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Specifications
/lit S7 O/6. - ( l ?)- Loci sc H16 cc Structural Engineers CT ENGINEERING �'yj,AY 1 l,1U 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 208.285.4512 (V) 208 285 0818 (F) 7 j r ?.•,,.,t ,FTM t"c #15238 Structural Calculations River Terrace e�,0:0 Z� Plan 4 w ' ' 60 ►� •� , eta Elevation B 4REGFANI\11,,,,,Ti ard, OR `%S22, R ` 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 ENGINE E R I NG 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"plywo .B.) 2.2'psf Trusses at 24od (O.S.c "o . 4.0'psf Insulation 1.0'psf (1)518"gypsum ceiling 2.8 psf Misc./Mech. 1.5 psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish 4.0 NO gypsum concrete 0.0'psf 3/4"plood (0-b.1)1*) 2.7'psf joist at"1 2 2.5,psf Insulation 1.0'psf (1);112"gypsum ceiling 2.2 psf Misc. 2.6 psf FLOOR DEAD LOAD 15.0 PSF 19 0 S9.1 • �1. HGF 2 2x1 HSR •',' RB.bl RB ••N .• � • l z '„ GT1 OS : .:7 t'hi { II I II II m 4 I I I 1 19 \59.1 Y L\ Y ce` Et 0 0 o I TRUSSES AT 24" O.C. TYP. Ii=; ,Q m or) 2 X 20 XN A • N a S9.1 lal a N. = f' L =cc' NI, N i ri I i 1-2- 30", I AMC I LACCESS J 0 T -- 4:12 BOTTOM I 1 CHORD, TYP. 19 r -I 1I I S9.1 i GT.b2 /-.4 7..•.r.:{T i:: �5r I� I I ,J i n i i E-? 6., 2 ♦ E GT.b3 ♦ U♦ i S. IC9 S. .. .. ♦ (2) o HDR�O T ♦♦ i 3,1x8 HD RB.aS `���r-��2z8 HDR RB.a4(2)2)(8 HDR OK Y 0 CT# 14189 2014.09.19 1/4" = 1'-0" (11x17) PLAN 4B ROOF FRAMING PLAN 1/4"=1'-0" AMERICAN MODERN • >_<S>_<S1.21. P6 L J ! C- J r I L , Fil lb--dl _ P !` _,\\ I P6-TN CD t, L 9 - 1 1 I I ! If f ;I 1 l'p Ilip 1 Q ,, �, I k_i (cali . it "m„ mum.. 6 P6 S12 CT# 14189 2014.09.19 1/4" = 1'-0" (11x17) PLAN 4B UPPER LEVEL SHEARWALLS 1/4"=1'-0" AMERICAN MODERN 18 P3 ® 56.1 ° STHD14 STHD74 �_� 1x14 OSB RIM__ B.bl _ --- � --{<� I -- � TYP. JOIST 7 16( :1 AM dab • SPACING HERE ON O GT ABOVE • GT ABOVE Hi ii AS iiit 11 I FIXTURESM"4 - 014 x l•1� �—, BIG �>:4�--__' � 1r1.. nca E- � D !R b � . 1x14 OS" SIM. \' '2)2x6 HD" o A c �r� 'i1 El-- - BACKGROUND CHANG k-- ® SEE SHEET c I L__ 1.75"x14" LVL FB 1 I_._--, '' 4x4 POST --- ` '1,\FRAMING/ 3 TAIR I 1.75"x14" LVL FB i._ _.i. \ r m 9 --r- a \ r� , A o I H I �_ r, ' 14" FLOOR'TRUSSES, 19.2" 0:1;.--�IYR ` 1 „ I °q TOP OF (2) 2x8 FB -- — 1 ¢8 F.T. AT +344" A.F.F. :illiaM• 111 2x8 @ 16" O.C. 40-POST-- '10��° / RAISED PLATFORM 2x4 PONY I r. \ FRAMING • WALL TOP I \ +3434" A.F.F. f- R +3435" \_ FACE OF GT J ' i r l rte- —2x8 LEDGER I `� GIRDER TRUSS ( .-LTS�81/14 GT TOP AT +3434" A.F.F. vN •• 111:- FIXTURES ABOVE 2x ROOF I '' vE . FRAMING t -- ®24" O.C. L— [. 0 o i /'" a A� ��_, B.b13 1L. o i= - x '€' ""14" VL FB ;I N) B.bll I � 1 �-- ( -'-1()% • EXTEND FLOOR - (2 2x10 HDR oil I 14x8 HOR SHEATHING TO RIM HDU4 e / HD'4 1•-b o ® 1 HDU4 TOP CHORD ` '1) 1x14 RIM BOARD NIV P2 ROCF TRU".ES A 24" 0. . 1111 —. I 4x4 4x10 HDR 4x1 HDR 4x4 TOP PLATE IS +9'-1" W/ACE4 L_ _ -___--- - - --- --- --- -- J W/ACE4 ABOVE LOWER FIN. EACH SIDE 4x4 EACH SIDE FLOOR UNLESS W/AC4 NOTED OTHERWISE CH SIDE 1/4" = 1'-0" (11x17) CT# 14189 2014.10. SEE SHEET A9 FOR LOWER LEVEL SHEARWALLS WINDOW HEADER HEIGHTS. PLAN 4B UPPER LEVEL FLOOR FRAMING 1/4"=1'-0" AMERICAN MODERN -1U72, 16.-3" 3-1Liy2 • STHD14- P3 / STHD14 STHD14 P3 _FSTHD14 ,1 ^ I I r_ _!II I 18 / 1 ` 6;1 a S6.1,? 4- GT ABOVE-\1 ~ 14rR® 14 S6.0 e 0 �S6.0 C.'5' 3Jr CONC. SLAB "• o i VERIFY GARAGE SLAB HEIGHT `- 47- WITH GRADING PLAN in 14.-9" 3'-4" 3'-11" 41:11 ill, 4:1217 VARIES MIN. r J -3" FROM TOP OF ~ s WALLIM STEM WALL • ENTIRE SIDE i' / 1-STHD14 e 9 P4 / STHD14 7 = J I r 12Ya 1s�alignsj u--=-J ��F RNACE / I with rim I ABOVE o I 17 L ___, PLUMBING 56.0 / FIXTURE '�, 11 ti r I ABOVE S6.0 a 177 1 1 i� I t • 16 1 - m I-�� 56.0 � / :.i 9)t" I-JST W 19.2" O.C. I - 3V. CONC. TYPICAL i H PATIO SLAB 1 I: r--1 1 SLOPE iA I T__i_________, 2^DN FINISHED FLOOR l P T 4x4 POST LII -14" AT +0'-0" ET TYP. I ,) I +-1 I 3.-94 I , ENTIRE SIDE I 1 I # i ..--ft O 0 • ® I� ® 6 o cel m 18"x24" a 'in � 56.0 xx i • CRAWL # oN T 2x4 PONY WALL I !11 AT HIGH FDN. �I, ACCESS I-12V4" SPACE 1-I-�• f +i- I I o i L}J ; i — -r- T — — — -i- n I 13'i x 9)" LVL__y_____41 3-9Y4'1 • 1-I-.--1- --".----- e o ® I GT I 18"x18"x10" FTG. ABV 7 I �W/ (2) #4 EW • -12141 , In 56.0 I r JJJ���� TYP. U.N.O. I m SIM. F-I---i t11 i i 11 'oi t L�.^_L__ 1K x 9)i' L).4. _4. J { 9.-3 4" S6.0 F1�� 7 I 4"k18" FTG. EXTENSION, TYP. gt— I - © 61 �18"x18" FTG. EXTENSION 1n `START FRMG.I �/ �6.0 -i r J,6x6 P.T. POST, ALIGN WA / G 3" SIM. , WI ABOVE I l I .. N ' L ,fit L r--- - - HDU4O HDU_4 HDU4 HDU4 8 el k P2 57.2 WC"M ;n -61" TOP OF SLAB SLOPE 11/2"1 311 I�{.UV�i.