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Specifications tit s% (Cr !72-73 Sw bV��� RECEIVED CT ENGINEERING Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. FEB 0 3 2016 2 285.4512 (� 206.285.0818 (F) CITY OF T IGARD BUILDING ( I'e/ISIDN #15238 Structural Calculations River Terrace �o PRo ����GIN ��� Plan 4 �� : 60 1�j, Elevation B e �d Tigard, OR V 4REGoli,g ' ,Pees i-2'CO(c' 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 ENGIN E E R I N G 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 ,,";; :!:1,,,--. CT PROJECT#: CT# ...._..............._...................... ROOF Roofing I 3:51 psf Roofing-future• ' ©.0 psf 518 plywood(0 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/Meeh. ,. 1.5,E psf ROOF DEAD LOAD 15.0 PSF FLOOR .floor finish . • '"4-O;psf •NO gypsum concrete `"0.0 psf 314 plywood.(OSB) 22.7;psf joist at 12.. :, 2.5 psf Insulation ,•:,a.,;••,...--,:,,..!,._,,„1 psf (1) 1/2""gypsum ceiling' ' 2 Mise ',:,•,:i.6-:psf' .2psf . .. ..... ..... FLOOR DEAD LOAD 15.0 PSF Om 'i 2 2,.11.H: =s i ' x11 H � IR � �_ I i '•III Arh .11Mik. .�I 1 1 GT.bl • ©._. I '1•:::- 1 y I ilk Mir Vir 1 ,. ..-.I 1- I Ii I I I I._`a I I I 111111111111111111111111 ' I I I I 11111111111111111111 I I I SII 1 1 g I I I , I TR :SES AT 24" 0.C. TYP. _ m1 . I x m I ;;V:� N IA I y .� Cg I N ._ E I 0 = m I m. 1I N , N I v I n I 1 II, I r2-2•I 1 I 1 ATTIC ACCESS I m T 1 10 4:12 BOTTOMI I I layI CHORD, TYP. I 1 I m ‘43, 1 I 'i1-iIP1 I / I I ••. 1:2) 4:HDO 3XZx8 HD' • 1 MIIIIIIIIMINW- a5 -IIV HDR--- , `� 2)+. 8 HDR OK • Y RB.a4t Q 0 vir CT# 14189 2014.09.19 1/4" = 1'-0" (11x17) PLAN 4B ROOF FRAMING PLAN 1/4"-1'-0" AMERICAN MODERN S1.2 P6 t Fb d . g � ■ • r L ■ J C 1 p V �. \Imo / eP6 P6 CT# 14189 2014.09.19 1/4" = 1'-0" (11x17) PLAN 4B UPPER LEVEL SHEARWALLS 1/4"=V-0" AMERICAN MODERN e 0 - SIHD14 "' 'l ® B. "muff STHD14 y' " � � I -- -' -1 TYP. JOIST GT ABOVE 7X16 IX 22 " SPACING HERE ON 1 1 OO _ �O� GT - ABOVE Fc _ m – oI— t: € 4 O1 '_ 0 S90 S9.0 � FIXTURES r ABOVE �\ a'. C : liliop, 4 OS -Ili'. rim" D14 � [' ' ,,N 11 E-- 0p'�® 1x1 Th G. I x G. it SIM. ,, 2)2x6 HD- _ o r. .r -—--) BACKGROUND CHANG `1 Amm SEE SHEET 0 i - I Lj WO 1.75"x14" 4 LVL FB rn n 4x4 POST t:- TAIR r: zi 1.75"x14" LVL FB 1 ‘FRAMING/ 3 2 ' I a irh IUD i NEP .04 o Simi W I cV � '2 MI. o n 14" FLOOR ITRUSSES.W 19.2" O. YP. ,,,io ED TOP OF (2) 2x8 FB AT +3414 A.F.F. -3 OM 2x8 Q 16" O.C. 4ec° -• y.::: RAISED PLATFORM I0 2x4 PONY :.c.: FRAMING I ... ..II 14" A.F.F. I WALL TOP I} _l.}.:::... j +34 I-- - I 1;: • FACE OF GT ,01 `I —2x8 LEDGER o 'T GIRDER TRUSS T i ,-- 5i'.81/14 ,_.L 0- m GT TOP Al +3414" A.F.F. o ABY 4 0 1,3 I N •, I- � 2x ROOF I 1 ; I _ FIXTURES ABOVE + FRAMING 11 Ii ��m, 4 0 24" O.C. L__ I fes}. Ao I I.�vi B.b13 ((��'iJ VL FB ,, B.bll [A -I-- • c'I EXTEND FLOOR (2 2x10 HDR •• I 14x8 HU1R SHEATHING TO RIM "-- I� HDU4 r HD'4...: �i%b - e y 1 HDI-14 CHORD �� 1x14 RIM BOARD al 4x4 4x10 HDR /11 ROOF TRU"•ESA 24' 0. . �l EXTEND IP 4x1' HDR 4x4 TOP PLATE IS +9'-1" W/ACE4 j W/ACE4 ABOVE LOWER FIN. EACH SIDE 4x4 EACH SIDE FLOOR UNLESS W/AC4 NOTED OTHERWISE LACH SIDE CT# 14189 2014.10.29 1/4" = 1' D" (11x17) SEE SHEET A9 FOR LOWER LEVEL SHEARWALLS WINDOW HEADER PLAN 4B UPPER LEVEL FLOOR FRAMING HEIGHTS. 1/4"=1,-0" AMERICAN MODERN _1Uy2' 16'-3" a—10y2 STH014_ I P3 --- STHD14 STHD14 P3 71-STHD14 • I a L71. r---r J '"' I 4 j I I I / f---- CT ABOVE--\I `- Igto 1 14 I S6.0 a I� 14 0 et, 514 ex o sr coNc. sue 6 0 N VERIFY GARAGE SLAB HEIGHT1,1 1 WITH GRADING PLAN 14.-9" 3'-4" 3'-11" ® m VARIES : MIN. J —3" FROM TOP OF e um®IM STEM WALL ENTIRE SIDE ., /_STHD14 I P4 / I V Y/ STHD14•� h , 3 -12Y4" i2st aligns] L--`"_J I , FURNACE / I !with rim i 1-----; ABOVE / I iiia 11 S6.0 17 1' II 1 PLUMBING FlXTURE 56.0 r r I ABOVE •••. 1 •i t8'-0" J-12Vi"I • ,-+-4-1-7 I\-I J....-,......0..'s. e c a w L-tJ I 9)4" I-JST 0) 19.2" O.C. I �" CONC. TYPICAL r PATIO SLAB SLOPE m 1---1_ -I i 2"DN - FINISHED FLOOR P.T. 4x4 POSTID DI LII r 14' AT +0'-0" f TYP. tT1 . , k ENTIRE SIDE 3'-0" •• 3" •� __ 0 0 Na 3 6 0 Ir 1a a , QoaE D1 96.0 10 0 • 18"x24" 1'p1 2x4 PONY WALL _� CRAWL o• � J AT HIGH FDN. .4- 1-12141-t-7.-11 SPACE 1_12Vi•� I r -1 I 1 ACCESS 0 L J — T__ — — + 1 I 13" x 924" LVL 1E-3:9.)141 '_g 1 'Cl" 0 0 I 18"x18"x10" FTC. ABV 1n I / W/(2) #4 EW 1 r i 1 71P. UNO. -12Vi`I �? M. I - i� 1 m 1y4" x 924" LVL I- J 9'_3 • 11 0 _ �}._ I...1-4-118" = { S6.0 I J 1 I 1 • 4"k18" FTG. EXTENSION, TYP. 6,1 `° 18"x18" FTG. EXTENSION I 1n e t 6.0 i 1-START FRMG. / j I I 1^ 6x6 P.T. POST, ALIGN W/ o ..I -' 3" SIM. iii`; L ABOVE �� J - t to r 1 HDU4 \ -J ^� 8 i HDUm� HDU4 � HDU4 P2) 51.2 �� P3 4x4 -61@" TOP OF SLAB SLOPE 1Vi"� 3½" SLAB ' 12Vz"TOP OF 8" POST 1\13LL— STT M�VAL{ 4x4 POST 4x4 POST J— --- ® n I 1 n 3y""l 73'-1. 1 • 8.-4. � 3}i2" 2z"-o" 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 14169_PIan 4ABCD.ecw:ROOF FRMG (c)1983-2003 ENERCALC Engineering Software Description Roof Frmg_Plan 4B GT Reactions [Timber Member Information -.;ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined GT.b1 Gr.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 50 Le:Unbraced Length ft 0.00 0.00 0.00 Timber Grade las Rr,24F- Douglas FG 24F- Douglas Ar- Douglas Rr- V4 V4 Larch,No.2 larch,No.2 Fb-Basic Allow psi 2,400.0 2,400.0 900.0 00.0 900.0 Fv-Basic Allow psi 240.0 240.0 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 111 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 11 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 Shear OK O Shear OK O Shea180.0 Shear 207.0 K 0 r [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 III 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 (c)1983-2003 ENERCALC Engineering Software 14189_Plan 4ABCD.ecw:ROOF FRMG Description Roof Frmg_Plan 4B Timber Member Information 3ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined r RB.b1 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 Ar,No.2 Hem Fr,No.2 Hem Fir,No.2 Hem Ar,No.2 Level,ISL 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 LCenter Span Data II 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 r Mmax @ Center in-k 7.29 7.29 23.59 3.67 3.24 7.02 CD 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 LReactions L @ 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 4 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: s6000s Page 1 User:K-200 297,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist 14189_Plan 4ABCD.ecw:FLOOR FRMG W/FLOOR T (c)1983-2003 ENERCALC Engineering Software Description Floor Frmg Trusses_Plan 4B (1 of 2) [Timber Member Information 14 B.bl B.b2 B.b3 B.b4 B.bS B.b6 B.b7 Timber Section Prllm:7.0x16.0 4x8 LVL3.500x14.000 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 BeamDepth 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- Rosboro,Bigbeam Navel,LSL 1.55E iLevel,LSL 1.55E Han Fr,No.2 Hen Fr,No.2 2.2E Larch,No.2 2.2E Fb-Basic Allow psi 3,000.0 900.0 3,0000 0 2 ,325.0 310.0 2,315.0 325.0 850.0 50.0 850.0 Fv-Basic Allow