation' 1.0 psf (1) 518"gypsum ceiling 1.8 psf Misc./Mech. 1.5'psf ROOF DEAD LOAD 1521...058 5.0 PSF FLOOR floor finish 4.0'psf NO gypsum concrete 0.0 psf 3/4"plywood (O.S.B.j 2.7 psf joist at 12' 2.5 psf Insulation 1.0,psf (1 j 112"gypsum ceiling 2.2'psf Msc. 2.6'psf FLOOR DEAD LOAD 15.0 PSF 019 591 10 HD ,�(2 2x1 HDR •�� � . RB. RB. • � I I i t . . . Q , GT.bi / Viz. r::.•.t^::r v 1 Tj _J 4' i I.! 1 i I it i it it I I ® - 19 \591 Y L\ aL Et p 0 c IM TRUSSES AT 24" O.C. TYP. =F1 co CO 20 X m 'Q N S9.1 N N o• N a N M a D c i = L I CO co �'t N 2J Ii 1-zz/-&-1 AT9C I ACCESS L J L_W� 4:12 BOTTOM I I CHORD, TYP. : r —1 I J 19 1‘;`:.^ 59.1 a GT.b2 ima{ti{�:.•t}r .?� p I . M I • �♦ A • F GT.b3 IC9 i o� -. N �• Pir - • • -1 �\ (2) X8 HDIOK 3)2x8 HD �`�I • (,})2x8 HDR '• i i�` RB.aS RB.a4(2)2X8HDROK .• Y el CT# 14189 2014.09.19 1/4" = 1'-0" (11x17) PLAN 4B ROOF FRAMING PLAN 1/4"=1'-0" AMERICAN MODERN g i ! i i 1 L J . ..1L i i n J ! LI I'i IIIi k i- il , Ai1 0 r 0 OD q 1 1 / J E—_, C" 1 // J n li he ( 1 11 1 II ii 0 ti !i i! ! ! y • 7 ®m 8 P6 S1.2 CT# 14189 2014.09.19 1/4" = 1'-0" (11x17) PLAN 4B UPPER LEVEL SHEARWALLS 1/4"=1'-0" AMERICAN MODERN 0 0 ak ... 'CV P3 STHD14 sok .b1 STHD14 1x14 OSB RIM B ailini . , - I tg _ - 1W. JOIST _ ___, 7 ,16 X :[ :AMQ,- ilh .11 SPACING HERE ON ‘Fe, ,.. 1, _.... • GT ABOVE GT ABOVE m Er- -----, " i 1 0 1 . 11 ,d- ... h., —1-- dilh I( - hi AM NIP 1 I- r, FIXTURES it III i Ank:I 1 I v 1 As1111h, III ABOVE II, STHD14 NI 1 : t 014 :. BLKG. .. G.T. 1 ul .)-2.,, E frri doh- ivi, ocir4 I , BIG BEAM_t....! i ,t- • . _ 0 0 11017 i3L‘G. 1x14 OS' 'A/ SIM. '2 x6 HI' ce . . , 2 IT-II 14- __.]4 .' .i 'i i . ——) BACKGROUND CHANG , ---- -- - . • ,-, ,.• .•: SEE SHEET 1.75"x14" 4 E 1-DN LVL FB . ... 4x4 POST i_cam [h: i I 1.75"x14" LVL FB , 1 kFRAMING, ,--1----------I-, co •h .. .-P c' !'. ' ar.4111- ---------/- 4- , \ I `1] \ I. 8 .• 14" FLOOR TRUSSES 19.2" 0.%7,71--,YP. ' zi m TOP OF (2) 2x8 FB ,_ .4.8 Ft, AT +341'2" A.F.F. !h , , ;411 ,, 2x8 @ 16" O.C. 4L4'POST RAISED PLATFORM 2x4 HUNT I h : FRAMING (4, - WALL TOP +347i" A.F.F. r— I k i 1-•-"; 5 1 FACE OF GT I , : ___/1 . . ,--,.,—, .",.. —2x8 LEDGER h' GIRDER TRUSS :. „..„....4TS1.81/14 ri ,_L 47ETh i‘ _ GT TOP AT +34 " A.F.F. E-1-1-Wir'"-q -i\• ,y1 1 N 4 , 2x ROOF 1 I " i 0. i , 1,1 :Opp" FIXTURES ABOVE FRAMING , :OM•hilMai : 12 24" O.C. Ll_ . . : (:' B.b13 j..75"x14" VL FB ., :.I n R N !; B.b 1 1 ez --,;.---,z4.-.7----ft I I EXTEND FLOOR .....ii 2x10 HOF! _ I I I4x8 .'NOR 71 SHEATHING TO RIM 11111111111 HDU4 ' 4 .,.,,,..,,.._,:..b - o 4 111 HDU4 EXTEND TOP CHORD r 111P HD !'`.. h•-• 1125P u 1x14 RIM BOARD P2 ROIF TRU`..ES A 24" 0. . 4x4 ....... --: ... .I. : 4x10 HDR—m 4x11 HDR W/ACE4 L 4x4 TOP PLATE IS +9'-1" EACH SIDE 4x4 W/ACE4 ABOVE LOWER FIN. EACH SIDE FLOOR UNLESS W/AC4 NOTED OTHERWISE CT# 14189 2014.10.2EACH SIDE 1/4" = 1 -0" (11x17) SEE SHEET A9 FOR LOWER LEVEL SHEARWALLS WINDOW HEADER PLAN 4B UPPER LEVEL FLOOR FRAMING HEIGHTS. 1/4"--1.-0" AMERICAN MODERN ' i-1U/2 16•-3" .3-1U9,2 P3 P3 STHD14 " STHD14 STHD14 x . - 7-STHD14 n I ,>•;...' L-1 r rJ I I I / I (�.'. a .56. s•, I GT ABOVE- I Asi I ® 14 14 S6.0 a II 0 '�S6.0 •3N" CONC. SLAB • oo v N VERIFY GARAGE SLAB HEIGHT N '? WITH GRADING PLAN + S-4" . mNW VARIES : MIN. r J 41111) 3" FROM TOP OF 6" WALL ENTIRE SIDE lM STEM WALL 'i•-,^� / �STHD14 I 9 P4 / STH014 - ♦ 7/ 7� 3 • I F ZTs---1 - I "I r r I I-1214"1 l• E__�_� I • FURNACE I-12 )st alicnslI ABOVE / with rim I I_ _I 0 17 L I ,—PLUMBING 11 io I S6.0 1 FIXTURE S5.o e • r I ABOVE 00�'. j'7 \ i I �.°� lo t8.-0• I-12341 i• • t T - J. �1����r� 16 7 rn - T 1- -T 56.0 I m 9) I-JST W 19.2" O.C. I - 3Jr CONC. TYPICAL I I PAno SLAB o r m I SLOPE 14p L J --T--T---------`, 2"ON FINIFL SHED OOR i P.T. 4x4 POST1 ci, I_14" AT +0' 0" ri TYP. I Ya I r-I j 3'-9/4 r ENTIRE SIDE .... ♦ 1 1;' � m • i ;1 1_7" "-? D1 S6.0 To o • 18"x24" SLOPE 1 CRAWL I:-ON 1 2x4 PONY WALL gi I --- SPACE 10AT HIGH FDN. I ACCESS 1-1214"1-11-TI 1zv4" -1I ,-�r� I l -I I IT' I / LiL�+--- I --T--------{ I- -,-) I /- T ` I 13'4` x 9)4" LVL-1----- I 3-9Y4� 1-1-- ----- B I ii 0I 0I AT I 18"x18"x10" FTG. I ABV , 0 I �W/ �2) //4 EW 12v4 MD I r TYP. U.N.O. t .I _' +7 11 0 SIM. 13'4" x 9Yz" LVL L�J 9'-33'4" I J 7_L .1 a I I 14' o 4118" FTG. EXTENSION, TYP. I © 61 '''_:,..i I 18"x18" FTG. EXTENSION I I I I in `START FRS MG.I / S6.0 /�` r 6x6 P.T. POST, ALIGN W/, I SIM. -} ,I I ABOVE 3^ I / 4 _-I • HDU4 I \ 8 l HDUmArra HDU4�P3 HDU4 P2 [7: 112) S1.2 ���1 O -61 " TOP OF SLAB SLOPE 1Y"J, 334' e.SLAB N 4x4 -121/2"TOP OF 8" 1----y--SFEM4YAL{ � POST— 4x4 POST 4x4 POST i )11_ r --—- —4 t N IElli k 6,-0" + I 1.-53z" 3y", 13_1. # 8._4" L3)/2 " 22'-0" CT# 14189 2014.09.19 1/4" = 1'-0" (11x17) PLAN 4B FOUNDATION PLAN 1/4"=1'-0" AMERICAN MODERN 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-Dec-2003 Timber Beam & Joist (c)1983-2003 ENERCALC Engineering Software 14189_Plan 4ABCD.ecw:ROOF FRMG Description Roof Frmg_Plan 4B GT Reactions Timber Member Information erode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined ■ GT.b1 GT.b2 GT.b3 GT.b4 Timber Section 3.125x13.5 3.125x13.5 4x10 4x10 Beam Width in 3.125 3.125 3.500 3.500 Beam Depth in 13.500 13.500 9.250 9.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 Timber Grade glas Fir,24F- Douglas Fir,24F- Douglas Fir- Douglas Fr- V4 V4 Larch,No.2 Larch,No.2 Fb-Basic Allow psi 2,400.0 2,400.0 900.0 900.0 Fv-Basic Allow psi 240.0 240.0 180.0 180.0 Elastic Modulus ksi 1,800.0 1,800.0 1,600.0 1,600.0 Load Duration Factor 1.150 1.150 1.000 1.150 Member Type GluLam GluLam Sawn Sawn Repetitive Status No No No No Center Span Data { Span ft 22.00 22.00 8.00 13.00 Dead Load #/ft 75.00 30.00 30.00 75.00 Live Load #/ft 125.00 50.00 50.00 125.00 Dead Load #/ft 45.00 75.00 Live Load #/ft 75.00 125.00 Start ft 13.000 5.000 End ft 8.000 Point#1 DL lbs 608.00 488.00 LL lbs 1,015.00 815.00 @ X ft 13.000 5.000 Results Ratio= 0.5542 0.7403 0.8017 0.8179 Mmax @ Center in-k 145.20 193.94 43.22 50.70 @ X= ft 11.00 13.02 4.99 6.50 fb:Actual psi 1,529.7 2,043.1 865.9 1,015.8 Fb:Allowable psi 2,760.0 2,760.0 1,080.0 1,242.0 Bending OK Bending OK Bending OK Bending OK fv:Actual psi 70.7 88.4 65.2 53.5 Fv:Allowable psi 276.0 276.0 180.0 207.0 Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 825.00 661.57 345.19 487.50 LL lbs 1,375.00 1,103.30 575.94 812.50 Max.DL+LL lbs 2,200.00 1,764.86 921.12 1,300.00 @ Right End DL lbs 825.00 1,011.43 607.81 487.50 LL lbs 1,375.00 1,686.70 1,014.06 812.50 Max.DL+LL lbs 2,200.00 2,698.14 1,621.87 1,300.