-SLAB ;n 4x4®TOP OF 8" POST4x4 POST 4x4 POST LL--- --rsTEM-wAEL - � n • n, I .L 6.-0" 1 I,1'-5Y2" 3y2-i. 13'_1^ I ! 8'-4" 113 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 II (c)1983-2003 ENERCALC Engineering Software 14189_Plan 4ABCD.ecw:ROOF FRMG 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 II 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 0.8179II 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 Reactionsill @ 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 Page 1 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist 1 (c)1983-2003 ENERCALC Engineering Software 14189_Plan 4ABCD.ecw:ROOF FRMG Description Roof Frmg_Plan 4B Timber Member Information erode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined 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 Fr,No.2 Hem Rr,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fr,No.2 Hem Fir,No.2 Level,LSL 1.55E Fb-Basic Allow psi 850.0 850.0 850.0 850.0 850.0 850.0 Fv-Basic Allow psi 150.0 150.0 150.0 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No No _Center Span Data 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 1111 @ 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 OKIII 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 Pae 1 ` User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist g 1 (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 Information 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,Bgbeam Douglas Fir- Rosboro,Bigbeam Level,LSL 1.55E Level,LSL 1.55E Hein Fir,No.2 Hem Fir,No.2 2.2E Larch,No.2 2.2E Fb-Basic Allow psi 3,000.0 900.0 3,000.0 2,325.0 2,325.0 850.0 850.0 Fv-Basic Allow psi 300.0 180.0 300.0 310.0 310.0 150.0 150.0 Elastic Modulus ksi 2,200.0 1,600.0 2,200.0 1,550.0 1,550.0 1,300.0 1,300.0 Load Duration Factor 1.150 1.000 1.000 1.000 1.000 1.000 1.150 Member Type Manuf/Pine Sawn Manuf/Pine Manuf/Pine Manuf/Pine Sawn Sawn Repetitive Status No No No No No No No Center Span Datail 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 II 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 r - uIllr @ 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 II 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 TimberBeam & Joist Page 1 111 _(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 B.b8 B.b9 B.b10 B.b11 B.b12 B.b13 B.b14 1 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 Fir,No.2 Hem Fir,No.2 Hem Ar,No.2 Hen Fr,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 Center 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 400.00 440.00 440.00 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 LLL Results Ratio= 0.9851 0.9356 0.2497 0.1957 0.1203 0.3646 0.8179II 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 111 @ 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. , 25 315.00 690.56 1 812.50 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 Timber Beam & Joist Page 1 II User:3-2003 E 97,Ver C En 1-Dec-2003 BeringSof 14189_Plan 4ABCD.ecw:TYPICAL _(c)1983-2003 ENERCALC Engineering Software Description Crawtspace Framing Plan 4ABCD Timber Member Information :ode 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 Center Span Data 0 Span ft 6.00 Dead Load #/ft 165.00 Live Load #/ft 440.00 Results Ratio= 0.9107 Mmax @ Center in-k 32.67 @ X= ft 3.00 fb:Actual psi 1,065.5 Fb:Allowable psi 1,170.0 Bending OK fv:Actual psi 85.8 Fv:Allowable psi 180.0 Shear OK Reactions 0 @ 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 Def I in -0.072 UDefl Ratio 998.0 Center Total Def I in -0.099 Location ft 3.000 UDefl Ratio 725.8 TJI JOISTS and RAFTERS code Code Code Suggest Suggest Suggest Lpick 1 Lpick Lpick I Lp{ck 1 - Joist . b I d I-Spa.1.---LL DL M max V max; El L fb Liv L TL240 L LL360� L max---,--TL deft. LL dell. L TL360 L LL480 L Max TL dell 1TL dell LL deft 1 LL deft size&grade 'width(in.)1 depth(in.)! (in.) (psi) (psf) (ftlbs) (psi) (psi) (ft.) (ft.) (ft.) I (ft.) (tt.) i (in.) (in.) (ft.) (ft.) (ft.) (in.) I ratio (in.) ratio 95 -1 TJI 110 1.75 9.5 192 40_ 15 _2380 1220: 1.40E+08_ 1471 _2773 1523 14801471 _066 048 1331 _._ 13.45 1331 044x360 032 495 TJI 1 9.5" 110, 1.75 9.5 16 40 15 2380 1220 1.40E+08 16.11 33.27 16.191 15.73 15.73i 0.72 0.52 I 14.14 14.29 14.14 0.471 360 0.341: 495 9.5"TJI 110; 1.75 9.5 12 40 15 2380 1220; 1.40E+08 18.61 44.36 17.821 17.31. 17.31; 0.79 0.58 15.57 15.73 15.57 0 52 360 0 38 495 9.5"TJI 1101 1.75 9.5 9.61 40 15 2380 1220. 