psi 300.0 180.0 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 SawnN Sawn No Status 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 400.00 400.00 240.00 360.00 100.00 440.00 295.00 Dead Load #/ft 175.00 295.00 Live Load #/ft 125.00 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 Shear K 345.0 Shear OK 180.0 Shear OK 300.0 Shear OK 310.0 Shear OK 310.0 172.5 Shear OK 150.0 Shear OK [Reactions 11 @ 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: 5:20PM, 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:FLOOR FRMG W/FLOOR T Description Floor Frmg_Trusses_Plan 4B (2 of 2) [Timber Member Information ;ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined II B.b8 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 Hen Fr,No.2 Hen Fr,No.2 Hem Fr,No.2 Hen Fir,No.2 Douglas Fr- 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 LCenter Span Data 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 400.00440.00 440.00 80.00 80.00 80.00 125.00 Dead Load #/ft 295.00 220.00 295.00205.0060.00 205.00 Live LLoad #/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 I ReSUIts Ratio= 0.9851 0.9356 02497 0.1957 0.1203 0.3646 0.8179 Mmax @Center ink 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:Actualpsi 1,155.51,006.0 268.4 210.5 161.8 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 II @ 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 2,426.79 956.25 446.250o 315. 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 k 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 Page 1 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist 14189_l'Ian4ABCD.ePage IC1 t (c)1983-2003 ENERCALC Engineering Software Description Crawlspace Framing Plan 4ABCD [Timber Member Information ;ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined II 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- Lardi,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 il Span ft 6.00 Dead Load #/ft 165.00 Live Load #/ft 440.00 [Results Ratio= 0.9107 Mmax @ Center in-k 32.67 @ X= ft 3.00 fb:ActualPsi 1,065.5 Fb:Allowable psi 1,170.0 Bending OK fv:Actual psi 85.8 Fv:Allowable psi 180.0 Shear OK [Reactions 1 @ 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 I Deflections Ratio OK III 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 Code Code Su est Su est Su est L Ick L Ick L Ick Lick Joist b d Spa. LL DL M max V max EI L fb L fv L TL240 L LL360 L max TL deft. LL deFl. L T 360 L L9L480 L max :TL dell.TL dell;LL deft.LL deiL sizes rade width(In.) depth(In.) (In.) "-� _Lplck -e19_11_ -e--- 9 P (ps0 (DL (tt-Ibs) (Psi) (Psi) (ft.) (ft.) (ft•) (ft.) (TM•) (In,) (In,) (ft, (tt) (}t) (in.) ratio• (In.) ratio 9.5"TJI 110 1.75 9.5 19,2 40 15 2380 1220 1.40E+08 14.71 27,73 15.23 14.8014,71 0.66 0.48 13.31___ 13.45 13.31 9.5"TJI 110 1.75 - - -----___ 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 -_._0_44_ 360 0.32 _49_5 TJ1110 1.75 9.5 12 40 15 2380 1220 1.40E+08 18,61 44.36 17.82 17.31 17.31 0.79 0.56 15.57 15.73 - 9• 14 14 0 47 360 0.34 495 9.5"TJI 110 1.75 9.59.6 40 15 2380 1220. 1.40E+08 20.80 55.45 19.19 18.64 18.64 0.85-_ 0.62 - 16.77 16.94 16 77' 0.56 360 0.41 495 9,5"TJI 110 1.75 9.5 19.2 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 I 13 97 0.44 384 0.35 480 95 TJI 110 1.75 9,5 16 40 10 2500 1220'- 157E+08 17.32 36,60 1;1736 15,34 ' 16.34 0,68 0,54 15,17 14843,,,r 1'14, $; '0,46 384 0,37!' 480 5'TJI 110 1,75 9,5 12 40 10 2500 1220_ 1.5 7E+08 20,00 46,80 19M 17.N 17.98 0.75 0,60 16,69 16 34 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 0.55 384 141 486 384 0.44 480 - - ---34 ------------ 9 .5" TJI 210 2.0625 9.5 19.2 40 10 3000 13301 1.87E+08 17.32 33.25 17.32 16.30 16.30 0.68 0,54 15.13 14.81 14 81 0.46 384 0.37 480 95"TJI 210 20625 9.5 16 40' 10 3000 1330y 1,87E+081 ;-18:97'1.39,90 18.40, 17.32 '1732 '0,72•, 0.58 1608 1674 384 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 1176:3724. 17.32 00:.5449 384 0,439 480 3 480 9.5"TJI 210 2.0625 9.5 9.6 40 10 3000 1330 1.87E+08 24,49 66.50 21.8220.53 20.53 0.86 0.68 19.06 18.66 18.661 058 384 0.47 480 9.5"TJI 230 2.3125 9.5 19.2 40 10 3330 1330 2,06E+08 18,25 33.25 17.89 16,83 16.83 0.70 0.56 15.63 29 9.5"TJI 230,,, 2:3125 9;5 16 40 10 3300 1330 ,22:0066::0068 2,06 +08 19.99 39,9015 29 0 48 384 0,38 480 19.01;.: 17.89 17.89' 4 75 0.60 16 60 ,1166.151e',498, !0 51 384 0.41 ' 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 19.69 0.82 0.66 18,28 17 89 '' 17 89 0 56 384 0 45 480 9.5"TJI 230 2.3125 9.5 9.6 40 10 3330 1330_1_2.06E+08 25.81 66.50 22.54 21.21 21.21 0.88 0.71 19.69 19.27 19.27 0.60 384 0.48 480 11.875"TJI 110 1.75 11.875 19.2 40 10 3160 1560 2.67E+08 17.76 39.00 19 50 18 35 17.78 0 67 0.54 17,04 16.67 11.875"TJI 110 --- . 75 11,875' .-16 40 10 31;60 1560;+2.87E+08" ,19,47. 46:80. -:20 72 '.19,50 19.47 0 81. `0.65 18.10 ' 216 67 0 52 384 0.42 480 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 1197:5702 19,60 0,61 384 0.49 480 x;;.1712, ^0,55 384 , 0.44 480 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 0.53 460 11. 875 TJI 210 2.0625 11.875 19.2 40 10 3795 1655 3.15E+08 19,48 41.38 20.61 19.39 19.39 0.81 0 65 18.00 17.62 17.62 0.55 ---- ----- ----- ------ - ---- 1 875 TJI 210 2:0625, .11:875 i8 . 40 10 3795 .1655 3.15E+08 21.34„;:,49,65-. 13 20.61 21,90 .20 6{ 169 `ice"=111 384 0.44 480 11.875"TJI 210 2.0625 11,875 12 40 10 3795 1555[_3.15E+08 24,64 66,20 24.10 22 68 22.69L__ 0 95 0.76 28 OS PO.6Z 20 6 0 64 3384 0.47 480 64 0.52 480 11.875"TJI 210 2.0625 11.875 9.6 40 10 3795 1655 3.15E+08 27.55 82.75 25.96 24.43 24.43 1.02 0.81 22.68 22.20 22 20 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 20,03 20.03 0.63 0,67 18,59 18.20 18.20 0 310(34 0.60 384 '0.48 480 11 875 TJI 230 2.3125 11:875. 161 40 1 " :'4215 '.1655'3.47E+08,. 22,49 '149,65 ' 22 62 . 21:28'..' 2{.28;'° •➢,89 .': ',0 7 ' 57 384 0 45 480 _11:875"TJI 230 __2.3____121_11.875 12 2_19____1191__4215 1655.3.47E+08___25,97__120 24,89 23,42 23.42 0,98 0.78 211�74 21�28�21 28 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 22.93 172 384 0.57 480 11.875"RFPI 400 2,0625 11.875 19.2 40 10 4315 1480 3.30E+08 20.77 37.00 20 93 19.69 19.69 0.82 0.66 18.28 17.89 17.88. 