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.343 -0.404 -0.036 -0.130 UDefl Ratio 770.2 653.2 2,693.3 1,195.5 Center LL Defl in -0.571 -0.674 -0.059 -0.217 UDefl Ratio 462.1 391.6 1,613.9 717.3 Center Total Defl in -0.914 -1.078 -0.095 -0.348 Location ft 11.000 11.528 4.256 6.500 UDefl Ratio 288.8 244.8 1,009.2 448.3 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 User:KW-0602997,Ver 5.8.0,1-Deo-2003 Timber Beam & Joist Page 1 1 (c)1983-2003 ENERCALC Engineering Software 14189_Plan 4ABCD.ecw:ROOF FRMG Description Roof Frmg_Plan 4B [limber Member Information erode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined RB.bl RB.b2 RB.b3 RB.b4 RB.b5 RB.b6 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 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 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 enter Span Data 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 3.24 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 @ 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 OK11 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: 580006 Page 1 User:KW-0602997,Ver 5.8.0,1-Deo-2003 Timber Beam & Joist _(c)1983-2003 ENERCALC Engineering Software 14189_Plan 4ABCD.ecw:FLOOR FRMG W/FLOOR T Description Floor Frmg_Trusses_Plan 4B (1 of 2) Timber Member Informationil B.b1 B.b2 B.b3 B.b4 B.b5 B.b6 B.b7 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 Fr,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 Data 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 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 @ 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 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: 5:2OPM, 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 4B (2 of 2) Timber Member Information erode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined ill B.bB B.b9 B.b10 B.b11 B.b12 B.b13 B.b14 Timber Section 3-2x10 2-2x10 2-2x10 2-2x10 4x8 LVL:1.750x14.000 4x10 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 9.250 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 Fr,No.2 Hem Fir,No.2 Douglas Rr- Truss Joist- Douglas Fir- Larch,No.2 MacMillan, 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 II Span ft 6.50 5.00 2.50 3.50 3.50 9.00 13.00 Dead Load #/ft 150.00 165.00 165.00 30.00 30.00 30.00 75.00 Live Load #/ft 400.00 440.00 440.00 80.00 80.00 80.00 125.00 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 812.25 575.00 @ 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 0.8179 Mmax @ Center in-k 74.15 43.04 11.48 9.00 4.96 62.33 50.70 @ X= ft 3.25 2.52 1.25 1.75 1.75 4.39 6.50 fb:Actual psi 1,155.5 1,006.0 268.4 210.5 161.8 1,090.3 1,015.8 Fb:Allowable psi 1,173.0 1,075.3 1,075.3 1,075.3 1,345.5 2,990.0 1,242.0 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 53.5 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 V @ Left End DL lbs 1,446.25 1,459.15 575.00 411.25 157.50 1,383.33 487.50 LL lbs 2,356.25 2,426.79 956.25 446.25 315.00 1,690.56 812.50 Max.DL+LL lbs 3,802.50 3,885.94 1,531.25 857.50 472.50 3,073.89 1,300.00 @ Right End DL lbs 1,446.25 1,614.85 575.00 411.25 157.50 1,076.67 487.50 LL lbs 2,356.25 2,688.46 956.25 446.25 315.00 1,179.44 812.50 Max.DL+LL lbs 3,802.50 4,303.31 1,531.25 857.50 472.50 2,256.11 1,300.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.046 -0.024 -0.002 -0.003 -0.002 -0.050 -0.130 UDefl Ratio 1,683.9 2,494.5 19,087.1 13,615.9 24,580.1 2,149.3 1,195.5 Center LL Defl in -0.075 -0.040 -0.003 -0.003 -0.003 -0.056 -0.217 UDefl Ratio 1,033.6 1,500.1 11,477.2 12,548.0 12,290.1 1,937.5 717.3 Center Total Defl in -0.122 -0.064 -0.004 -0.006 -0.005 -0.106 -0.348 Location ft 3.250 2.500 1.250 1.750 1.750 4.464 6.500 UDefl Ratio 640.4 936.8 7,167.4 6,530.1 8,193.4 1,019.0 448.3 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 Crawlspace Framing Plan 4ABCD [Timber Member Information erode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined 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 enter Span Data Span ft 6.00 Dead Load #/ft 165.00 Live Load #/ft 440.00 I liesults 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 TJI JOISTS and RAFTERS a ------- ----------J-------- --------------- ----- ---------------- ------ --Code,--�--Code--*--Code__ .__S�99est Suggest Suggest : Lpick,_Lp1ck Lpick_t_Lpick-- Joist b d -1":-Spa. LL DL M max V max El L fb L hi L TL240 L LL3601- L max TL deft. 1 LL deft. 1 L TL360 L LL480 L max TL deft TL-del LL deft LL deft size&grade 1 width(in.)1 depth(in.)l (in.) 1 (psf) (psf) (ft-lbs) (psi) (psi) (ft.) (ft.) (ft.) ' (ft.) . (ft.) (in.) 1 (in.) , (ft.) (ft.) (ft.) (in.) ratio (m) ratio I l I J 9 5 TJI 110 1.751 9.51 19 21 40 15' 2380 1220 1.40E+08 14.711 .2773 15.231 14.801 _ 1431: 0.65113.31 13.45 13.31 0.441: 360 0.32 495 9.5"TJI 1101 1.7519.5 161 40 15j 2380 12201 1.40E+08 16.111 33.27 16.191 15.73. 15.731 0.721 0.521 1 14.14 14.29 14.14 0.471 360 0.341 495 9.5"TJI 1101 1.751 9.5 121 40 151 2380 12201 1.40E+08 18.611 44.36 17.821 17.311 17.311 0.79 0.581 1 15.57 15.73 15.57 0.52: 360 0.38) 495 9 5 TJI 11011 1.751_ 9.51 9.61 40 151_ 2380 12201 1 40E+08 20 801 55.45 19.19 L 18.641 18.641. 0.85, 0 621 16.77 16.94 16.77 0.56_1_ 360 0.41 495 1 I 9.5 TJI 1101 1.751 9.51 19.21 40 101 2500 12201 1.57E+08 15.811 30.50 16.341 15.371 15.37 0.641 0.511 1 1427 13.97 13.97 0,441 384 0.35 480 9.5"TJI 110 1.75 9:5 16 G 40 10' 2500 1220 1.57E+08 .17.32 36.60 17.36 16.34' 16.34 0.68 0,54 15.17 14.84 1 14.84 0.46 384 0.37 480 9.5"TJI 110 1.75 9 51 121 40 101 2500__1220 1.57E+08 20 00 48.80 19.111 17.981 17.98: 0.751 0.60 1 16.69 16.34 16.34 0.511 384 0.411 480 I- ,-- _. -I + 1 19.37; 19.37 0.81, 0.65 1 17.98 17.60 17.60 0.55 384 0.44' 480 9.5'TJI 110 1.75 9.51 9.6.40 101 2500 1220 1.57E+08 22.361 61.00 20.581 • 9.5"TJI 2101 2.06251 9.51 19.21 40 10i 3000 13301 1.87E+08 17.321 33.25 17.321 16.301 16.30 0.681 0.54; 1 15.13 14.81 14.81 0.46 384 0.371 480 9.5"TJI 210 2.0625 9.5 16 ;40 10. 