1 40E+08 20 80___.55.45_,__19.19: _18 641 18.641 0.85 0.62 16.77 16.94 16.77 0.561, 360 0.41 495 9.5"TJI 110 1 9 1% 1.751 9.51 19. 21 40 10 2500 12201 1.57E+08 15.811 30.50 16.34 15.371 15.37 0.641 0.51 14.27 13.97 13 97 0.44 384 0.35 480 9.5"TJI 110 1.75 9.5 16 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 14.64 0.46 384 ' 0.37 480 9.5"TJI 110'( 1.751 9.51„ 121 40 10 2500 1220. 1.57E+08 20.00 48.80 19.11' 17.98I 17.98_ 0351 0_60 16 69 16 34 16.34 0.51:__ 384 0.411 480 9.5"TJI 1101 1.751 9.5 9.6 40 10 2500 1220: 1.57E+08 22.36 61.00 20.581 19.37 19.371 0.811 0.651 17.98 17.60 17.60 0.551 384 0.44 480 1t 9.5"TJI 2101 2.06251 9.51 19.2 40 10 3000 1330 1.87E+08 17.32 33.25 17.321 16.301 16.30 0.681 0.541 15.13 14 81 14.81. 0 4619 384' 0.391 480 480' 9.5"TJI 210 2.0625 91.5 16 40 10 3000 1330 1.87E+08 18.97 39.90 18.40 17.32 17 32 0.72 0.58 16.08 15.74 9.5"TJI 2101 2.06251 9.51 121 40 10 _ 3000 1330 1 87E+08 21 91 53.20 20_26 19 061 19.06: 0 791_ 0 641 1 17 70 17.32 17.32 0.54! 384 0.431 480 9.T-- 4 - 7 +0 -.-- 9.5'TJI 21"6:-- 2.0625 9.5� 9.6' 40 10 3000 13301 1.87E+08 24.49 66.50 21.82 20.53 20.53: 0.86 0.681 19.06 18.66 18.66 0.581: 384 0.47 480 1 1 1 9.5"TJI 2301 2.31251 9.51 19.21 40 10 3330 13301 2.06E+08 18.25 33.25 17.89! 16.831 16.831 0.701 0.561 15.63 15.29 1129 0.481 384 0.38 480 9.5"TJI 230 2.3125 9.5 16 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 2301 2.31251 9.51 121 40 101 3330 1330 2.06E+08 23.081 53.20 20.921 19.69 19.69 0.821 0.661 18.28 17.89 17 89 0 561 384 0.451. 480 9.5"TJI 2301 2.3125' 9.51 9.6 40 101 3330 13301 2.06E+08 25.811 66.50 22.54; 21.21 21.21. 0.881 0.711 19.69 19.27 18.27 0.601 384 0.481.1 480 1-- 8 -21 -- 1 17.78 0.671 17.04 16.67 16.67 0.52 384 0.42 480 11.875"TJI 110} 1.75; 11.875: 19.21 40 101 3160 1560 2.67E+08 17.78 39.00 19.50 18.351 0.541 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 10 3160 15601 2.67E+08 22.491 62.40 22.81 21.46 21.461 0.89 0.72 19.93 19.50 19.50 0.611 384 0.491 480 11.875"TJI 110' 1.751 11.8751 9.6 40 10 3160 1560: 2.67E+08 25.141 78.00 24.57 23.12 23.121 0.96, 0.77 21.46 21.01 21.01 0.66 384 0.53: 480 I --1 1_ 1 ------ -'- -- ----- ---- ---- - - -- - ---- ---- -- - r--- 11 875"TJI 210 2.06251 11.8751 1921- 40 10 3795 1655:3.15E+08 19.481 41.38 20.61 1939 1139 0.811 0.65 18.00 17.62 17.62 0.55: 384 0.441 480 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 18.72 ten 0.59 384` 0.47. 480 11.875"TJI 2101 2.06251 11.875112 12 40 10 3795 _1655 3.15E+08 24.64 6620 24 10 ?2.68122.680 0.95 0.76 21 O5 20 61 20.81 0.641 384 521 480 11.875"TJI 2101 2.0625 11.875" 9.6 40 10 3795 16551 3.15E+08 27.55 82.75 25.9-6; 24.43: 24.43 1.02 0.81 22.68 22.20 22.20 0.691 384 0.55 480 11.875"TJI 2301 2.31251 11.875 19.2, 40 10 4215 16551 3.47E+08 20.53 41.38 21.281 20.031 20.03 0.83, 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 1934 ,19 34 0.60 384 0.40 ` 480 11.875"TJI 2301 2.31251 11.8751 121__,_40 _10_ _4215 1655! 3.47E+08 25.97 66 20 24.891 23.421. 23.421__ 0.98F 0.78 21.74 21.28 21.28 0.67 384 0.531 480 -1-1-.-8-7-57---JI- T230 2.31251 -11.8751 9.6 40 10 4215 1655, 3.47E+08 29.03 82.75 26.1:11_1_ 25.23 __25.23 ____105 0.84 23 42 22 93 22.93 0.7217- 384 0.571"- 480 11.875"RFPI 4001 2.06251 11.8751 19.21 40 10 4315 1480 3.30E+08 20.77 37.00 20.931 19.69 19.69: 0.821 0.66 18.28 17.89 17.89 0.561 384 0.451 480 11,875"RFPI 400 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"R FPI 4001 2.06251 11.8751 121 40 10 14801 24.481 23.031 23.031 .961 20.93 20.93 0.651._ 384 0.521 480 11.875"R F PI 4001, 2.06251 11.8751 9.61 401 101 1 1 1 1 0 1 1 4315 14801. 3 30E+08 29.38 74.00 26.371 24 811 24.811 1 031 0.83 . 23 03 22.54 22.54 0.701 384 0.561 480 Page 1 D+L+S CT#14189-Betahny Creek Falls I LOAD CASE (12-12) (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 c _ 0.80(Constant > Section 3.7.1.5 Cr KcE 0.30 Constant > Ell NMI -Cf b [ ]- .'