11875"'R FPI 400' 2.0625 .11:875' 161 '40 10 4316 ;1480 ,3.30E+08.: 22.76:'ii 44.40 '22,24`, 20:93., •,'20:93 0.56 384 0 45 480 0 11,875"RFPI 400 2,06256 11,875 12 40 10 4315 1480 3.30E+08 26.28 5494.240°1 24,48 23.03 23.03 0.96 0,77 211.38 20.93 ' 20 93 0.65i 65 384 0 52 460 11.875"RFP14001 2.0625( 11.8751 9.6, 401 101 43151 14801 3.30E+081 29.381 74.001 26,37) 24,811 24.81 1.03 0.83 1 23.03 22.54, �22.54 0.70 3841 0 561 480 Page 1 D+L+S CTS 14189-Betahny Creek Fags I I LOAD CASE ( L e ) (BASED ON ANSIlAFBPA NOS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 tF Ke 1.00 Design BuckAnactor Cr 13 e 0.80(Constant)> Section 3.7.1.5 CI(Pb) Cf(Fc) 1997 NOS KcECb 0.30(Constant)> Section 3.7.1.5Bending Comp. Size Size Rep. Cd(Pb) Cb Cd(Fc) Eq.3.7-1 Cb (Va(Varies)s) > Section 2.3.100 NDS 3.9.2 Maz.WaA duration duration factor factor use psiCf Cf psi psi d pal psi pal psi psi I lbl ,Fb"(1-IGFce) Stud Grade Width Depth 9p In. Height Leld Vert.11 Hor.Sf <.1.0 Load pit Plate Cd(Fb)Cd(Fe) (Pb) (Fc) Cr Fb Fc c E ps Pb'si Fc perp' c• IclF e In. 18 R PO Pa H-F Stud 1.5 3.5 18 7.7083 28.4 1730 0.9918 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 HH-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 1,200,000 854 508 966 378.09 340.90 0.32 1.00 0.00 0.000 -F Stud 1.5 3.5 12 9 30.9 1785 0.9947 2857.8 1.00 1.15 1.1 1.05 1.15 675 405 80 1,20 000 854 508 966 378.09 340.90 340.0 1.00 0,00 0.000 HH-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 1,200,000 854 506 988 449.95 395.22 393.85 1.00 0.00 0.000 -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 1,20 00 854 506 968 449.95 395.22 394.29 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 1.15 875 405 800 1,200,000 854 506 966 449.95 395.22 393.85 1.00 0.00 0.000 SPF ,000 854 531 875.436 431.52 430.48 1.00 0.00 0.000 t1.5 3.5 18 7.7083 30.9 1320 0.9944 2091.8 1.00 1.15 1.1 1.05 1.15 875 425 725 1,200,000 854 531 875.438 378.09 SPF StudF 338.17 335 24 1.00 0 00 0 000 1 854 531 875.438 378.0g 336.17 335.24 1.00 0.00 0.000 SPF Sttud 1.5 3.5 18 8.25 28.3 1525 0.9957 2091.6 1.00 1.15 1.1 1.05 1.15 875 425 725 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 8.25 28.3 2030 0.9925 2789.1 1.00 1.15 1.1 1.05 1.15 675 425 725 0 854 531 875.438 449.95 388.13 38.67 1.00 0.00 0.000 SPF Stud 1.5 3.5 12 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 53131 875.438 449.95 388.13 387.30 1.00 0.00 0.000 H-F#2 1.5 5.5 16 16.8 3132 0.2408 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 508 1644.5 137.83506.16 0.49 0.00 0.000 H-F#2 1.5 5.5 16 7.7083 19.8 3132 0.3852 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300 000 1,271 506 1 4.5 1011.45 1837.57 506.16 0.80 0.00 0.000 H-F#2 1.5 5.5 16 8.25 18.0 3132 0.2656 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 50 1644.5 1203.70 948.77 508.16 0.53 0.00 0.000 SPF#2 1.5 5.5 16 7.7083 18.8 3287 0.2737 3287.1 1.00 1.15 1.3 1.10 1.15 675 425 1150 1,400,000 1,308 531 1454.75 1484.69 1015.45 531.23 0.52 0.00 0.000 1,308 531 1454.75 1089.25 850.16 531.23 0.82 0.00 0. 0 SPF#2 1.5 5.5 16 8.25 18.0 3287 0.3158 32971 1.00 1.15 1.3 1.10 115 875 425 1150 1,40,000 0 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 1.15 875 425 725 1,200,000 854 531 675.438 144.28 139.02 138.41 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 1454.75 244.40 235.32 234.34 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 14.5 226.94 220.14 219.80 1.00 0.00 0.000 Page 1 D+L+W CT#14189-Batahny Creek Falls I I LOAD CASE (12-13) (BASED ON ANSI/AFBPA NDS-1997 Ke 1.00 Design Bucking Factor D+L+W ) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 c 0.80(Constant)> Section 3.7.1.5 Cr KcE 0.30(Constant)> Section 3.7.1.5 Cb cries > Section 2.3.10 Cf(Pb) Cf(Fc) 1997 NDS Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fcj Eq.3.7-1 NDS 3.9.2 Max.Wei duration duration factor factor use Stud Grad- VNdth Depth Sped" Height Le/d Vert.Load Hor.Load s.1.0 Load jg Plat Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fir' Fc perp' Fc• Fce Pc fc fc/F'c lb ib/ In. In. In. ft. p0 psf pif (Fb) (Fc) psi H-F Stud 1.5 3.5 16 7.7083 28.4 1075 9.71 0.9951 1993.4 1.80 1.00 1.1 1.05 1.15 675 405 800 1,2 01,000 1,366 p 506 ps640 51si psi 5.42 psi Fb'•(1-fc/Fce) 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 1.60 1,00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 508 840 378.09 333.99 191.75 0.57 447.52 0.885 H-F Stud 1.5 3.5 12 9 30.9 1140 8.48 0.9998 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 0.65 335.64 0.577 H-F Stud 1.5 35 16 8.25 28.3 970 6.13' 0.9943 1993.4 1.80 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 508 840 449.85 384.87 246.35 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 1.80 1.00 1.1 1.05 1.15 875 405 900 1,200,000 1,388 506 640 449.95 384.87 271.43 0.71 271.03 0.500 H-F Stud 1.5 3.5 8 8.25 28.3 2355 8.13 0.9981 3966.7 1.80 1.00 1.1 1.05 1.15 875_ 405 800 1,200,000 1,368 506 840 449.95 384.87 299.05 0.78 180.69 0.394 SSPF Stud 1.5 3.5 18 6 30.9 700 8.46 0.9115 PF 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 1.15 875 425 725 1,200,000 1,386 531 761.25 515.42 415.53 269.21 0.65 376.78 0.577 91.8 1.60 1.00 1.1 '1.05 1,15 875 425 725 1.200,000 1,368 531' 761.25 378.09 328.30 177.78 0.54 447.52 ogle 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 1,368 531 781.25 378.09 328.30 214.29 0.65 335.64 0.587 SPF Stud 1.5 3.5 16 8.25 26.3f 960 8.13 0.9970 2091.8 1.80 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,386 531 761.25 449.95 376.35 243.81 0.65 381.37 0.577 SPF Stud 1.5 3.5 12 8.25 28.311 1405 8.13 0.9952 2769.1 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,386 531 761.25 449.95 376.35 267.82 0.71 271.03 0.490 SPF Stud 1.5 3S 8 8.25 28.3 2320 8.13 0.9958 4183.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 446.95 378.35 294.60 0.76 180.89 0.383 H-F#2 1.5 5.5 16 7.7083 18.8 3132 9.71 0.3906 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 1378.83 969.91 506.18 0.52 152.58 0.119 H-F#2 1.5 5.5 16 9 19.8 3132 8.48 0.5743 3132.4 1.80 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 1.80 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 18.8 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 0.8033 3287.1 _ 1.80 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 1089.25 806.08 531.23 0.66 181,23 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 2,083 531 1265 1298.30 884.89 531.23 0.60 148.34 0.118 SPF Stud 1.5 3.5 16 14.57 50.0 70 8.48 0.9957 2091.8 ' 1.80 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#14i#11# 0.979 SPF#2 1.5 5.5 16 19 41.5 660 9.71 0.6941 3287.1 1.60 1.00 1.3 1.10 1,15 875 425 1150 1,400,000 2,093 531 1285 244.40 233.80 108.67 0.48 827.02 0.766 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 2,033 508 1430 226.94 219.02 96.97 0.44 927.02 0.796 Page 1 D+L+W+.5S CTM 14199-Betahny Creek Falls I LOAD CARE � (12-14) � (BASED ON ANSI/AF&PA NOS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor I D+L+W+812 Cr 0.80(Constant)> Secion 3.7.1.5 Ci(Fb) Cf(Fc) 1997 NDS KcE 0.30(Constant)s) > Section 3.7.1.5 Bending Comp. Size Size Rep. Cd(Pb) Cb Cd(Fc) Eq.3.7-1 Cbt (Varies) > Section 2.3.1. NDS 3.92 Max.Wa9 duration duration factor factor use Stud Grade VVIdth Depth Spacing Height Le/d Vert.Load Hor.Load <.1.0 Load t'g Plate Cd(Pb)Cd(Fc) CI Cf Cr Fb Fc perp Fc E Pb' Fc perp' Fc• Fce Fc fe tc/F'c tb In. In. in. 7. pit Pal Pit (Pb) (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 28.4 1095 9.71 0.9962 1993.4 1.60 1.15 1.1 1.05 1.15 875 405 800 1,200,000 1,366 506 968 515,42 441.22 278.10 0.63 376.78 0,599 966 H-F H-F Stud 1.5 3.5 12 9 30.9 765 8.48 0.9996 1993.4 1.80 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 508 9 30.9 1150 8.46 0.9969 2857.