3000 f'1330 1,87E+08 :_18.97 39.90 18.40 17.32 17.32 0.72 0.58 16.08 15.74 15.74 0.49 384 0.39 480 9.5"TJI 2101 2.06251 95) 121 40 101 3000 13301_1.87E+08 21.911 53.20 20.261 19.061 19.06 0.79: 0.641_1_ 17 70 17.32 17.32 0.541 384 0.431_ 480 9.5"TJI 210, 2.06251 9.5) 9.61 40 101 3000 1330: 1.87E+08 24.49 66.50 21.821- 20.53i 20.531 0.86 0.68, I 19.06 18.66 18.66 0.581,- 384 0.471 480 9.5"TJI 2301 2.31251 9.5! 19.21 40 101 3330 13301 2.06E+08 18.25 33.25 17.891 16.831 16.831 0.701 0.561 15.63 15.29 15.29 0.48 384 a38 480 9.5"TJI 230 2.3125 9.5 16 7 40 10 3330 =1330 2.06E+08 19.99 39.90 19.01 17.89 17.89 0.75 0.60 16.60 16.25 ;' 16,25 0.51 384 0.41 480 9.5"TJI 230, 2.31251 9.51 121 40 101 3330 13301 2.06E+08 23.081 53.20 20.921 19.691 19.691 0.821 0.66 1 18.28 17.89 17.89 .. I)1............ 4 0.451 480 9.5"TJI 2301 2.31251 9.51 9.61 40 10 3330 13301 2.06E+08 25.81` 66.50 22.541 21.211 21.21 0.881 0.71 i 19.69 19.27 19.27': 0.601 384 0.48 480 1 , II 1 f 11.875"TJI 1101 1.751 11.8751 19.2; 40 101 3160 1560 2.67E+08 17.78 39.00 19.50 18.35 17.78 0.67 0.5-4 1 17.04 16.67 16.67 0.52 384 0 42' 480 11.875"TJI 110 1.75 11.875 16 40 10 3160 ' 1560 2.67E+08 19.47 46.80 20,72 19.50 19.47 0.81 0.65 18.10 17.72 17.72 0.55 384 0.44 480 11.875"TJI 1101 1.751 11.8751 121 40 101 3160 15601 2.67E+08 22.491 62.40 22.811 21.461 21.461 0.891 0.721 1 19.93 19.50 19.50 0.611 384 0.491 480 11,875 TJI 1101 1.751 11.875 9.61 40 101 3160 15601 2.67E+08 25.141 78.00 24.571 23.121 23.12 0.96 0.77; i 21.46 21.01 21.01 0.66: 384 0.531 480 , 1_t 1 11.875"TJI210, 2.06251 11.8751 19.21 40 101 3795 16551-3.15E+08 19.481 41.38 20.611" 19.391 19.39 0.81 0.651 , 18.00 17.62 17,62 0.55 384 0.44 480 11.875"TJI 210 2.0625 11.875 16 40 10 3795 1655 3.15E+08 21.34 49.65 21.90 20.61 20.61 0.86 0.69 19.13 18.721111"R 18.72 0.59 384 0.47 480 11.875 TJl 2101 2.06251_ 11.875 12 40 101 3795 1655*3.15E+08 24 64 66 20 24.101__ 22 68 _ 22.68,„„ 0.951_ 0.761_1 21.05 20.61 20.61 0.641_ 384 0.521 480. 11.875"TJI 210 2.06251 11.875 9.6 40 101 3795 1655 3.15E+08 27.55' 82.75 25.96 24.43 24.431 1.021 0.8111 22.68 22.20 22.20 0.69; 384 0.551 480 11.875"TJ1 2301 2.31251 11.8751 19.21 40 10 4215 16551 3.47E+08 20.53 41.38 21.281 20.031 20.031 0.831 0.67 18.59 18.20 18.20 0.571 384 0.451 480 11,875"TJI 230 2.3125 11.875 16 40 10 4215 '" 1655 3,47E+08 22.49 49.65 22.62 21.28 21.28 0.89 0.71 19.76 1134 19.34 0.60 384 0.48 480 11.875 TJI 230i 2 3125 11 8751 121 40 10 4215 1655 3 47Esr. +08 25.971_1 66 20 24.891 23.421 23421 0.981__ 0 781 21.74 21.28 21.28 0.67 384 0 531 480 11.875"TJI 230 2.31 251 11.8i61- 9.6 40 10 4215 1655 3.47E+08 29.031 82.75 26.8-11-1, 25.23 25.23, 1 051 0.84 23 42 22.93 22 93 032 384 0 571 480 1 1 1 1 1 i 1 1 1 1................. 1 11.875"RFP1 4001 2.06251 11.8751 19.2 40 101 4315 14801 3.30E+08 20.771 37.00 20.931 19.69 19.691 0.821 0.661 1 18.28 17.89 17.89 0.561 384 0.451 480 11.875"RFPI400 2.0625 11.875 16 40 10 4315" 1480 3.30E+08 22.76 44.40 22.24 20.93 20,93 0.87 0.70 19.43 19.01 19.01 0.59 384 0.48 480 11.875"RFPI 400 2.06251 11.8751 21 40 101 4315 1480' 3.30E+08 26.281 59.20 24.48, 23.031 23.03; 0.961 0.771 ' 21.38 20.93 20.93 0.651 384 0.521. 480 11.875"RFPI 400;! 1 2.06251 11.8751 121 401 101 4315 1480 1 3.30E+08 29.381 74.00 26.37, 24.811 24.811 1.031 0.831 , 23.03 22.54 22.54 0.701 384 0.56 480 Page 1 D+L+S CT#14188-Betahny Creek Falls LOAD CASE (12-12) (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 c 0.80 Constant > Section 3.7.1.5 Cr _ ..1...1.......E _.___.-.Lon)_> Sectio ----..._.....___..__.._____.-._ 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.Wall duration duration factor factor use Stud Grade Width Depth Spacing Height La/d Vert.Load Hor.Load u.1.0 Load @ Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc• Fce F'c fc fc/F'c fb fb/ in. In. In_ ft. plf psf plf (Fb) (Fc) psi psi psi psi psi psi psi psi psi psi psi F13'•(1-fc/Fce) H-F Stud 1.5 3.5 16 7.7083 26.4 1730 0 0.9916 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 515.42 441.22 439.37 1.00 0.00 0.000 H-F Stud 1.5 3.5 16 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 1,200,000 854 506 966 378.09 340.90 340.00 1.00 0.00 0.000 H-F Stud 1.5 3.5 16 8.25 28.3 1550 0.9921 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 449.95 395.22 393.65 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 1.15 675 405 800 1,200,000 854 506 966 449.95 395.22 394.29 1.00 0.00 0.000 H-F Stud 1.5 3.5 8 8.25 28.3 3100 0.9921 3986.7 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 449.95 395.22 393.65 1.00 0.00 0.000 8PF Stud 1.5 3.5 16 7.7083 26.4 1695 0.9952 2091.8 1.00 1.15 1,1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 515.42 431.52 430.48 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 '854 531 875.438 378.09 336.17 335.24 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 1,200,000 854 531 875.438 449.95 388.13 387.30 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 1,200,000 854 531 875.438 449.95 388.13 386.67 1.00 0.00 0.000 St1......_..155.-. 1..30 15 675 425 _._._._ _--SPF Stud Stud 1.5 3.5 8 8.25 28.3 3050 0.9957 4183.6 1.00 1.15 1.1 1.05 1.15 4 725 1,200,000 854 531 875.438 449.95 388.13 387.30 1.00 0.00 0.000 H-F#2 1.5 5.5 16 7.7083 18.8 3132 0.2408 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 508 1844.5 1378.83 1031.58 506.18 0.49 0.00 0.000 H-F#2 1.5 5.5 16 9 19.6 3132 0.3852 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 1011.45 837.57 506.18 0.60 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 16.8 3287 0.2737 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1484.89 1015.45 531.23 0.52 0.00 0.000 SPF#2 1.5 5.5 16 9 19.6 3287 0.3905 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 53123 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 16 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 1454.75 244.40 235.321 234.34 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 1644.5 226.94 220.14 219.80 1.00 0.00 0.000 Page 1 D+L+W CT#14189-Betahny Creek Falls LOAD CASE (12-13) (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 Buckllng_FIxctor D+L+W -- c 0.80(Constant)> Section 3.7.1.5 Cr 37.37.. ._. 