�-_ mum-[1 �Sectio®-=--Bending Comp. Size Size Rep.1111111111 Cd(Pb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Maax.Well duration duratio factor factor use Stud Grad: Width Depth Specie.,Height1111 Vert.Load Hor.Loa <a 1.0 Load •Plot Cd(Fb)Cd(Fc Cf Cf Cr E Pb' Fc•:r.' Fc' Mill F fc fb/ inin. in. ft. •If •sf • Fb Pc IIIMMIMINEMINIM ••- . •si . • . H-F Stud 1.5 3.5 18 7.7083 26.4 1730 0.9916 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 515.42 441.22 439.37 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 1.15 875 405 800 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 1.05 1.15 675 405 800 1 200 000 H-F Stud ®®® 8.25 28.3 1550 0.9921 1993.4 1.00 1.15 9.95 395.22 393.65 1.00 0.00 0.000 8.25 28.3 2070 0.9953 2657.8 1.00 1.15 ®1.05 1.15 675 405 800 1,200,000��� 449.95 395.22 394.29 1.00 0.00 0.000 H-F Stud 1.5 3.5 8.25 28.3 3100 0.9921 3986.7 1.00 1.151 05 1.15 675 405 800 1,200,000 854 506 986 449.95 395.22 393.65 1.00 0.00 0.000 SPF Stud 1.5 3.5 7.7083 26.4 1695 0.9952 2091.8 1.00 1.15 ®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 III SPF Stud ®®m1111•1�i,•®, 11111111110 ,'®'' �,._131111111011®®1.05®��®1,200,000 854 531 336.17�� 0.00 0.000 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 ®�SPF Stud 1 5 . 28.3 1525 0.9957 2091.8 1.00 1.15 ®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 2030 0:9925 2789.1 1.00 _1.15 ®1.05 1.15 675 725 1,200,000 854 531 875.438 449.95 388.13 386.67 1.00 0.00 0.000 SPF Stud 1.5 3.5 8 8.25 28.3 3050 0.9957 4183.8 1.00 1.15 1.05 1.15 875 425 725 1,200,000 854 531 875.438 449.95 388.13 387.30 1.00 0.00 0.000 H-F#2 1.5 5.5 16 7.7083 16.8 3132 0.2408 3132.4 1.00 1.15 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 1378.83 1031.58 506.18 0.49 0.00 0.000 H-F#2 1.5 5.5 16 9 19.6 3132 0.3652 3132.4 1.00 1.15 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 1.10 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 1.10 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 E E ®®����� ®®®�®� 425 1,400,000 1,308®1089.25®� 0.00 0.000 SPF#2 ®®m®� 3287 0.3158 3287.1 1.00 ®®1.10®® 425 1150 1,400,000 1,308®1454.75 1296.30 945.38 531.23 0.56 0.00 0.000 E ®®IIEIIIIMIMI® 0.9913111111111®1M®ME11111311®1,200,000 854®MiINEEEEIIIIIIIIIIIIEE 0.00 0.000 IIIIIIIIIIIIIIIIIMIIIIIMINIIMIIIMMIIIIIImmMIIIIIIMIIIIIIMIIIIIMIIIIIIIMIIIIIIIIIIIIMIIIIIIIIIIIIIIIIMIIIIIIIMIIIMII ---- __ E ®®m�������®®1.10 111111113111113111111E31.400,000 1,308®®® 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 i.0 T AAA aT aT aT TTT T.I.0 T TT TTi1 N 4 ) N N N N N N N N N N N N N N N N M N N N N 0 G ,,m a n naannn nnnnn cEJ TI A �� m O O O P1PPPPP m=n m N N N N N N N N N N N N N N N N N N N N N m to tp` 5 Al Q 88 N 888 8AA 0,==N== N 0 N N N 0 V V V s tG m m m N N T P m W m V� n Q�o m m V N m w N m W tNn m m W tNn tNn N m m W m W wIV o tit m NN Nm W W NN N NO W W NN G N N O N m O Ce W w w m m P W W w m m A N < r o0 NNN o.taieotN)00 0!0!!000! 0 � a x m _ o , ,mm� +wa wwt+o Na a0) ww+w a0)am n , Z O 0 00 0 0 0 0 0 O O, mip ao•4ai A(n C N r N i p W v +y422r_182!m m2 V> N N V + m +A W tD + O N A+w V '29:N +mb+m+ aWAgA mM m NNPNO mNoaro uCOLAA 4.4 TrEml+ — c+I+ n n m � 0 0 O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 T N - m 0 ncg Z 00 0 000 000 000'000 00000'0 ^3 D 00.P z I N T 1 D 0o N 000 000 'a0)NNN uae taitNNNN���N Z NrN '•�m lin o N NNN NNN 0[00)0000 000)000 N LIS. o 0 m w o N V m 0 00N 0-c v O N N N N N N N N N VS; "Ni u N N N N tan alta liii fn tNit tan u u N N ta-1 a W v,w+ tNiittiAN oo m 0 0 N o 0 o O O o N N N Oo a0 0 0-0 '9" N i m +I+ C) a o o a o 0 tom m 000000t m 2 RE 0 000 00 o!oa0oa0o 000000% 00 aQI N NN N N m 1 ++++++ ++++ C+ tE.e 4mi A W W W W W W W 0 T s W g W ONe T ONe 0 g zzzi T' p 0 1 9 G w 2"4"$, + +++ 2"4" REM?. -a. A W N m W 0 6$n o trait Nog NNUNN am0 0 0w0 mI yy N 0 0 0 N N N 0 W A A RZT 59=24 aA tttggr. am t.00ae Nto A O W O N m O N tmn ro m N N t n N m ro N w N m m) FEE EEE ww wa Wv17 mw aNaa ma mrnam — X01 + No A m O0e0W O tUpO NNOow V V V m nae -0 O W W 002S 0 A A V A.e++N ro ti W++V O r "4'41 m W N 888 OIN.m v N W N A tVit % A m O P N 745;; V Sit U A N ;47,M71; w V W V V W N W+N O V N N VN N N A tNJ ONo A W N 0o V V>N 0)o m w V A N o0 0 0 0 O O O O O N N N n o N N t J N N t n o m W A A m m W O V V V A O V N Whm D*L+W+,55 CT#14189-Betahny Creek Falls I LOAD CASE I (12.14) 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 D4-1.+W+312 c 0.80(Constant)> Section 3.7.1.5 _ ____ __ Cr KcE 0.30(Constant)> Section 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NDS Cb (Varies) > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 , NDS 3.9.2 Max.Wall duration duration factor factor use Stud Grade Width Depth Spacing.Height Le/d Vert.Load Hor.Load <.