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200 000 1,386 506 968 378.09 340.90 219.05 0.64 335.84 0.584 1,366 506 966 449.95 395.22 250.18 0.63 381.37 0.5 H-F Stud 1.5 3.5 12 8.25 28.3 1445 8.13 0.9959 2857.8 1.60 1.15 1.1 1.05 1.15 675 405 600 1,200 000 1,366 66 50606 986 449.95 395.22 275.24 0.70 271.03 0511 H-F Stud 1.5 3.5 8 8.25 28.3 2390 8.13 0.9980 3988.7 1.80 1.15 1.1 1.05 1.15 875 405 800 1,200,000 1,388 506 966 449.95 395.22 303.49 0.77 180.69 0.408 SPF Stud 1.5 3.5 16 26.4 531 875.438 515.42 431.52 274.29 0.64 379.78 0.589 SPF Stud 1.5 3.5 18 7.708080 3 30.9 1760 8.46 0.9988 2091.8 1.60 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1,39.71 0.9935 2091.8 1.80 1.15 1.1 1.05 1.15 675 425 725 1,200,000 80 531 875.438 378.09 338.17 193.02 0.57 447.52 0.689 SPF Stud 1.5 3.5 12 9 30.9 SPF Stud 1.5 3.5 16 8.25 28.3 1975 8. 278.1 1.130 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 217.14 0.65 335.64 0.577 13 8. 0.9944 0 99 2 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 0.84 381.37 0.588 SSPF 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 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 272.38 0.70 271.03 0.503 PF Stud 1.5 3.5 8 8.25 28.3 2380 9.13 0.9922 4193.6 1.60 1.15 1.1 1.05 1.15 875 425 725 1,200 000 1,388 531 875.438 449.95 388.13 299.68 0.77 180.89 0.396 593 4 60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 508 506.18 0.49 152.58 0.119 H-F#2 1.5 5.5 16 7.7083 1644.5 9 19.8 3132 8.48 0.5437 3132.4 1.80 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2 033 508 1011.45 1837.57 508.18 0.80 18123 0.178 H-F#2 1.5 5.5 18 8.25 18.0 3132 8.13 0.4100 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1844.5 1203.70 946.77 506.18 0.53 146.34 0.124 SPF#2 1.5 5.5 16 16.8 3287 9.71 0.3872 3267.1 1.80 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89531.23 0.52 152.58 0.114 015.45 SPF#2 1.5 5.5 18 7.7083 19.8 3287 8.46 0.5595 32871 1.50 1 15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1089.25 1850.18 531.23 0.62 181.23 0.169 SPF#2 1.5 5.5 18 8.25 18.0 3287 8.13 0.4342 3287.1 1.80 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 0.58 148.34 0.118 SPF Stud 1.5 3.5 16 14.57 50.0 70 8.46 0.9955 2091.9 1.80 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1,366 531 875.438 144.26 139.02 17.78 0.13 NNW 0.979 SPF#2 1.5 5.5 18 19 41.5 880 9.71 0.9914 3297.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 108.87 0,45 927.02 0.786 H-F#2 1.5 5.5 18 19 41.5 600 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 1844.5 228.94 220.14 96.97 0.44 927.02 0.798 Page 1 D+L+0+.5W CT#14199•Batahny Creek Falls I LOAD CASE I (12.18) Ke 1.00 Design Buckling Factor (BASED ON AN51/AFBPA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3,7,1 c 0.80(Constant)> Section 3.7.1.5 D+L+BtWIZ KcE 0.30(Constant)> Section 3.7.1.5 Cr Cb (Varies) > Section 2.3.10 Bending Comp, Size Size Rep. Cf(Pb) Cf(c) 1997 NDS P Cd(Fb) Cb Cd(Fc) Eq.3.7-1 Stud Grade Width Depth Spadng Height Le/d Vert.Load Hor.Load NDS.1.0 2 Lo d a Pllate�Cdr(Fb)Cd duration factor r Cf factor use Cr CfFb Fc,perp Fc E Pb' Fc perp' Fc• Fce P c fc tc/F'c Ib Ib/ M. In. In. ft. plf psf (Fb) (Fc) psi psi psi psi psi pal psisl H-F Stud 1.5 3.5 16 7.7083 26.4 1335 4.855 0.9935 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,388 506 966 515. 42 441.22 339.05 0.77 188.39 Fb'(1-f psi 0.403 H-F Stud 1.5 3.5 16 9 30.9 970 4,23 0.9923 1993.4 1.80 1.15 _1.1 1.05 1.15 675 405 - 800 1,200,000 1,366 506 968 378.09 340.90 248.35 0.72 223.76 0.470 H-F Stud 1.5 3.5 12 9 30.9 1380 4.23 0.9976 2657.8 1.60 1.15 1.1_1,05 1.15 675_ 405 800 1,200,000 1,366 506 968 378.09 340.90 262.86 0.77 187.82 0.403 H-F Stud 1.5 3.5 16 8.25 28.3 1195 4.065 0.9960 1993.4 1.80 1.15 1.1 1.05.1.15 875 405 800 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 26.3 1680 4.065 0.9990 2857.8 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 6 825 28.3 2885 4.085 0.9999 3988.7 1.80 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,388 506 966 449.95 195.22 338.41 0.68 90.34 0.287 OFF Stud 1.5 3.5 16 7.7083 26.4 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 30.9 965 4.23 0.9970 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 245.08 0.73 223.78 0.468 SPF Stud 1.5 3.5 12 9 30.9 1370 4,23 0.9990 2789.1 1.80 1.15 1.1 1.05 1.15 675 ' 425 725 1,200,000 1,386 531 875.438 378.09 338.17 280.95 0.78 167.82 0.398 OFF Stud 1.5 3.5 18 8.25 28.3 1180 4.065 0.8922 2091.8 1.60 1.15 1.1 1.05 1,15 675 425 725 1,200,000 1,386 531 975.438 449.95 388.13 299.68 0.77 180.69 0,396 SPF Stud 1.5 3.5 12 8.25 28.3 1660 4.065 0.9973 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 318.19 0.81 135.51 0.334 SPF Stud 1.5 3.5 8 8.25 28.3 2630 4.065 0.9989 4183.6 1.80 1.15 1.1 1.05 1.15 875 425 725 1,250,000 1,366 531 875.438 449.95 388.13 333.97 0.86 90.34 0.257 H-F#2 1.5 5.5 18 7.7083 16.8 3132 4.855 0.3001 3132.4 1.60 ' 1.15 1.3 1.10 1.15 950 405 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 19.8 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 1644.5 1011.45 837.57 506.18 0.60 90.61 0.089 H-F 02 1.5 5.5 16 8.25 18.0 3132 4,085 0.3479 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 508 1844.5 1203.70 946.77 506.18 0.53 73.17 0.062 SPF#2 1.5 5.5 18 7.7083 16.8 3287 4.855 0.3304 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 76.29 0.057 SPF#2 1.5 5.5 18 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 16 8.25 18.0 3287 4.065 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 1296.30 945.38 531.23 0.56 73.17 0.059 SPF Stud 1.5 3.5 16 14.57 50.0 255 4.25 0.9859 2091.8 1.00 1.15 1.1 1.05 1,15_ 675 425 725 1,200,000 1,368 531 875.438 144.26 139.02 64.76 0.47 586.43 0.779 SPF#2 1,5 5.5 18 19 41.5 935 4.855 0.9925 3287.1 1,80 1.15 1,3 1.10 1.15 875 425 1150 1,400,005 2,083 531 1454.75 244.40 235.32 151.11 0.64 463.51 0.580 H-F#2 1.5 5,5 18 19 41.5 885 4.855 0,9970 3132.4 1.80 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 0.64 463.51 0.594 Page 1 D+L+9+.7E CT#14189-Betahny Creek Falls I LOAD CASE I (12-18) I (BASED ON ANSIIAFBPA NDS-1997) SEE SECTION: 2.3,1 2.3.1 2.3.1 3.7,1 3,7.1 Ke 1.00 Design Sucldln•Factor D+L+8+EI1.4 Cr c 0.80 Constant > Section 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NOS KcE 0.30(Constant)> Section 3.7.1.5 Cd(Pb) b Cd(Fc) E9. Cb (Varies > Section 2.3.10 Bending Comp. Size Size Rep. ( ) .7-1 NDS 3.9.2 Max.Wall duration durado factor factor use Stud Grad Width Depth Spaclm Height Lent Vert.Load For.Load 4.1.0 oad a Plat Cd(Fb)Cd(Fc Cl Cf Cr Pb Fc perp Fc E Pb' Fa erp' Fa• F$I Psi i tciF c �I Fb"(1-fclFce) In. In. In. ft. pit psf plf (Fb) ( ) P pN Pa psi palpalpsiP H-F Stud 1.5 3,5 16 7.7083 28.4 1415 3.57 0.9983 1993,4 1.60 1.15 1.1 1.05 1.15 875 405 800 1,200,000 1,366 506 966 515.42 441.22 359.37 0.81 138.53 0.335 H-F Stud 1.5 3.5 18 9 30.9 1010 3.57 0.9980 1993.4 1.80 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,386 508 968 378.09 340.90 256.51 0.75 188.85 0.430 H-F Stud 1.5 3.5 12 9 30.9 1420 3.57 0.9937 