3737_.-37.37.._._..._ KcE 0.3�Constent)> Section 3.7.1.5 3737 Cf(Pb)(FCf(Fc) 1997 NDS , > Section 2310 Bending T _ 37 37 Cb Wades) . . p Comp. SizeSize Rep. Cd_Ell Cd(Fc) Eq.3.7-1 NOS 3.9.2 Maz.Wall duration duration factor factor use Stud Grade 1Mdth Depth Spadng Height Le/d Vert.Load Hor.Load u=1.0 Load(0 Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc' Fce Fc fc fc/F'c fb Po/ in. in. In. ft. pit pal plf (FM_((Fe) psi psi psi psi psi psi psi psi psi psi psi Fb"(1-fc/Pce) H-F Stud 1.5 3.5 16 7.7083 26.4 1075 9.71 0.9951 1993.4 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 515.42 427.08 273.02 0.64 376.78 0.586 H-F Stud 1.5 3.5 16 9 30.9 755 8.46 0.9942 1993.4 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 378.09 333.99 191.75 0.57 447.52 3737_ 0.665 H-F Stud 1.5 3.5 12 B 30.9 1140 8.46 0.9998 2657.8 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 378.09 333,99 217.14 0.65 335.64 0,577 H-F Stud 1.5 3.5 16 _ 8.25 28.3 970 8.13 0.9943 1993.4 1.60 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 8.25 28.3 1425 8.13 0.9974 2657.8 1.60 1.00 1.1 1.05 1,15 675405 800 1,200,000 1,366 506 840 449.95 384.87 271.43 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 0.78 180.69 0.394 SPF Stud 1.5 3.5 16 7.7083 26.4 1060 9.71 0.9971 2091.8 1.60 1.00 1.1 1.05.1.15 675 425 725 1_200,000 1,366 531 761.25 515.42 415.53 269.21 0.65 376.78 0.577 SPF Stud 1.5 3.5 16 9 30.9 700 8.46 0.9115 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 378.09 328.30 177.78 0.54 447.52 0.818 SPF Stud 1.5 3.5 12 9 30.9 1125 8.46 0.9931 2789.1 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 378.09 328.30 214.29 0,65 335,64 0.567 SPF Stud 1.5 3.5 16 8.25 28.3 960 8.13 0.9970 2091.8 1.60 1.00 _1_1_1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 449.95 376.35 243.81 0.65 361.37 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 1.15 675 425 725 1,200,000 1,366 531 761.25 449.95 376.35 267.62 0.71 271.03 0.490 SPF Stud S 1.5 _.. ....-.__-20133_.._._.__...._..____.___....1...1.......1...051 3737-2 1, 0 .3737. 3737___ SPF Stud 1.5 3.5 8 8.25 28.3 2320 8.13 0.9958 4183.6 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 449.95 376.35 294.60 0.78 180.89 0.383 H-F#2 1.5 5.5 16 7.7083 16.8 3132 9.71 0.3909 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 508 1430 1378.83 969.91 506.18 0.52 152.58 0.119 H-F#2 1.5 5.5 16 9 19.6 3132 8.46 0.5743 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 1011.45 804.50 506.18 0.63 181.23 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 2,033 506 1430 1203.70 899.13 506.18 0.56 146.34 0.124 SPF#2 1.5 5.5 16 7.7083 16.8 3287 9.71 0.4327 3287.1 1.60 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 8.46 0.6033 3287,1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 1089.25 806.08 531.23 0.68 181.23 0.169 5PF#2 1.5 5,5 16 8.25 18.0 3287 8.13 0.4790 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 1296.30 884.69 531.23 0.60 146.34 0.118 SPF Stud 1.5 _3.5 18 14.57 50.0 70 8.48 0.9957 2091.8 1.60 1.00 1_1 1_05 1.15 675 425 725 '1,200,000 1,366 531 761.25 144.26 138.14 17.78 0.13 6###W 0.979 .PF#2 1.5 5.5 16 19 41.5 660 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 244.40 233.80 108.67 0.46 927.02 0.786 H-F#2 1.5 5.5 16 19 41.5 600 9.71 0.9921 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 226.94 219.02 96.97 0.44 927.02 0.796 Page 1 D+L+W+.5S CT#14189-Betahny Creek Falls LOAD CASE (12-14) BASED ON ANSI/AF&PA NDS-1997 SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 0 1.00 Desk n Bucklin•Factor -_ D+L,W+Sl2 _- --_111111111 ---��- _ c 0.80(Constant)> Section 3.7.1.5 ��� Cr _ Cf b -1997 NOS KcE 0.30 Constant Section 3.7.1.5 ��_._._--__..__...__� ....� ���__._._._. � -- ____Cb _[yam=` 1111:111 Section 2.3.10 --- Bending Corgi. Size Size _�[O[t�f m�_�=MM= _____-- duration duratio factor factor ®®0®©® Stud Grade��',9'1 Q �'mI1 Hoc Load� - Cd Fb Cd Fc CfM113111112:11 0© _®®®��-Q- '-f MANI _ Fb ] ,i .:I 'Si 1111111=11111M111111=INMENINENIIIIIINIMINCINIIIIIIIIIINEMIZININEM H-F Stud 1.5 3.5 . 7.7083 26.4 1095 9.71 0.9962 1993.4 1.60 1.15 ®1.05 1.15 675 405 800 1,200,000 1,366 5061E3 515.42 441.22 278.10 0.63 378.78 0.599 H-F Stud 1.5 _3.5 9 30.9 765 8.46 0.9986 1993.4 1.60 1.15 1.05 1.15 675 405 800 1,200,000 1,366 506 378.09 340.90 194.29 0.57 447.52 0.674 1.5 3.5 ®IIIIEIMI0l 8.46 0.9869®®NIE1 1.15 INENE1211 800 1,200 0001110223 _ EM 340.90l111CalinEl 0.584 1.5 3.5 mMEISEINITEMINNED211111101E 0.9963 111=1111113111®®1.05 1.15 11311110311 800 1 200 00011111101.bra 888112MINEMEI 250.16.11331En 0.596 ami ®®®irmigummall 0.9959 num= 1.60_®m 1.05 1.15 mums 800 1,200,000��•• 449.95 275.24 271.03 0.511 ®Q�� 2390 0.9960 3988.7 1.60 ® 1.05 1.15 675 Kcal 800 1,200,000 968 449.95 303.49 180.69 0.406 -11111111_--- -- _ -_--�__-_- OFF Stud -® 16 1080 2091.8 1.60 1.15_ 1.1 1.05® 675 _425 725 1,200,000® ���,�' SPF stud -® 16 ��9]9] 0.9988 2091.8 1.60 _1.15 1.1 1.05 1.15 675 425 725 1. ri,iri 1,366® �®'- 'r �� 0669 PF SStud ®® 2 m3� 0.9944 2789.1 1.60 1.15 1.1 •1.15 675 425 725 1,200,000 1366® ®•r'-mEnEnEggitramm SPF Stud ®® ���'t 0.9952 2091.8 m 1.15 ®m 1.15 675 725 1,200,000® 247.62 381.37 0.588 SPF Stud 1.5 3.5 8.25 28.3 1430 8.13 0.9952 2789.1 1.60 1.15 105 1.15 675 425 725 1,200 000_1,366 531 875.438 449.95 388.13 272.38 0.70 271.03 0.503 SPF Stud 1.5 3.5 8.25 28.3 2360 8.13 0.9922 4183.8 1.60 1.15 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 299.68 0.77 180.69 0.396 ®®m®i m® 9.71 0.3593 3132.4 _ 1.60 1.15 .1.10 1.15 KEN 405 pli 1,300,000lleCEEM.10 1644.5 Qrf�• mamati- 0.440EugmosE IlIZEINIIIIINININII1131111111011102:1111111M111111=1131151113132.4 KEN 1.15 1.10 1.15 EMS 405 Mil 1.300.00011112B11111113 508.18 0.8011311Ea MEOW ®®u���= 0.4100 31� 1.15MEN 405 1300 1,300,000_2,033��� � 0_124 SPF#2 -®�7.7083�� 0.3872 �- 1.15 1.15- 425 1150 1,400,000®� �®�152.58 0.114 SPF#2 5.5 9j 3287=I=60.5595 3287.1 1.15 1.10 1.15 425 1150 1,400,000 1089.25 ® 0.62 181.23 0.169 1� MINI 5.5 mm� 3287 0.4342 3287.1 �® 1 10 1.15���1,400,000 11454.75 1296.30 ® 0.56 148.34 0.118 11111111111ININIIII MON MIN ��®m�mi r 70 E 0.9955 2091.8 1.15 -1.05 r 676- 200 1111.