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 Po Po/ In. in. In. ft. plf psf plf (Fb) (Fc) psi psi psi psi psi psi psi psi psi psi psi Fb"(1-fc/Fce) H-F Stud 1.5 3.5 16 7.7083 26.4 1095 9.71 0.9962 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 515.42 441.22 278.10 0.63 376.78 0.599 H-F Stud 1.5 3.5 16 9 30.9 765 8.46 0.9986 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 508 966 378.09 340.90 194.29 0.57 447.52 0.674 H-F Stud 1.5 3.5 12 9 i 30.9 1150 8.46 0.9969 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 219.05 0.64 335.64 0.584 H-F Stud 1.5 3.5 16 8.25 28.3 985 8.13 0.9963 1993.4 1.80 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 250.16 0.63 361.37 0.598 H-F Stud 1.5 3.5 12 8.25 28.3 1445 8.13 0.9959 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 508 968 449.95 395.22 275.24 0.70 271.03 0.511 H-F Stud 1.5 3.5 8 8.25 28.3 2390 8.13 0.9960 3986.7 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 303.49 0.77 180.89 0.406 SPF Stud 1.5 3.5 16 7.7083 28.4 1080 9.71 0.9935 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 515.42 431.52 274.29 0.64 376.78 0.589 SPF Stud 1.5 3.5 16 9 30.9 760 8.46 0.9988 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 193.02 0.57 447.52 0.669 SPF Stud 1.5 3.5 12 9 30.9 1140 8.46 0.9944 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 217.14 0.65 335.64 0.577 SPF Stud 1.5 3.5 16 8.25 28.3 975 8.13 0.9952 2091.8 1.80 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 247.62 0.64 381.37 0.588 SPF Stud 1.5 3.5 12 8.25 28.3 1430 8.13 0.9952 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 272.38 0.70 271.03 0.503 S_._...._ 20 _._ 8754_._ 9 SPF Stud 1.5 3.5 8 8.25 28.3 2360 8.13 0.9922 4183.6 1.80 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1,388 531 875.438 449.95 388.13 299.88 0.77 180.69 0.396 H-F#2 1.5 5.5 16 7.7083 16.8 3132 9.71 0.3593 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1844.5 1378.83 1031.58 506.18 0.49 152.58 0.119 H-F#2 1.5 5.5 16 9 19.6 3132 8.46 0.5437 3132.4 1.80 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1844.5 1011.45 837.57 506.18 0.60 181.23 0.178 H-F#2 1.5 5.5 16 8.25 18.0 3132 8.13 0.4100 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 946.77 506.18 0.53 146.34 0.124 SPF#2 1.5 5.5 16 7.7083 16.8 3287 9.71 0.3872 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 152.58 0.114 SPF#2 1.5 5.5 16 9 19.6 3287 8.46 0.5595 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1089.25 850.16 531.23 0.62 181.23 0.169 SPF#2 1.5 5.5 16 8.25 18.0 3287 8.13 0.4342 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1296.30 945.38 531.23 0.56 146.34 0.118 SPF Stud 1.5 3.5 16 14.57 50.0 70 8.46 0.9955 2091.8 1.60 1.15 1.1 1.05 1.45 675 425 725 1,200,000 1,366 531 875.438 144.26 139.02 17.78 0.13 WNW 0.979 SPF#2 1.5 5.5 16 19 41.5 660 9.71 0.9914 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 108.67 0.45 927.02 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 1644.5 226.94 220.14 98.97 0.44 927.02 0.796 Page 1 D+L+S+.5W CT#14189-Betahny Creek Falls I LOAD CASE 12.18 )Ke 1.00 Desi.n Bucidin.Factor I ( I (BASED ON ANSI/AF&PA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 0.80 Constant)u Section 3.7.1.5-_�L 0.30 Constent > Section 3.7.1.5_---=���11.111111.1 �=== rgr____-__- �_(y �sec8on 23.10 ---- cam.. size __- E� ����[�Q51�7��� _�� NDS 3.9.2 Mez.Wall duration dufatlo factor factor Stud Grade Width Depth Spaan.,Height Vert.Load Hor,Load u=1.0 Load Plat.Cd(Fb)Cd(Fc Cf Cf Fc perp Fc er' in. in. In. fl. 'If ..f .If Fb Cf .si � � i fb/ H-F Stud 7.7063 26.4 1335 4.855 0.9935 1993.4Ili 1.15 ®1.05 1.15 675 405 800 1,200,000 1,366 506 .. 515.42 188.39 Fb•1-f 0.403 H-F Stud ®®� 9 30.9 970 4.23 0.9923 1993.4 1.15 1.05 1.15 675 405 800 1,200,000 1,368 506 378.09 340.90 246.35 0.72 223.76 0.470 H-F Stud ®®®IIIIIIII „,IIIIIIIII® 0.9976 ®® ®®KLEIM®1,200,000 H-F Stud 8.25 28.3 1195 4.065 0.9960 1993.4 1.60 1.15 1.05 1.15 675 405 800 1,200,000®®®506 Iffii3® 395.22®®180.69 0.406 H-F Stud ®®® 8.25 28.3 1680 4.085 0.9990 2657.8 1.60 1.15 ®1.05 1.15 675 405 800 1,200,000 1,366 506 449.95 395.22 320.00 0.81 135.51 0.343 H-F Stud 1.5 3,5 8.25 28.3 2665 4.065 0.9999 3986.7 1.60 1.151.05 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 7.7083 26.4 1315 4.855 0.9907 2091.8 1.60 1.15 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 9 30.9 965 4.23 0.9970 2091.8 1.60 1.15 1.05 1.15 675 425 725 1.200.000 1.366 531 875.438 378.09 336.17 245.08 0.73 223.76 0 466 SPF Stud ®®® gg 30.9. 1370 4.065 0 9922 209 4.23 0.9990 8.8 1.80 1,15 1.05 1.15 675 425 725 1,200,000 1,366 875.438 378.09 336.17 260.95 0.78 167.82 0.396 SPF Stud SPF Stud 1.5 3.5 12 16601 4.065 209911.05 1.15 675 425 725 1,200,000 1,366®875.438 449.95 388.13 299.68 0.77 180.69 0.396 ®_-- 1.15 1_1 1.05 1.15 675 4251 200 000 1 366 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 1.15 675 425 ®1,200,000 1,386®87® 449.95 388.13 333.97 0.86 90.34 0.257 449.95 388.13 MUM 0.81 135.51 0.334 H-F#2 1.5 5.5 16 7.7083 16.8 3132 4.855 0.3001 3132.4 1.80 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 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 2,033 506 1644.5 1203.70 946.77 509.18 0.53 73.17 0.062 SPF#2 ®®1111/1911! 