2657.8 1.80 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,388 506 968 378.09 340.90 270.48 0.79 141.63 0.364 H-F Stud 1.5 3.5 16 8.25 28.3 1225 3.57 0.9981 1993.4 1.60 1.15 1,1 1.05 1.15 675 405 800 1,200,000 1,368 508 986 449.95 395.22 311.11 0.79 158.68 0.378 H-F Stud 1.5 3.5 12 5.25 28.3 1710 3.57 0.9947 2657.8 1.60 1.15 1.1 1.05 1.15 875 405 800 1,200,000 1,366 506 988 449.95 395,22 325.71 0.82 118.01 0.315 H-F Stud 1,5 3.5 8 8.25 28.3 2700 3.57 0.9986 3988.7 1.80 1.15 1.1 1.05 1,15 675 405 800 1,200,000 1,388 506 986 449.95 395.22 342.66 0.87 79.34 0.244 SPF Stud 1.5 3.5 16 7.7083 28.4 1395 3.57 0.9954 2091.8 1.60 1.15 1.1 1.05 1,15 875 425 725 1,200,000 1,366 531 875.438 515.42 431.52 354.29 0.82 138.53 0.324 SPF Stud 1.5 3.5 16 9 30.9 1000 3,57 0.9916 2091.8 1.60 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1,386 531 875.438 378.09 338.17 253.97 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 1,368 531 875,438 378.09 338.17 268,57 0.80 141.63 0.358 SPF Stud 1,5 3.5 18 8.25 28.3 1210 3.57 0.9932 2091.6 1.60 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1,386 531 875.438 448.95 388.13 307.30 0.79 156.68 0.368 SPF Stud 15 3.5 12 8.25 28.3 1690 3.57 0.9940 2789.1 1.60 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1,356 531 875.438 449.95 388.13 321.90 0.83 119.01 0.306 SPF Stud 1.5 3.5 8 825 28.3 2670 3,57 0.9987 4183.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,00 1,386 531 875.438 449.95 388,13 339.05 0.87 79.34 0.238 H-F#2 1.5 5.5 16 7.7083 16.8 3132 3.57 02844 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 1031.58 508.18 0.49 58.10 0.044 H-F#2 1.5 5.5 18 9 19.8 3132 3.57 0.4405 3132.4 1.80 1.15 1.3 1.10 1.15 650 405 1300 1,300,000 2,033 506 1844.5 1011.45 837.57 508.18 0.60 78.47 0.075 H-F 92 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 1203.70 948,77 508,18 0.53 64.26 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 16 9 19.6 3287 3.57 0.4618 32871 1.80 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 76.47 0.071 SPF#2 1.5 5.5 16 8.25 18.0 3287 3.57 0,3878 3287.1 1.80 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 1.15 875 425 725 1,200,000 1,366 531 875.438 144.28 139.02 72.38 0.52 494.93 0.727 SPE 92 1.5 5.5 16 19 41.5 3.57 0,9910 3287.1 1E0 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 0 H-F#2 1.5 5.5 16 19 41,5 1020 1454.75 945 3.57 0.9939 3132.4 /50 1.15 1.3 1.10 1 15 850 405 1300 1,3 0,000 2,033 506 1644.5 226.94 220.14 152.73 0.89 340,83 0.513 I Page 1 - / E N G $ N E E R EEt. 180 ckerson S f .141. Seattle,WA 1 - _ { .., Date 95164 • X: Client Page Humbert (2FA06}285-0618 Ilt_43: A 000, P5r ' I*4) ( t )C` V— fl$142) Or" PUtV (244.-)(4,5*-1*) -.=120 tat -- 2- t t ik ) - 3 =- j alp ......Q.k. - (016) 24 ':-'--. 1St> IAP .5t2 e g a rkg pV 140.4 --,-; rp -,/›.. - 20-elpo — /S701:1Sr er - 1St- Lo.-r-- grA/47061-15)-00:7] ..-...;- if70 le S4 -40 (15Y( r-40--4,5-f.it,‘ 4.4- 44. fo eoc k l'03,____r_f__MN.0 i 91-;.-. (1.30 +. 2:704- 416 .-.7._ itoits. ottwoitmr..„.. ., v.- .1=. 1,.,87-, f"-----1 a ,1.:_ 3,s P k *,:-- 2. ibi 13*(‘ spre. rZi X Structo ref Engineers • 180 Nickerson St . T E N C, 1 N E E R iN i Suite 302 Seattle,WA A tC Project: 11/P NRDate: (206 85-4 5 T 2 J ` - 46 4 71 `t'P'IQ ✓ •Page Number (206)285-0618 Client: r '2' pervA f .. 2. • e3 - . W G ", i 14 ' \.! .6j FMS+, 1 „T41-0'-‘€ 1 s 1 t� =—.': ;= f w tCt. . S «-. , i - = P _ 4 S'- i F > x ,, > i A i -F - E t 4' p ` �� L • £ ? -,: . k } i2. s • g x TM h F { y f 'j'y�- I x , i //jj k J j Ttr • ))((�j1 f t � beillk , 7 «3 e-s ;F9 � t� i, Y ,-T i v-1-.4.„--t..4„--i----;;L-:..--4----•••£-:;-• 7 KK p 'n' .' £ i tIL € I. .� .w .. .._ 1 r. r Citi �` , . r--','-r1-17: j.• ; -,•it: , • : - 1 , i i- -. t p z' : ` 4 *t' v-4 ,4;4 Structure!Engineers « C T E N.,.,: I N E E R I N G 180 Nickerson St. Suite 302 I. �p(�'�1 //�� Seattle,WA Project: frVw L .. "7 ‘2,1)65 + 20:. I), 4:,, Date: f��'�. r76. �j 98109 �{ n,� /� 'A (206)285-4512 Client: 2072 ..6e../,9-006 �d/Pvvs ws Page Number: (2 6)285-0618 ; Tzb---rm , : )6,,.__,.. ,__,,15, q� 4d t ••I -- t 1- t -i-- --t--'' * ' r— r- —_ tel'.: 1 _ i ' L ' F L ' ,/ ' ,f • 1� L ' t 24S - &i i+� h ye — .. _ _ I .e�Q'' •/7� r I,�.S �� ' i -. , VI�-- Imo/; ' .......91172).. - _ ]� 4 t _, , • - _- 1 tqu) i -- - !•ice • • t Yfi ' yy i q•-+ I t 1 F -- -ate` 7f/ .k t ..k 1 _• r . _ r+I 1 -: - - '--• .. ..a--'1,-..i,--:. ( _tor: al , ty'•V'�'1 R ..- .....__ t -T r _ i 1 T t •--., , .._.-L_� '-it i 1 1 t il• s L - —�Z i t _ ( j A E F J2�Z • fes— - _ u ALL,-4.,:: t r. "is 3 i :: • L L. 1. alt _ , ` � • ti a , n a—. • Structural Engineers Df'c t 4--,3.6,4; 3 ` I •, i I - & I . 1. .�Y • Design Maps Summary Report Page 1 of 1 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 ati f. i ate. ` � �,• vet 1 # tAiltottri �0 -`� ,€ . if, v Celt � ` � st , b r > , fi , r t r � -M t+. ;. '. .. .,,.• USGS-Provided Output Ss = 0.972 g Scs = 1.080 g Sos = 0.720 g = 0.423 g SM: = 0.667 g Soi = 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 0,14 010 1.10 - - 4. 72004 tura Apo r 4L5$ ct.Ao 0.24 0.22 Lig Oil 010 17000.00 3 0.00 020 0..40 0.44 0.00 1,06 1.20 1.0 I.Ca 00 ZOO 0,00 0.20 0.40 0.0 WI. Leo Lle LIS i 1.00 LSO 2.00 . Periods (sec) Pouilo4 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 S1= 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.usds.qov/research/hazmaps/ http://earthquake.usqs.qov/designmaps/us/application.php 6. Site Coefficient(short period) Fe= 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 SM'=F°*Si SMI= 0.75 EQ 16-38 EQ 11.4-2 Sps=2/3*SMS SDs= 0.78 EQ 16-39 EQ 11.4-3 SDI=2/3*SM1 SD1= 0.50 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= D Table 1613.3.5(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC, = D Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC= D .. Max. Max. 11. Wood structural panels - - - N/A Table 12.2-1 12. Response Modification Coef. R= 6,5 N/A Table 12.2-1 13. Overstrength Factor Do= 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 - N/A - -=--..,` Table 12.3-2 17. Permitted Procedure Equiv.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 4B Sos= 0.78 h„ = 19.00(ft) Sp,= 0.50 x 0175 ASCE 7(Table 12.8-2) R= 6.5 Ci= 0 O2O'ASCE 7(Table 12.8-2) IE= 1.0 T= 0.182 ASCE 7(EQ 12.8-7) Si= 0.50 k '1 ASCE 7(Section 12.8.3) TL h,ASCE 7(Section 11.4.5:Figure 22-15) Cs=Sos/(RITE) 0.120 W ASCE 7(EQ 12.8-2) Cs=So,I(T*(RITE)) (for T<TL) 0.423 W ASCE 7(EQ 12.8-3)(MAX.) Cs=(Sod*TO/(TZ*(RITE)) (for T>TL) 0.000 W ASCE 7(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7(EQ 12.8-5)(MIN.) Cs=(0.5 S1)/(RITE) 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) Cvx = *hjk wx *hxk DESIGN SUM DIAPHR. Story Elevation Height AREA DL iv; wI LEVEL Height (ft) h;(ft) (sqft) (ksf) (kips) (kips) Et , *h;k Vi DESIGN Vi Motif - 119.001 19 00 1'140 O 022 25.08 476.5 0.58 2.73 273 2nd i! 8.00 00;11 1100 1100! .02 08;; 30.8 338.8 0.42 1.94 4.68 1st[base) 11.00 ``OAOI 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; Fp.