`m•®[•OM 139.02=BE ]r Q 0.979 --IIIIIIII -_ _ 11111111111M--. _-- --- SPF#2 -® 16 fma 680 9.71 0.9914 3287.1 1.60 _1.15 1.10 1.15 875 425 1150 1_400,000 2,093 531 ® �927.02 0.786 H-F#2 1.5 5.5 16 19 41.5 600 9.71 0.9901 3132.4 1.60 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+.5W CT#14189-Betahny Creek Falls I LOAD CASE I (12-15) I (BASED ON ANSI/AFBPA 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+W/2 c 0.80(Constant)> Section 3.7.1.5 __ 4444__ Cr KcE 0.30(Constant)> Section 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NDS _ Cb (Varies) > Section 2.3.10 Bending Comte Size Size Rep. 4444 Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Max.Wall duration duration factor factor use Stud Grade N1dth Depth Sparing Height Le/d Vert.Load Hor.Load z 1.0 Load Plato Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc• Fce F'c tc tc/F'c tb fb/ in. in. in. ft. pit psf plf (Fb)_ (Fc) psi psi psi psi psi psi psi psi psi psi psi Fb"(1-fo/Fce) H-F Stud 1.5 3.5 16 7.7083 28.4 1335 4.855 0.9935 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 986 515.42 441.22 339.05 0.77 188.39 0.403 HH--F Stud 1.5 3.5 _ 16 9 30.9 970 4.23 0.9923 1993.4 1.60 1.15 1.1 1.05 1.15 875 405 800 1,200,000, 1,366 506 968 378.09 340.90 246.35 0.72 223.76 0.470 H-F Stud 1.5 3.5 12 9 30.9 1380 4.23 0.9976 2657.8 1.80 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 986 378.09 340.80 262.86 0.77167.82 0.403 H-F Stud 1.5 3.5 16 8.25 28.3 1195 4.085 0.9960- 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 508 966 449,95 395.22 303.49 0.77 180.69 0.406 H-F Stud _ 1.5 3.5 12 8.25 28.3 1880 4.065 0.9990 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 320.00 0.81 135.51 0.343 H-F Stud 1.5 3.5 8 8.25 28.3 2665 4.065 0.9999 3986,7 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 338.41 0.86 90.34 0.267 SPF Stud 1.5 3.5 16 7.7083 28.4 1315 4.855 0.9907 2091.8 1.60 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 16 9 30.9 985 4.23 0.9970 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,368 531 875.438 378.09 336.17 245.08 0.73 223.76 0.466 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 1,366 531 875.438 378.09 336.17 260.95 0.78 167.82 0.396 SPF Stud 1.5 3.5 18 8.25 28.3 1180 4.065 0.9922 2091.8 1.60 _ 1.151.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 299.68 0.77 180.690.396 SPF Stud 1.5 3.5 12 8.25 28.3 1660 4.065 0.9973 2789.1 1.80 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 316.19 0.81 135.51 0.334 SPF Stud __....._...._2 28 __.4.0. 9 9 __.43................___. ._....1...1..___._0__ 67......_.__.. _0.3...__.........._......0.25_ SPF Stud 1.5 3.5 8 8.25 28.3 2630 4.065 0.9989 4183.8 1.80 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 333.97 0.86 90.34 0.257 H-F#2 1.5 5.5 16 7.7083 16.8 3132 4.855 0.3001 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 76.29 0.059 H-F#2 1.5 5.5 16 9 19.6 3132 4.23 0.4544 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 508 1844.5 1011.45 837.57 506.18 0.60 90.61 0.089 H-F#2 1.5 5.5 16 8.25 18.0 3132 4.065 0.3479 3132.4 1.60 1.15 1.3 1.10 1,15 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 946.77 506.18 0.53 73.17 0.062 SPF#2 -1.5 5.5 16 7.7083 16.8 3287 4.855 0.3304 3287.1 1.60 1.15 1.3 1.10115 875 425 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 16 9 19.6 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 1089.25 850.16 531.23 0.62 90.81 0.085 SPF#2 1.5 5.5 18 8.25 18,0 3287 4.085 0.3750 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 73.17 0.059 SPF Stud 1.5 3.5 16 14.57 50.0 255 4.23 0.9959 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 64.76 0.47 586.43 0.779 SPF#2 1.5 5.5 16 19 41.5 935 4.855 0.9925 3287.1 1_60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 151.11 0.64 463.51 0.580 H-F#2 1.5 5.5 16 191 41.5 865 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 0.584 Page 1 D+L+S+.7E CT#14189-Betahny Creek Falls LOAD CASE (12-16) BASED ON ANSI/AF&PA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 0 1.00 Desi.n Bucklin.Factor _- �11111111111111111111111111111111111111111.1 --.__---__- Enli 0.80 =Sec8 .7.1.5 _ ... MINMIN NT _ 0,30 Constant > Section 33.7.1112=11.111=11111115 �----:_ � --- _ Cl Fb 1997 NDS MINE Cb MIIIIE=M11 Section 2.3,10 _-- Bendini Comp, Size Slze Re.._ _�0( m[ ]M = mm= _____-- B Max.Wall duration duratlo factor factor use_C_ ___ Stud Gradegsnillami© ;EI• EMI Hor.Load NOMMAILoad,d Plat:Cd Fb Eljnig Cf 1311 Cr ILIONFc.er.® E 9®�®�®per in. ®��m� _ ( rE � •si psl_ ��� M��� �M���Fb"1-fc/FcaZ 1.5 3,57 0.9963 �� �®�m 1,2200,000 IIIMMIIIIIIIIZMIIILIDIMMEMM 359 37111111illECINI 0,335 MIME 1_5 ®mum 1010 3.57 0.9960 MUM .60 ® 1.1 ®' 1.15 leamm 1,200,000 Mil 506 966 MIEI 340.90 259.51 188.85 1.5 IllelliMICI 30.9 1420 3.57 0.9937 2657.8 1,60 1.15 1.1 1,05 1.15 KEIMEDIMEMI 1 200 000M11 506 966 378.09 340.90 270.48 0.79 141.63 1.5 ®mmma 28,3 1225® 0.9961 1993.4 1.60 1.15 1.1 1.05®NE31 405 800 1,200,000 506 966 449.95 311.11 0.79 158.68 H-F Stud INEEKEINEEMELEI 28.3®'® 0.9947 2657.8 1.60_ 1.15 1.1 1.05® 675 405 800_1,200,000 1,366 506 966 449 95 H-F Stud mlan ==�= 2700® 0.99663986.7 _1_80 1.15 1.1 1.05 111111111 IIIIIIIIIIII =_875Iii 800 1,200,000 1,368 449.95__�� SPF Stud ®®m�m�`' _ __ _ ____ -__ 3.57 0.9984M. 1.15 ®�® 675 MA 725 1,200,000 1,366®875.438��ME�� 0.324 SPF Stud ®® 18 �®'' 1000 3.57 0.9918 1.15 ®1.05® 875 m 725 1,200000 1,366 531 875.438 253,97�EM 0,421 SPF Stud 1.5 1 1.60 1.5 1 1 1.05 1 15 675 425 725 200 000 1 366 531 875.438 378.09 336.17 268.57 0.80 141 63 0.358 SPF Stud 1.5 ® 16 28.3 1210 3.57 0.9932 20912 RE 30.9 1410 3.57 0 9962 8 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 0.366 SPF Stud 1.5 8,25 28_3 1690 3.57 0.9940 2789.1 .160 1.15 1_1 1.05 1.15 675 425 725 1,200000 1,366 531 875.438 449.95 388.13 321.90 0.83 119.01 0.306 SPF Stud 1.5 �� 825 28.3 2670 3.57 0.9987 4183.6 1.60 1.15 1.1 