3287 4.855 0.3304 3287.1 ®'' 1.15 ® ®�� 0 2 093 IMI BM M 1015.45 531.23 0.52 0.057 SP F#2 8.25 9 19.618.0 32873287 4.065 4.23 0.47500.3750 32873287.1.1 11.60.60 1.151,15 1.1.1010 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1089.25 850.16 53123 0.62® 0.085 SPF#2 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 14.57 50.0 255 4.23 0.9959 2091.8 1.60 1.15 1.05 1.15 675 425 725 1,200,000 1,386 531 875.438 144,26 139.02 64.76 0.47 586.43 0.779 SPF#2 19 41.5 935 4.855 0.9925 3287.1 1.60 1.15 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 19 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 0.64 463.51 0.594 Page 1 D+L+S+,7E LOAD CASE I (12-16) I (BASED ON ANSI/AF&PA NDS-1897) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 CV/14189-B 1.00 D Designgnk Falls I D+L+S+EIIA Ke 1.00 Buckling Factor -__ c 0.80(Constant)> Section 3.7.1.5 -- -- Cf(Fb) Cf(Fc) •1997 NDS KcE Cr 0.30(Constant)> Section 3.7.1.5 Cd(Fb) Cb Cd(Fc) Eq.3.7-1 Cb wades) Section 2.3.10 Bending Comp. Size Size Rep. NDS 3.9.2 Max.Wall duration duration factor factor use Stud Grade Width Depth Spacing Height Laid Vert.Load HocLoad u.1.0 Load gi Flak Cd(Pb), r,Fb) (Fc) psi psi psi psi psi psi psi psi psi psi psi Fb'•(1-fc/Fce) 6 Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Pb' Fc perp' Fc• Fce F'c fc fclFb fb Po/ in. in. 1Pti psf pit �i H-F Stud 1.5 3.5 i6 7.77 083 26.4 1415 3.57 0.9983 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1200,000 1288 506 966 515.42 441.22 359.37 0.81 138.53 03 35 3,5 12 9 30.9 1420 3.57 0,9937 2857.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 270.48 0.79 141.63 0.364 H-F Stud 1.5 3.5 16 825 223 1225 3.57 0.9961 1993A 1.60 1,15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395,22 311.11 0.79 158,68 00.315 .376 H-F Stud 1.5 H-F Stud 1.5 3.5 8.25 223 1710 3.57 0.9947 26572 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 5 966 449.95 395.22 325.71 0.82H-F Stud 1.5 3.5 18 8.25 28.3 2700 3.57 0.9986 3988.7 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 342.86 17934 0.244 3.5 16 7.7083 28.4 1395 3.57 0.9984 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 515.42 431.52 354.29 0.82 138.53 0.324 SPF Stud 1.5 1.5 3.5 16 9 30.9 1000 3.57 0.9918 2091.8 1.60 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1,366 531 875.438. 378.09_ 336.17 253.97 0.76 141.63 0.358 188.85 0.421 SPF Stud SPF Stud 1.5 3.5 12 9 30.9 1410 3.57 0.9962 SPF Stud 1.5 3.5 16 8.25 28.3 1210 3.57 0.9932 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200 000 1,366 531 875.438 449.95 388.13 307.30 1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 338.17 268.57 449.95 388.13 321.90�158.68 0.366 SPF Stud 1S 3.5 8 8.25 28.3 1690 3.57 08987 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 1.80 1.15 1.1 1.05 1.15 675 425 725 1200.000 1,366 531 875.438 449.95 388.13 339.05 0.87 179.34 0.238 SPF Stud 1.5 3.5 8 825 28.3 2670 3.57 0.9987 1 H-F#2 15 25 16 7.7083 16.8 3132 3.57 0.2844 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.58 506.18 0.49 56.10 0.044 H-F#2 15 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 1203.70 948.77 506.18 0.53 64.26 0.055 OFF#2 12 52 16 ' 16.8 3287 3.57 0.3154 3287.1 120 1.15 1.3 1.10 125 875 425 1150 2,093 531 1454.75 1484.89 SPF#2 1.5 55 16 7.7083 19.6 3287 3.57 0.4618 3287.1 1.80 115 1.3 120 1.15 875 425 1150 1,400,000 2,093 531 1454.75.1088,25 1015.45 850.16_ 531.23 0.62 76.47 0.071 SPF#2 1.5 5.5 16 8.25 18.0 3287 3.57 0.3678 3287.1 1.60 1.15 1,3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1296.30 945.38 531.23 0.56 64.26 0.052 SPF Stud 1.5 3.5 16 14.57 50.0 285 3.57 0.9981 2091.8 1.60 1.15 1,1 1.05 1.15 675 425 , 725 1,200,000 1,366 531 875.438 144,26 139,02 72.38 0.52 494.93 0.727 244.40 235.32 164.85 0.70 340.83 H-F#2 1.5 5.5 16 19 41.5 1945 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 11644 1644.5 226.94 220.14 152.73 0.69 340.83 05113 Page 1 • . ... 280 Nickerson St. MNIENGINEERING Suite 302 ..4 r Seattle,WA / 93109 / Project: .Date - • -- _ . - (206)265-4312 PAX: Client: Page Number: (2O )285-0628 . 010..41, , 910.00 f)51* MIS) i5or) V--. thsic. .....,, , ,,it , Flair tod-z)(1,5k is) -1--1-20 Kg_ s, eivt. (40ts vc es- ftit- \ KA- • g, 4.....,-. .11:40 Af 1111 gosagAf ...