= EF; *w„ 0.4*Sos*IE*w,, 0.2*SOS*IE*Wp Ew; FPx Max. F„ Min. LEVEL (kips) (kips) (kips) (kips) (kips) Roof 2.73 2.73 25.1 25.1 3.90 2.73 7.80 3.904 90 2nd 1.94 4.68 30.8 55.9 4.79 2.58 9.58 0.00 1st(base) 0.00 0.00 0.0 55.9 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 NS E-W F-B S-S 2012 IBC ASCE 7-10 Ridge Elevation(ft) 33.00 3100 ft. Roof Plate Ht.= 19.00 19.00 Roof Mean Ht.= 26.00 28.00 ft. - Building Width= 22.0 50;0;:ft. V uft. Wind Speed 3 s.c.ou.t 120 120 mph Figure 1609 Fig. 26.5-1A thru C V asd. Wind Speed 3 sec,G0.t_ ,;: mph (EQ 18-33) Exposure=;" =B B Iw= 10 1,0- N/A N/A Roof Type= .Gable Gable'.. Ps3OA 28:6 •= 28.6 psf Figure 28.6-1 P3308 4:$ 4.6 psf Figure 28.6-1 P830 20:7 20.71 psf Figure 28.6-1 Ps30o 4.7 '4'7ipsf Figure 28.8-1 A 10 1.00 Figure 28.6-1 Krt 1.00 1.00' Section 26.8 windward/lee 1.00 1.00:(Single Family Home) "Krt*I 1 1 Ps=X"Kzt*I*P.30= (Eq.28.6-1) PSA= 28.80 28.80 psf(LRFD) (Eq.28.6-1) PsB= 4.80 4.80 psf (LRFD) (Eq.28.6-1) Psc = 20.70 20.70 psf (LRFD) (Eq.28.6-1) POD= 4.70 4.70 psf (LRFD) (Eq.28.6-1) Ps A.ndc...r.g.= 24.7 24.7 psf (LRFD) Pae and Day..s.= 4.7 4.7 psf (LRFD) a= 3 3 Figure 28.8-1 2a= 6 6 width-2"2a= 10 38 MAIN WIND-ASCE 7-10 CHAPTER 28 PAwidthRT 2factor roof-> (Areas NS1,)00' Areas(E-W) (NS) (E-W) Wind(N-S)(LRFD) Wind(E-W) (LRFD) 1.00' 1.tl0 150 16 psf min. 16 pet min. width factor 2nd-> 1,00 1.00 wind(LRFD)wlnd(LRFD) DIAPHR. Story Elevation Height A A A A LEVEL Height hi ft " B c o AA AB Ac AD per 28.4.4 per 28.4.4 WIND SUM WIND SUM O 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 18.00 4.0 48 0 40 0 48 0 152 0 6.3 10.1 3.63 3.63 6.54 6.54 2nd 8.00 11.00 11.00 9.5 114 0 95 0 114 0 361 0 3.3 7.8 5.23 8.88 10.73 17.28 1st(base) 11.00 0.00 0.00 0 0.00 0.00 AF= 605 AF= 1109 9.7 17.7 V(n s)= 8.66 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 4B SEE SEAW RAPID SOLUTION SPREADSHEET AND INSERT VALUES BELOW Wind(E-W) Min/Part 2(Max.) Min/Method 1(Max.) MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(N-S) Wind(N-S)(LRFD) Wind(E-W)(LRFD) DIAPHR. h Elevation Height Vi DESIGN ) V(E-W) Vi(N-S) V(N S) Yr(E-W) V(E-W) LEVELHeight (ft) hi(ft) Vi(N-S) V(N-S) (E Roof - 19.00 19.00 00; 000 0100: 0.00 634 634 10.14 10.14 2nd 8.00 11.00 11.00 0;00 000 ? 0.00'j 0.00 334 9.68 7.60 17.74 1st(base) 11.00 0.00 0.00 V(n-s)= 0.00 V(e.rp 0.00 V(na)= 9.68 V(e-w)= 17.74 kips kips kips(LRFD) kips(LRFD) DESIGN WIND-Min./Part 2/Part 1 ASD Wind(N-S)(LRFD) Wind(E-W)(LRFD) Wind(N-S)(ASD) Wind(E-W)(ASD) 0.6*W 0.6*W DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN V(UM 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) 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(nap 5.81 V(e-w 10.65 kips(LRFD) kips(LRFD) kips(ASD) kips(ASD) Part 1 Base Shear 0.0 Part 2 Base Shear = 0.0 ratio ratio Page 1 SHEET TITLE: SDPWS SHEARWALL VALUES PER TABLE 4.3A CT PROJECT#: CT#14189:Plan 4B SHEATHING THICKNESS tshealhing= 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) I (for ASD) (for ASD) -- 0 1 0 1 P6TN 150 150 ' 150` 150 P6 520 242 •730 339 P4 760 353 1065 495 P3980 456 1370 637 P2 1280= 595 ' 1790 832 2P4 ' 1520 7072130' 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.V1/ 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: LATERS(frOnttO ba!k-up/down) CT PROJECT#: CT# AL,N 14189:Plan 4B Diaph.Level: Roof Panel Height 8,ft. Seismic V I= 2.73 kips Design Wind N-S V I= 3.80 kips Max.aspect3..5'SDPWS Table 4.3.4 Sum Seismic V I= 273 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 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. EQ E.Q.UQ. E.Q Ondd Wind Wind Wind a„, HD x. Wall ID T.A. Lwall LDL eft C 0 w dl V level V abv.V level V abv. 2w/h vi Type Type (P'� (kip-ft)O (kip-ft) (kip) (kip) ( TM) RD net d M(kip-ft) (kip) (kip) (kip) (sqft) (ft) (ft) (WO (kip) (kip) (kip) (kip) p (p Ext lift 1 298 22 0 '22 0 1 00 D 15, 0.99 0.00 0.71 0.00 1.00 1.00 32 P6TN P6TN 450 5.72 0.00 10 00 0.00 0.00 0.00 20.00 0.00 0.00 0 00 Ext left :; 0 0 0 0 D 1 00 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- ERt, left 3;x 272 ,20 0 22 0 1 06 0 15 0.91 0.00 0.65 0.00 1.00 1.00 33 P6TN P6TN 455 5 22 0.00 10.00 0.00 0.00 0.00 10.00 0.00 0.00 000 o 0 0 0 0 1:00 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0 '- "- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 :0 0 1.00 0 00' 0.00 0.00 0.00 0.00 1.00 0.00 o: "- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 :p 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 o D 0 0 1:0(1 0 fl0 0.00 .0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 O 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 0 0 0 0 0 `100 0 00; 0.00 0.00 0.00 0.00 1.00 0.00 0'- '- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 j 0 0 0 0 1.00 "0 00 000. 0.00 0'00 0.00 1.00 0.00 0- Ext right 285 0 0 35 0 1;00 015; 0.95 0.00 0.68 0.00 1.00 1.00 34 P6TN P6TN 48 5.47 8 5.47 18 56 0.56 .68 -0 68 0.60 20.50 0.77 0.77 -0.68 68 Ext right 0 „ 0 0 a 0 0 1.00 0 00; 0.00 0.00 0.00 0.00 1.00 0.00 0- -- _ 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 0 0.00.47 10.00 0 00 0.00 0.00 22.50 0.00 0.00 0 00 • 0 0 0 0 0 .1•:00 0 00; 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0' 0 0 0 0 1"00 11 00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- "- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O ' 0 0 0 0 1 00 0 00= 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 F 0 0 0 0 1,00 0 00 0.00 OM 0.00 0.00 1.00 0.00 0- "-" 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 ? 0 0 0 0 1.00 0 00, 0.00 0.00 0.00 0.00 1.0D 0.00 0 '-- - 0 00.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.000 0.00 0.00 0.00 1.00 0.00 0''- -- 0 0.00 0.00 0.00 0.00 0.0o 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--' '- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 dgiopmmm 0,': 0 0 , Q 0 '1;,00 0 00. 0.00 0.00 OM 0.00 1.00 0.00 0-- ""- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 lInneViaMC0'; 0 0 0 0 ,x1:00 0 00: 0.00 0.00 0.00 0.00 1.00 0.00 0: "- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 D 0 1.00 0 00 0.00 0.00 0.00 0.00 1.00 0.00 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„ 1e:00 0'00; 0.00 0.00 0.00 0.00 1.00 0.00 0'-' "- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 0.00 000 0.00 0.00 © 0 0 O 0 1:00 0 00! 0.00 0.00 0.00 0.00 1.00 0.00 0 '- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 iglImmtti!iligiltiiiplE0' 0 0 0 0 1 00 0 001 0.00 0.00 0.00 000. 1'00 0.00 0 '- '.- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0, 0 0 0 0 1;,110 0 b0, 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 f 0 0 0 0 .1.00 .0.00{ 0.00 000. 0.00 0.00 1.00 0.00 00: --- .... 