1_05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 339.05 0.87 79.34 0.236 IIIIIIIIIIIIIIIIIMIIIIIIIIIIIIIIIIIIIIIIIIII _ _ m MI= 111111111111111111111111111111 ___- MilUail®m®' mE®�' .N' 3132.4 1.60 1.15 1111 1.0 1.15 1300 1,300,000 2 o3311111MEMBIBM 1031.58 INEEZNEMONEEININICEM ®®m111111113m®® ®'' ®ME]1.15 850 KOMI 1300 1,300,000 2 03311111EMEMEIMMIMEMI 508.18 0.60 For® itEmEa ® 0.3404 IIIMMIMI® 1,10 1.15 850 m 1300 1,300,000 506 1644.5 MEKIMMmMENN 0,055 SPF#2 1.5 5.5 miga ® 0.3154 3287.1 1.60 1.15 1.10 1.15 875 m�1,400,000 531 1454.75 1484.89 1015.45 531.23 56.10 SPF#2 1.5 5.5 mm 19.6 3287® 0.4618 3287.1 _1.60 1.15 Ti'0 115 875 425 1150 1,400,000 531 1454.75 1089.25 850.16 531.23 76.47 0.071 ® 5.5 m_� 18.0 3287® 0.3678 3287,1 1.60 1.15 1,10 1.15 875 425 1150 1,400,000®�1296.30 ® � 0.052 1111111111M11111 =1111111M11 Mill -Mil 111111111111111111.111111111111111111111M SPF Stud ®rn��® 0� ®'' ®�®m 725 1,200p00�� ��m 494.93 0.727 EMINIMIIIIMMEIMUMINIMMI SPF#2 el 5.5 ���mF'4 3.57 0.9910 illillill.1111111 MEMF_1_60 ® 1.3 1.10 1.15 ICall 425 1150 1,400,000®EZE ® 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 2,033 506 1644.5 226.94 220.14 152.73 0.69 340.83 0.513 Page 1 1849�iickesaa St. ENGINEERING 5u3te 302 .M r Seattle,WA 98109 Z ._, Project- <.... __ -— „_ r ,` e d w .Date (206)' S 9GSi2 PAX: Client: Page Number: (206)286-0610 ,wS ;# (. i ' egt*** KatIP (42A- (2f,:kg) -r-. 120 NZ 2,- )(40 fu_ k Wz. (+0 I-6) = 3es '1 4- 104> 04 **: T., 710 ...... .. ___„,_ -,... 197 ea PSr 40" - g A(4 '1 )-fick -;-. lel 65,-( ,, 1c 45- ... iti. e o c ftT--e e- i P*7.- q30, 4-- 2:70.1,- 42.5 .7-- itie3S'k f"---1 z. 19P ?Er ♦ lir— nom .fes.'lb(' /e sviM t gtruriurai Engineers 1St)Nickerson St. ENGINEERING Suite 302 F t N G Seattle,WA Project: 98109I?ate: E2067 288-4512 �`twill / ,,�Q Client: S1 M f A e"L+t .4_Act L FAX:. Page Number: (206)285-06I8 P IP7-)u& A?4"•944'AC-- VAI— tf 1°15-f-- ..-- 'T' (, 1 v, .- CLAet ' 'moo . GyaS 120. _iyo,atiwo) u 10v t t : 7 -GS` I L (42. ) �. tdv luta r e I P\ lei' 1. r Lott) i . R17--1 . zis . ' ` ' S'"44, ( ::('4 -T*---- . g ,rc1 IliI.. . . . .... ... ...: . ..... z r r.„..w a_ 8 3 ' 23.34.- V i 16` 4- )5. k. , r,) 74 r tr► ' ;gt - --V: Structural Engineers • 180 Nickerson St. CT ENGINEERING Suite 302 Seattle,WA Project: I L 1 '" P6)L.L _> °W e l4'w 2�.1N.®"iC, Date: 91021, 06. (206)9285-4512 • Client: 2072 ;SX�{ ,,� 8 6DPWS W7vS Page Number: (206)285-0618 ` c Q&�_ 1 t ' - )6&.. ` 4,J �W • w 4.x.14-4 2s` rbc + {, 5 15 �2` . J [ / r V (J ,, 311" 5 2 v c ;_ { , t --t -�- X . aS z!_Y d ( / Pp-: I liz i. 7i P t , t �4, , ; .•– r -til _.. - . i MSP - = :� 4 4 q , ...._ a _.- , • 2 _.lam .� .LL 3/z. .4.-.-..--.---,- Structural Engineers !/,,,, [' Pvos t-,3_/'/J 3 — '51,� C..: T. Design Maps Summary Report Page 1 of 1 um 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°W Site Soil Classification Site Class D -"Stiff Soil" Risk Category I/II/III - averttort .',n?',--,-- � Y" 1 a £ ..,,•,f;,p, '.:.jz,. .,,,>-, . ..', .,, 1:'i.,:ti ,I'''':-:''''..-0 r..,,,!.',: ':'tir•,-.'J ',---i,- t ..,,,,,:,,,,Ar,-,,,,,,,,,,,,,,Ng,. ,--,, --,;vmpRr-,:-l--------r--5,------4-- , j 4t, j s ,z -P ;F`8rxsr t', ,t ., 1 mar o f i,- Lake Oswego I f EEr 11 a £ f ' ® ; it9c1,Y ® ham / i .-,..?;;;.{,-.':.',...1,.:,: i>!4,0..', E 1 C r T atitt• i4E a $� u *OM 1f � 0 Ma ttuest S USGS-Provided Output Ss = 0.972 g SMS = 1.080 g Sos = 0.720 g Si = 0.423 g SMi = 0.667 g Soi = 0.445 g For information on how the SS and S1 values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. MCEit Response Spectrum Design Response Spectrum 0 02 1.10 0,80 0,00 0.02 000 0,64 0.7"fi 0. ii 0.00 cas a.ss f A 040 1 Oita 072 042 0,24 0.22 t+10 0.11 0.00 #, 0. 0.00 0.20 0.40 0.4ZOO 1.00 1.20 1.40 1..00 1.20 ZOO 0,00 0.20 040 0.00 010 1,00 1..20 1,40 1.50 1.00 ZOO YID Period, (foci 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#14189: Plan 4B Step# 2012 IBC ASCE 7-10 1. RISK CATEGORY TYPE= II Table 1604.5 Table 1.5-1 OCCUPANCY CATEGORY 2. IMPORTANCE FACTOR IE= 1.00 Section 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo. Engr. S.C.= D Section 1613.3.5 Section 11.4.2/Ch.20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec. Spectral Response Ss= 1.10 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec.Spectral Response S,= 0.50 Figure 1613.3.1(2) Figure 22-2 Latitude= Varies N Longitude= Varies W N/A (Or by ZIP code) (Or by ZIP code) http://earthquake.usgs.qov/research/hazmaps/ http://earthquake.usqs.qov/desiqnmaps/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) Fv= 1.50 Figure 1613.3.3(2) Table 11.4-2 Sims= Fa*Ss SMS= 1.17 EQ 16-37 EQ 11.4-1 SMI= Fv*S1 SM,= 0.75 EQ 16-38 EQ 11.4-2 SDs=2/3*SMS SDs= 0.78 EQ 16-39 EQ 11.4-3 SD,=2/3*SM, SD,= 0.50 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= 0 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= 0 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 Flo- 3.0 N/A Table 12.2-1 14. Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 15. Plan Structural Irregularities - No N/A Table 12.3-1 16. Vertical Structural Irregularities - No N/A Table 12.3-2 17. Permitted Procedure Equiv. Lateral Force - Table 12.6-1 Page 1 J 2012 IBC EQUIV.LAT.FORCE SHEET TITLE: 2012 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 CT PROJECT#: CT#14189:Plan 4B SDs= 0.78 h„ = 19.00(ft) SDS= 0.50 X = 0.75ASCE 7(Table 12.8-2) R= 6.5 Ci= 0.020 ASCE 7(Table 12.8-2) IE= 1.0 T= 0.182 ASCE 7(EQ 12.8-7) S�= 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=Sol/(T*(R/IE)) (for T<TL) 0.423 W ASCE 7(EQ 12.8-3)(MAX.) Cs=(Sol*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 SOAR/1E) 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) h; (ft) (sqft) (ksf) (kips) (kips) Ew; *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 lst(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) DIAPHRAGM FORCES PER ASCE 7-10 SECTION 12.10.1.1 (EQ 12.10-1) Design FPX = DIAPHR. F; E F; w; E w, FPX = EF, *w, 0.4*SDS*1E*Wp 0.2*SDs*1E*Wp LEVEL (kips) (kips) (kips) (kips) (kips) Ew; Max.FPX 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 4B N-S E-W F-B S-S 2012 IBC ASCE 7-10 Ridge Elevation(ft)= 33.00 33.00ft. 