*...-^".. 2°1'6 ---re--i2- tA.14= Z/Viv+)i)-0403 it--- 4Po . *4" - , . q3a + 2-70 4- 41z5 tr"-- ifies-• I....p.-1 f 41 Ar-4c7". Zo. LW 1 14 30 seyfro-- frIl • A#b".7.- 44044 Structural Engineers 180 Nickerson St. C T ENGINEERING Butte 302 _ f� }N C. Seattle,WA t� 98109 Profen: � Date: �� J �.t�. j� (266)285-4512 Client: SI JU .T1 f i � i A"P l. . . Page Number: (206)285-6618 AI - PR trPr&. A2.4t " v-Lum ( _ t 1 ,ez_ . 3 GW~+ 'ip ' 'moo: ,IF oyv 5" q- . w Ps', 1- P -"P(' c.1.4.5.5._s s .157,D4 i,,..... 1 ..... gam.. : t M??v:;1 a itir. f 32Q2, ' i = tSS` 6//k.' ‘' 06 . -- 1)$/$11.L. �e GdO . IOD`_ ►� -�? . - 16,'` k)T tQ 5 Nom. = ` . .2k, •O'c' 14403 e- 44444c- 'S"3,0$4t. = N ,yjj�yf/� t .....i' a- $Yl,rji tf Structural Engineers 180 Nickerson St. C T ENGINEERING Suite 302 !�INC. �j Seattle,WA Projec itif' 6)1.,... 7 1 • ®0t-//++ f Date: +fl21. og. c 98109 (206)285-9512 Client: 2012 / ��° ��'8 ")5 Y-E7s Page Number: (2 6)285-0618 • 111 1 Fp 8 Int 11\ 4.)44-Pf S$" $.)k P _ t , J jet ' 1 i.,.., i -- �(� Zit i `3 . 634al • . _ a �� 2 — o �(o s, 3 I '�>'L ►5,q 124l. :_ 11,v �'_1z,2, _ 2 - Ldo• 6 __ � . r-k • • • - ,esus . ... . ;_ .� i r , ��: tl=ems . • • zo ail.60 -4i1- — 13i9.9 _ C mk.5P' • s -...'.... _ �._. • • ._. ._I _ g a ; two Z IV Itr . ,. (SAC. :, .-.1 :, ' . , ' ".'' • ; . < ..gym 21 • i . ' J („]__ 9 1, Structural Engineers Q�S (-,3 6,4 I � h� e° C� & Design Maps Summary Report Page 1 of 1 • Fims 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 ( B rton ✓� 3 ' v� - spm Jf 3 • 6 i 4 aP# t x itki ,Fa 3 'fit \ 14.7 w w j ' lake Oswego � �� '3:7 s USGS-Provided Output Ss = 0.972 g SMS = 1.080 g S°s = 0.720 g Sl = 0.423 g SM: = 0.667 g SDI = 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. MCE Response Spectrum DesignResponse Spectrum 1.10 0; 3 0,?3> 0,72 0 99 0.4s 0.77 054 0>4 040 0 53 0=40 0.44 0.12 tSt 0,24 022 0=14 0.11 0.02 b 40 0. 0.00 0,20 0.40 0.40 0.20 1.00 1.20 1.40 1..40 1.00 2,00 60000 0,20 0.40 0.40 000 1.00 1.20 2.40 1.40 1.03 2.00 P>zrP ,1(sec) Parket ? 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 Si= 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://earthq u ake.usgs.gov/research/h azmaps/ http://earthquake.usqs.qovklesignmaps/us/application.pho 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 SMS=F.*Ss SMs= 1.17 EQ 16-37 EQ 11.4-1 SM,=Fv*S1 SM,= 0.75 EQ 16-38 EQ 11.4-2 SIDS=2/3*SMS SDs= 0.78 EQ 16-39 EQ 11.4-3 SID,=2/3*SM, SD,= 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 - No 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 SDs= 0.78 h„ = 19.00(ft) SDI= 0.50 X = 0.75 ASCE 7(Table 12.8-2) R= 6.5 C,_ 0.020 ASCE 7(Table 12.8-2) 1E= 1.0 T= 0.182 ASCE 7(EQ 12.8-7) S1= 0.50 k= 1 ASCE 7(Section 12.8.3) TL= ' 6 ASCE 7(Section 11.4.5:Figure 22-15) Cs=SDs/(R/IE) 0.120 W ASCE 7(EQ 12.8-2) Cs=SD1/(T`(R/IE)) (for T<TL) 0.423 W ASCE 7(EQ 12.8-3)(MAX.) Cs=(S01*TL)/(T2*(R/IE)) (for T>TL) 0.000 W ASCE 7(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7(EQ 12.8-5)(MIN.) Cs=(0.5 S1)/(R/IE) 0.038 W ASCE 7(EQ 12.8-6)(MIN.if S1>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„„ = DIAPHR. Story Elevation Height AREA DL w; w; *h;k wX *hxk DESIGN SUM LEVEL Height (ft) h; (ft) (soft) (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 1st(base) 11.00 0.00 SUM= 55.9 815.3 1.00 4.68 E=V= 6.68(LRFD) 0.7*E= 4.68(ASD) 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;-wPx 0.4*SDs*lE*wP 0.2*SDs*1E*Wp LEVEL (kips) (kips) (kips) (kips) (kips) Ew, Fp, Max. FPX Min. Roof 2.73 2.73 25.1 25.1 3.90 2.73 7.80 3.90 2nd 1.94 4.68 30.8 55.9 4.79 2.58 9.58 4.79 1st(base) 0.00 0.00 0.0 55.9 0.00 0.00 0.00 0.00 Page 1 ASCE 7-10 WIND Part2 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 2 CT PROJECT#: CT#14189:Plan 48 N-S E-W F-B S-S 2012 IBC ASCE 7-10 Ridge Elevation(ft)= ;' 33.00 33.00 ft. Roof Plate Ht.= 19.00 19.00 Roof Mean Ht.