1140 82.0 82.0=Leff. 3.80 0.00 2.73 0.00 EV,„„d 3.80 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 48 Diaph.Level: 2nd ............._.... Panel Height 8 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. per SDPWS-2006 (0.6-0.14Sds)D+0.7 p Qe 0.6D+W 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. U E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL of. C o w dl V level V abv. V level V abv. 2w/h vi T Type ROTM yp v i OTM U net sum OTM ROTM (Jost Liam Liam HD (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (plf) (pif) (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 9n 5.0 8 0 1.00 0.16 0.31 0.16 0.22 1.00 1.00 77 PBTN 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 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 b b 0 b 1.00 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0-_ Uk! 0.00 0.00 0.00 0.00 1.00 0.00 p__ - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 1;00 :0.00 0.00 0.00 0.00 0.00 1.00 0.000--. 4 b 0 0 b 1.:00 a:n0 0.00 0.00 0.00 0.00 1.00 0.00 0__ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 O 0 1OD O,Op, 0.00 0.00 0.00 0.00 1.00 0.00 0 _„ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 D 0 a a 1 00 a.OQ' 0.00 0.00 0.00 0.00 1.00 0.00 0-_ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 b 0 n 0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0_- 0-_ 0 0.0o 0.o0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext Hght 58 5 n zd 5 i-;bD 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 5.5100 0.00 0.00 0.00 0.00 0 -0.63 -1.40 -0.00 0.00 1.21 Ext right 0 0 6 b 0 1Ob Ob ' 0.00 0.00 0.00 0.00 1.00 0.00 0-- Ext right 492: 42 0 %22 0 'i.00 0.151 00 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 -10 .05 a; o b o a 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- • 0; O 0 0 0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 p ._ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Oi 0 0 0 0 1x00 0,00,'': 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0. 0 0 1.00 0.00: 0.00 0.00 0.00 0.00 1.00 D.00 p__ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 • 0 0,0 0 0 1.00 OOD' 0.00 0.00 0.00 0.00 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' 00 0.0 ; b 0 • 1.00 0,00` o.00 0.00 0.00 0.00 1.00 0.00 p_- --- 0 00.0000 00.0000 00.0000 00.0000 00.0000 00.0000 00.0000 00.0000 00.00 0' 0 0 r.i 0 0 1,ao O.00 0.00 0.Oo 0.o0 0.00 1.00 0.00 o - _-_ 0 0.00.o0 0.00.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0 0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0__ _ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 b O Y0 0 0 °1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- _-_ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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.o0 0.o0 0.00 0.o0 1.0o 0.00 p __ _ 0 0.00 0.00 0.00 0.o0 o.00 0.00 0.00 0.00 0.00 a 0 0 0.0 1.00 0.00 0.00 0.00 0.o0 0.00 1.00 0.00 0-_ -_ 0 O.00 0.00 0,00 0,00 0,00 0.00 0,00 0,00 0.00 -- 0 o.00 OM OM OM OM OM OM OM OM 1 00 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4; 0 0 D 0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0,00 0 -- 0 0 0 0 0 '1.00 • 0,00: 0.00 0.00 0.00 0.00 1.00 0.00 0- _ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 • 0 " a,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 0 0.0 0,0. 1.00 000: 0.00 0.00 0.00 0.00 1.00 0.00 0-_ -_ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1100 77.5 77.5=L eff. 2.01 3.80 1.94 2.73 1.00 EV wind 5.81 EVEQ 4.67 Notes: denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: ERAL E-W{8Ide to-.side-left/right) CT PROJECT#: CT#14189:Plan 4B Dlaph.Level: Roof Panel Height riTili11011F1 ft. Seismic V i= 2.73 kips Design Wind E-W V I= 6.09 kips Max.aspect.10143A 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 pi= 1.00 Table 4.3.3.5 Wind Wnd E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wnd Wind Max. Wall ID T.A. Lwall LDL eft C o w dl V level V abv.V level V abv. 2w/h vi Type Type v i OTM ROTM Unet Usum OTM ROTM 1J 51 Usum U.um HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (pit) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) FrOnt yBR., 320 6529 1 1 00. 015: 1.71 0.00 0.77 0,00 1,00 1,00 118 P6TN P6 263 8.14 3.12 0.52 0.52 13.87 3,78 1,70 1,70 1.70 0 00 0 0 1 0D (100 0,00 0.00 0,00 0.00 1,00 0.00 0-- -- o 0.00 0,00 0,00 0.00 0A0 0,00 0.00 0.00 0.00 1:11,Frbnt Bath* 251 6 8 91 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 (� Ob 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 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 f=ront Fam1*. 4 y 0 0 0 fi 1 00, 0 D4; 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 Froht Fam2* 0 D 0 0 D 1 00 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0- 0 0,00 0.00 0.00 0,00 0.00 0.00 0,00 0,00 0.00 .,. 0 0 0 0 0 1'.00 0.00; 0.00 0.00 0,00 0.00 1.00 0.00 0-- -- 0 0 0 0 0 1 00 0 00 0.00 0.00 0,00 0.00 1,00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 frit Dirt 0" 0 0 U 0 1.00 b 00 0.00 0,00 0.00 0.00 1,00 0,00 0-- -- 0 0,00 0.00 0.00 0,00 0.00 0.00 0,00 0,00 0.00 0 0,00 0.00 0,00 0,00 0.00 0.00 0,00 0.00 0.00 I"rpt Kif"s 0 0 0 .0 0 1 00 0 Oo„ 0.00 0.00 0,00 0.00 1,00 0.00 0--- -- 0 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0 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 0A0 D D D 1 00 8 1� o,00 om om o.o0 1.00 0,00 0 - 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 ob` 0.00 0.00 0.00 0.00 1,00 0.00 0 -- -- 0 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 KOMONMIT0 0 0 0 0 ,1"00 D 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 44ROMWMCW4OMONWONgg o,00 0.00 aoo 0.00 1.00 0.00 0--- -- 0 0,00 0,00 0,00 0.00 0.00 o.o0 0,00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext dart; 0 0 D A 0 1 00 0 D0 0.00 0.00 0.00 0.00 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 i0 0 1 0o D 00; 0.00 0.00 0.00 0.00 1,00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0 0 100 0 00 0,00 0,00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0,00 0.00 0. 0 o : ':,0 0 1 00 D 00 0.00 0.00 a00 0.00 1,00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 `' 0 0 'D 0 1 000 00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 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 gq 0 0 0 D 0 1:00 0.00 0.m 0,00 0.00 0.00 1,00 0,00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 `: b 0 0 0 1,0,0 0 00' 0.00 0.00 0.00 0.00 1,00 0.00 0-- -- O.f 0 0 0 0 1.00 0 00 0.00 0.00 0.00 0.00 1,00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 MWW0kWAEAMMCMUNINUntOi 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 1'100 D 00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 RWW4WMm0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 p 0 0 D 0 1 00 0 00 0.00 0.00 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 o! 0 0 6 0 1 O6 mi; 0,00 aoo aoo aoo 1.00 om o - -- 0 0.M 0.00 0.M 0.M 0.M 0.M 0.00 0,00 0.00 0: 0.0. a0 1.00 0,00: 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 1140 27.1 27.1 =Leff. 6.09 0.00 2.73 0.00 EVM„d 8.09 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 1= 10.65 kips Min.Lwall= 2.57 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 'EQ. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall Logy off. C o w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM ROIM Unet Usum OTM ROTM Unet Usum Usum HD (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (Pit) (pit) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Front BRa* 0' 0.0, 0 0. 1:00"0. 00: 0.00 0.00 0,00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.52 0.00 0.00 0.00 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* 0" 0.0 .o.o ..1.00';4:0.00: 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.,,.:i.,:9.6.'.:'.'..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..'...OA) 1-.00 0.00 0.00 0.00 0.00 0.00 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:.2.,.0.0.: 1.00 -0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext BR2/3 0 0 0 .:::::-.0.0 t.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 1.000 00, 0.00 0.00 0.00 0.00 1.00 0.00 0 - --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 ' ::0.0' 0.0, 1:00 .C..0.00`. 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ` - - .0 C1.0 , 0.T:-'1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 GAR ABWP 50 2.0' .11.0,.:....1.00 0.15, 0.21 1.01 0.09 0.46 1.00 0.44 614 2P4 P3 609 4.91 0.82 3.07 3.07 10.96 0.99 7.47 7.47 7.47 GAR'ABWP4• '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 , 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 ''?1:00. .00 , 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0. 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 . 0 0 ;.1,0 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 0.0 1. 00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.. 0.0 - 0.0 1.00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 .0.0 '1.00 x,00' 0.00 0.00 0.00 0.00 1.00 0,00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 ' 0.0 •1.00 , 0.00. 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 ,;0.0 1.00 0.00: 0.00 '0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0; 0.0 0 0 1.00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 . 1,60 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 ' 0.0 0.0 '1.00 ,-'0.00: 0.00 0.00 0.00 0.00 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=Leff. 4.56 6.07 1.94 2.74 El/wind 10.63 EVEo 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 Rlan!o ID: Front,Upper-BR* Floor Level w dl-IRUINh150; plf V eq ,770 0 pounds V1 eq= 385.0 pounds V3 eq = 385.0 pounds V w= 1 .10,,0' pounds V1 w= 855.0 pounds V3 w= 855.0 pounds — v hdr eq= 59.6 plf --► 4 H head = '' eqv hdr w= 132.4 plf _._ '1 083 Fdrag1 = 191 F2 eq= 191 "`' • Fdrag1 w= • 5 F2 •- 425 H pier= v1 eq= 118.5 plf v3 eq= 118.5 plf P6TN E.Q. iii0M10112 v1 w= 263.1 plf v3 w= 263.1 plf P6 WIND feet 2w/h = 1 2w/h = 1 H total = 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 iiIinagitiCill EQ Wind v sill w= 132.4 plf P6TN mudsill feet OTM 6224 13822 R OTM 11262 8342 UPLIFT -433 471 UP sum -433 471 H/L Ratios: L1=21114:41 L2= 6 44, L3= 343; Htotal/L= 0.63 4 ► 4 ►4 ► Hpier/L1= 1.54 410 Hpier/L3= 1.54 L total= 12.9 feet JOB#: CT#;14189: Plan 4B ID Front Upper EA* Floor Level wdl- 160 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 plf •H head= A v hdr w= 146.4 plf 1.083 . :y Fdrag1 eq= 63 F2 eq= 102 Fdrag1 w= :9 F2 - 227 H pier= v1 eq= 91.1 plf v3 eq= 91.1 plf P6TN E.Q. 3.0 v1 w= 202.0 plf v3 w= 202.0 plf P6 WIND feet H total= 2w/h = 1 2w/h = 1 8.083 y Fdrag3 eq= F4 e.- 102 feet A Fdrag3 w= 139 F4 w= 227 2w/h = 1 H sill= v sill eq= 66.1 plf P6TN mudsill 4.0 EQ Wind v sill w= 146.4 plf P6TN mudsill feet OTM 4850 10750 R OTM 5569 4125 v v UPLIFT -88 810 UP sum -88 810 H/L Ratios: ."........... ............ L1= 2.5 L2= 2.5 L3= 4.1' Htotal/L= 0.89 Hpier/L1= 1.20 ► 10.4 ► Hpier/L3= 0.73 t.L total = 9.1 feet JOB#:C T#'141$9 Plan 48 ID Rearl.pperBR23 is 'I Roof Level w dl= .150+ pit V eq 1370:0;:1 pounds V1 eq= 418.6 pounds V3 eq= 532.7 pounds V5 eq= 418.6 pounds V w=i -:i,ii3040.01 pounds V1 w= 929.0 pounds V3 w= 1182.1 pounds V5 w= 929.0 pounds v hdr eq= 68.5 p11 A H1 head vhdr= 151.9 pB head W 1,083 Fdragl eq=83.7 Fdrag2 eq= 106.5 Fdrag5 eq= 106.5 Fdrag6 eq= 83.7 IH5 ;:::1;083-',V n Fdragl w= ' .7 Fdragl, 236.3 Fdrag5 w= •.3 Fdra•:w= 185.7 A H1 pier v1 eq= 114.1 pl/ v3 eq= 114.1 plf v5 eq= 114.1 H5 pier P. vi w= 253.1 plf v3 w= 253.1 plf v5 w= 253.11 feet feet Htotal= 2w/h= 1 zwm= 1 2wm= 1 8.1 V Fdrag3= Fd- - 106.5 feet n Fdragl w= 185.699 Fdragl w=236.3 Fdrag7eq= r•.5 Fdrag -• 83.7 y P6TN E.Q. Fdrag7w=236.3 Fdragew= 185.7 A P6 WIND vsileq= 68.5pff Hl sill= (0.6-0.14Sds)D 0.6D vsill w= 151.9 p# H5 sill= ........._ 'iZ11 EQ Wind ZD i feet...._:: OTM 11073.7 24572.3 feet R OTM 13275 16216 y UPUFT -122 464 V Up above 0 0 Up Sum -122 464 H/L Ratios: ........ L1 :;3.7, L2= 40 L3= 47 L4= „ 40 L5= 37 Htotal/L= 0.40 4 v 4 1.4 ►1 104 Hpier/L1= 1.36 < I.total= 20.0 feet HpieNL3= 1.07 Hpiertl.S= 1.36 0,99;;L reduction JOB#:CT#14189:Plan 4B ." SHEARWALL WITH FORCE TRANSFER ' 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 Of •H head= v hdr w= 261.3 plf W 1.083 Fdragi eq= 259 F2 eq= 497 A Fdragl w= --1 F2 -1117 H pier= vi eq= 195.8 Of v3 eq= 195.8 plf P6 E.Q. 5.0 vi w= 440.0 p/f v3 w= 440.0 plf P4 WIND feet Htotal= 2w/h= 1 2w/h= 1 9.083 1r Fdrag3 eq= -• F4 e.- 497 feet Fdrag3 w=581 F4 w=1117 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 116.3 p/f P6TN 3.0 EQ Wind vsill 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=. :, 0,3 HtotaVL= 0.57 4 Hpier/L1= 1.54 Hpier/L3= 0.80 L total= 16.0 feet r Table 1.Recommended Allowable Design Values for APA Portal Frame Used on a Rigid-Base Allowable Design(ASD)Values per Frame Segment Minimum Width Maximum Height (in.) (ft) Shears' (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 Loadine""" (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 • per wind design min 1000 lbf 2'to 18'rough width of opening on both sides of opening for single or double portal opposite side of sheathing Pony II int wall height .:, �. Fasten top plate to header I i a c y� r� : w th two rows of 16d Y d �*i d ��n 9 z t F �. 9¢. " ",. . r sinker nails at 3"o.c.typ r 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 ;-r Header to jack-stud strap per wind design. wall Min 1000 lbf on both sides of opening opposite height r r," side of sheathing. If needed,panel splice edges shall occur over and be 10 '. Min.double 2x4 framing covered with min 3/8" nailed to common blocking thick wood structural panel sheathing with " within middle 24"of portal emaxig k ;4- height common or galvanized box nails ai 3"o.c. height.One row of 3"o.c. height , '— in all framing(studs,blocking,and sills)typ. r nailing is required in each panel edge. •4 :1 \ .•n Min length of panel per table 1 Typical portal frame construction ` Min(2)3500 lb strap-type hold-downs Min double 2x4 post(king (embedded into concrete and nailed into framing) and jack stud).Number of 1 jack studs per IRC tables Min reinforcing of foundation,one#4 bar 8502.5(1)&(2). ' top and bottom of footing.Lap bars 15'min. s' ` . E sl 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 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