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 3Sec.Gust= 120 120 mph Figure 1609 Fig. 26.5-1Athru C V asd. Wind Speed 3s Gust ,,, .93mph (EQ 16-33) Exposure= B B Iw= 1.0 1.0: N/A N/A Roof Type= Gable Gable Ps30A= 28.8 28.6.psf Figure 28.6-1 P530 B= 4.6 4.6 psf Figure 28.6-1 Ps30c= 20.7 20.7`psf Figure 28.6-1 Ps30 D= 4.7 4.7 psf Figure 28.6-1 A= 1.00 1.001 Figure 28.6-1 Kn= 1.00 1.00 Section 26.8 windward/lee= 1.00 1.00,(Single Family Home) A*Kn*i 1___ Ps=A*Kzt*I*Pa30= (Eq.28.6-1) pse= 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) Pso= 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 1.00s 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 per28.4.4 per28.4.4 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-W) V(E-W) 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 I 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 Ar= 605 Ar= 1109 9.7 17.7 V(n-s)= 8.86 V(e-w)= 17.28 kips(LRFD) kips(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 413 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-W) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Roof - 19.00 19.00 0.00': 0.00 0.004 0.00 6.34 6.34 10.14 10.14 I 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(ns)= 0.00 V(e-w)= 0.00 V(ns)= 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(NS)(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(ns)= 5.81 V(e-w)= 10.65 kips(LRFD) kips(LRFD) kips(ASD) kipsSASD) 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 4B SHEATHING THICKNESS tsheathing = 7/16 NAIL SIZE nail size= 0.131 dia.X 2.5"long STUD SPECIES SPECIES= H-F or SPF SPECIFIC GRAVITY S.G. = 0.43 ANCOR BOLT DIAMETER Anc. Bolt dia.= 0.625 ASD F.O.S. = 2.0 SHEARWALL TYPE Table 4.3A Seismic Table 4.3A Wind 7/16"w/8d common V seismic V s allowable V wind V w allowable (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) -- 0 1 0 1 P6TN - 150 150 150 150 P6 520 242 730 339 P4 760 353 1065 495 P3 980 456 1370 637 P2 1280 595 1790 832 2P4 1520 707 2130 990 2P3 1960 911 2740 1274 2P2 2560 1190 3580 1665 N.G. 10000 4650 10000 4650 GYPSUM THICKNESS tsheathing= 1/2" NAIL SIZE nail size= 1 1/4"long No.6 Type S or W' 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 48 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 SDPWS Table 4.3.4 Sum Seismic V i= 2.73 kips Sum Wind N-S V i= 3.80 kips Min.Lwall= 2.29 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pL= 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 eff. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM ROTM Unet Usum OTM RoTM Unet Usum Usum HD (sgft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (pif) (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 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 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00: 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1,00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 285 120,0 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 0.001 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 1140 82.0 82.0=L eff. 3.80 0.00 2.73 0.00 EVnd 3.80 EVE() 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 4B 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 SDPWS Table 4.3.4 Sum Seismic V i= 4.68 kips Sum Wind N-S V I= 5.81 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 p c= 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 eff C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM RPTM Unet U.., OTM RoTM Unet Usun, U,,,m HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext left 1 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 - - 0 0.0 0♦0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 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; 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 I 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00> 0.00' 0.00 0.00 0.00 0.00 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 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 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 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 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0:00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 =,0.0 0.0 1.00' 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00' 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1 00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 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=L eff. 2.01 3.80 1.94 2.73 1.00 EV,,,,„nd 5.81 EVEQ 4.67 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 4B 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 SDPWS Table 4.3.4 Sum Seismic V i= 2.73 kips Sum Wind E-W V I= 6.09 kips Min.Lwall= 2.29 ft. (0.6-0.14Sds)D+0.7 p Qe 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 Loc eff. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM ROTM Unet Usum OTM ROTM Unet Usum Usu, HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (pIO) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Front BR* 320 ;; 6.5 12.9 1.00 0,15 1.71 0.00 0.77 0.00 1.00 1.00 118 P6TN P6 263 6.14 3.12 0.52 0.52 13.67 3.78 1.70 1.70 1.70 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 9.1 1.00 0.15 1.33 0.00 0.60 0.00 1.00 1.00 91 P6TN P6 203 4.80 2.22 0.44 0.44 10.68 2.69 1.35 1.35 1.35 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 Faml* 0 0.0 0.0 1.00 0.00` 0.00 0.00 0.00 0.00 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 98 P6TN P6 217 10.94 11.43 -0.04 -0.04 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 27.1 27.1 =L eff. 6.09 0.00 2.73 0.00 EV,s;,,d 6.09 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 4B 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 SDPWS Table 4.3.4 Sum Seismic V i= 4.68 kips Sum Wind E-W V I= 10.65 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+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 eff. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM RoTM Unet Urn OTM ROTM Unet Usum Usum HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (pIO) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Front BRa* 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 0.52 0.00 0.00 0.00 1.70 1.70 - - 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 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 0.44 0.00 0.00 0.00 1.35 1.35 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 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 9.5 16.0 1,00' 0,35' 1.14 3.04 0.49 1.37 1.00 1.00 195 P6 P4 440 16.70 13.17 0.40 0.40 37.62 15.96 2.45 2.45 2.45 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 85 P6TN P6 200 10.74 7.28 0.26 0.26 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 682/3 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 -0.04 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 12,0 11.0 1.00 0,15' 0.21 1.01 0.09 0.46 1.00 0.44 614 2P4 P3 609 4.91 0.82 3.07 3.07 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 0.89 306 P4 P3 609 9.81 1.63 2.45 2.45 21.91 1.98 5.98 5.98 5.98 - - 0 'i 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -•- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1,00s 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0,0 1,00; 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00'i 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 - 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 ' 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0,00J 0.00 0.00 0.00 0.00 1.00 0.00 0 -- •- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 29.5 29.5=L eff. 4.56 6.07 1.94 2.74 EVwnd 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 JOB#: CT#14189: Plan 46 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 ► •H head = v hdr w= 132.4 plf 1.083 4i Fdrag1 eq= 191 F2 eq= 191 A Fdrag1 w= , .5 F2 ,- 425 H pier= vi eq= 118.5 p/f v3 eq= 118.5 plf P6TN E.Q. 5.0 v1 w= 263.1 p/f v3 w= 263.1 plf P6 WIND feet H total = 2w/h = 1 2w/h = 1 8.083 v Fdrag3 eq= s F4 e•- 191 feet A Fdrag3 w= 425 F4 w= 425 2w/h = 1 H sill= v sill eq= 59.6 plf P6TN mudsill 2.0 EQ Wind v sill w= 132.4 p/f P6TN mudsill feet OTM 6224 13822 R OTM 11262 8342 ‘ v UPLIFT -433 471 UP sum -433 471 H/L Ratios: L1= 3.3 L2= 6.4 L3= 3.3 Htotal/L= 0.63 f Hpier/L1= 1.54 Hpier/L3= 1.54 L total = 12.9 feet JOB#: CT# 14189: Plan 4B ID: Front Upper BA* Floor Level w dl= 150 plf V eq 600.0 pounds V1 eq = 227.9 pounds V3 eq = 372.1 pounds V w= 1330.0, pounds V1 w= 505.1 pounds V3 w= 824.9 pounds ► ► v hdr eq= 66.1 p/f A H head= v hdr w= 146.4 p/f 1.083 'i Fdrag1 eq= 63 F2 eq= 102 A Fdrag1 w= ,9 F2 ,- 227 H pier= v1 eq= 91.1 plf v3 eq= 91.1 plf P6TN E.Q. 3.0 vi w= 202.0 p/f v3 w= 202.0 Of P6 WIND feet H total = 2w/h = 1 2w/h = 1 8.083 Fdrag3 eq=,•• F4 e.- 102 feet A Fdrag3 w= 139 F4 w= 227 2w/h = 1 H sill = v sill eq= 66.1 p/f P6TN mudsill 4.0 EQ Wind v sill w= 146.4 p/f P6TN mudsill feet OTM 4850 10750 R OTM 5569 4125 UPLIFT -88 810 UP sum -88 810 H/L Ratios: L1= 25 L2= 2.5 L3= 4.1 Htotal/L= 0.89 4 0 4 0.4 O. Hpier/L1= 1.20 Hpier/L3= 0.73 L total = 9.1 feet JOB#:CT#14189 Plan 4B ID:Rear Upper 8823' ? '.Roof Level w dl= 150 p# 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 i v hdr eq= 68.5 plf Hl head=W vhdr= 151.9 pH H5head= W 1.083 Fdragf eq=83.7 Fdrag2 eq= 106.5 Fdrag5 eq= 106.5 Fdrag6 eq= 83.7 `'1.083 4 A Fdragi w= <,.7 Fdragf , 236.3 Fdrag5 w= •.3 Fdrag•w= 185.7 A H1 pier= vi eq= 114.1 p# v3 eq= 114.1 plf v5 eq= 114.1 H5 pier 5.0 v1 w= 253.1 p# 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 Fdragf w= 185.699 Fdragl w=236.3 Fdrag7eq= ,•.5 Fdrag8-• 83.7 V P6TN E.Q. Fdrag7w=236.3 Fdrag8w= 185.7 A P6 WIND v sill eq= 68.5 plf Hl sill= (0.6-0.14Sds)D 0.613 vsillw= 151.9p/ 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 v I. 4 11014 114 .. . , Hpier/L1= 1.36 Hpier/L3= 1.07 L total= 20.0 feet Hpier/L5= 1.36 __. 0.90 L reduction JOB#: CT#:14189:Plan 4B SHEARWALL WITH FORCE TRANSFER ,r ID: Front Lower LR* Roof Level w dl= 150 p/f V eq 1860.0 pounds V1 eq= 636.3 pounds V3 eq= 1223.7 pounds V w= 4180.0 pounds V1 w= 1430.0 pounds V3 w= 2750.0 pounds ► v hdr eq= 116.3 plf A H head= A v hdr w= 261.3 plf 1.083 '',V Fdrag1 eq= 259 F2 eq= 497 • Fdragl w= '=1 F2 -1117 H pier= vl eq= 195.8 plf v3 eq= 195.8 plf P6 E.Q. 50 v1 w= 440.0 plf v3 w= 440.0 plf P4 WIND feet H total= 2w/h= 1 2w/h= 1 9.083 v Fdrag3 eq= -• F4 e.- 497 feet A Fdrag3 w=581 F4 w=1117 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 116.3 plf P6TN 30 EQ Wind v sill w= 261.3 plf P6 feet OTM 16894 37967 R OTM 9431 11520 • • UPLIFT 487 1725 Up above 0 0 UP sum 487 1725 H/L Ratios. L1= 3.3 L2= 6,5' L3= 6.3 Htotal/L= 0.57 1.41 Hpier/L1= 1.54 Hpier/L3= 0.80 L total= 16.0 feet 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••'I(lbf) 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 Loadingfa't,,r"0 (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 f 2'to 18'rough width of opening per wind design min 1000 lbf for single or double portal on both sides of opening PO 4f _ ,;• opposite side of sheathing Pony " jrn wall height . - paw .: — i-3;-s:. Fasten top plate to header I \ X11" i with Iwo rows of 16d �a :. z �;: . sinker nails at 3"o.c.typ Fasten sheathing to header with 8d common or Min.3/8"wood structural 12' galvanized box nails at 3"grid pattern as shown panel sheathing max total Header to jack-stud strap per wind design. walht Min 1000 lbf on both sides of opening opposite J. height side of sheathing. r If needed,panel splice edges ti: shall occur over and be 10' ^�Min.double 2x4 framing covered with min 3/8" nailed to common blocking max n- thick wood structural panel sheathing with - within middle 24"of portal height .j. :;. 8d common or galvanized box nails at 3"o.c. height.One row of 3"o.c. g in all framing(studs,blocking,and sills) nailingis required in each typ. 9 panel edge. 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 .t._ i jack studs per IRC tables top and bottom of footing.Lap bars 15"min. jti R502.5(1)&(2). `te a V kik ,-: !f --'''k'''', Min footing size under opening is 12"x 12".A turned-down e Min 1000 lb hold-down slab shall be permitted at door openings. device(embedded into concrete and nailed Min(1)5/8"diameter anchor bolt installed per IRC R403.1.6– into framing) with 2"x 2"x 3/16"plate washer 2 0 2014 APA–The Engineered Wood Association