= 26.00 26.00 ft. -- Building Width= 22.0 50.0 ft. V ult. Wind Speed 3 Seo.Gust= 120 120 mph Figure 1609 Fig. 26.5-1A thru C V asd. Wind Speed 3 Bec G nt= 93 , ,', 'mph (EQ 16-33) Exposure= B 8' iw= 1.0 10 N/A N/A Roof Type= Gable Gable Ps30A= 28.6 28.6 psf Figure 28.6-1 Ps3o B= 4.6 4.6 psf Figure 28.6-1 Ps30 c= 20.7 20.7r psf Figure 28.6-1 PS30 D= 4.7 4.7.psf Figure 28.6-1 N= 1.00 1,00': Figure 28.6-1 Kit= 1.00 1.00; Section 26.8 windward/lee= 1.00 1.00(Single Family Home) N*Krt*I : 1 1 Ps=X*KZt*I*pa3o= (Eq.28.6-1) PSA= 28.60 28.60 psf (LRFD) (Eq.28.6-1) PsB= 4.60 4.60 psf (LRFD) (Eq.28.6-1) Psc= 20.70 20.70 psf(LRFD) (Eq.28.6-1) Ps o= 4.70 4.70 psf (LRFD) (Eq.28.6-1) Ps end c average= 24.7 24.7 psf (LRFD) Ps B end 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' IMO 1.00; 0.50 16 psf min. 16 psf min. width factor 2nd-> IMO 1.00' wlnd(LRFD)wind(LRFD) DIAPHR. Story Elevation Height AA AB Ac AD AA AB A0 A0 per 28.4.4 per 28.4.4 WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) Vi(N-S) V(N-S) Vi(E-W) V(E-VV) 33.00 14.0 0 168 0 140 0 168 0 266 Roof - 19.00 19.00 4.0 48 0 40 0 48 0 152 0 6.3 10.1 3.63 3.63 6.54 6.54 2nd 8.00 11.00 11.00 9.5 114 0 95 0 114 0 361 0 3.3 7.6 5.23 8.86 10.73 17.28 1st(base) 11.00 0.00 0.00 0 0.00 0.00 AF= 605 AF= 1109 9.7 17.7 V(ns). 8.86 V(e-w)= 17.28 klps(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 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 0.000.00 0.00 0.00 6.34 6.34 10.14 10.14 2nd 8.00 11.00 11.00 0.00': 0.00 0.00` 0.00 334 9.68 7.60 17.74 1st(base) 11.00 0.00 0.00 V(n-s)= 0.00 V(e-w)= 0.00 V(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(N-S)(ASD) Wind(E-W)(ASD) 0.6*W 0.6*W DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Roof 8 11 11 6.34 6.34 10.14 10.14 3.80 3.80 6.09 6.09 2nd 11 0 0 3.34 9.68 7.60 17.74 2.01 5.81 4.56 10.65 1st(base) 0 0 0 V(n-s)= 9.68 V(e-w)= 17.74 V(ns)= 5.81 V(e-w)= 10.65 kips(LRFD) kips(LRFD) kips(ASD) kips(ASD) Part 1 Base Shear Part 2 Base Shear = 0.0 0.0 ratio ratio Page 1 SHEET TITLE: SDPWS SHEARWALL VALUES PER TABLE 4.3A CT PROJECT#: CT#14189: Plan 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) I (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 4B 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 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 eft C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM RoTM Unet Jeum OTM RoTM Unet Ueurn Usum 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 1 298 22.0 22.0 1.00 0.15' 0.99 0.00 0.71 0.00 1.00 1.00 32 P6TN P6TN 455 5.72 0 72 17.97 -0.57 -0.57 7.95 7.0 0.00 0.00 0.00 20.70 0.60 0.60 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 -- 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 455 5.22 0 22 16.34 -0.57 -0.57 7.26 6.30 0.00 0.00 0.00 19.80 0.00 0.00 0.00 9.80 -0.65 -0.65 -0.57 - 0 0,0 0,0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-" -_-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-"" --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0"- �-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 "' - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0- - . 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0"'- ---- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0"" -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 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 488 0.005.47 18.50 0.60 0.68 7.60 22.50 0.70 0.70 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--- -0.68 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 0 0.00 18.56 -0.68 -0.68 7.60 0.00 0.00 0 00 0 00 22.50 -0.77 -0.77 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 0I 0.0 0.0 1:00 0.00'1 0.00 0.00 0.00 0.00 1.00 0.00 0""- 0 0.00 0.00 0.00 0.00 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'J 0.00 0.00 0.00 0.00 1.00 0.00 0"'"- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0,00ff 0.00 0.00 0.00 0.00 1.00 0.00 0"' -- - 0 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 -- -- 1140 82.0 82.0=L eff. 3.80 0.00 2.73 0.00 E V wrnd 3.80 E V Ep 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 klps Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pt= 1.00 Table 4.3.3.5 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 eS. C p 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) (kV) (kip) (kip) (kip) (kip) p (pIf) (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 955 15.17 7 19.60 -0.21 -0.78 9.60 0.00 0.00 18.85 8.85 23.70 0.00 0.00 0.00 3.76 -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 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--" --- 0 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 1.001 0.00': 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -""- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00' 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 ""- "-- 0 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--- -- 0.000.000.00 .40 _ 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 2 0.00 0.00 0.00 1.21 0.00 0.00 0.00 2.77 5.51 -0.63 1.40 0 21 0 Ext. right ; 0 0.0 0.0 1.00 0.0 0.00 0.00 0.00 0.00 1.00 0.00 0-- 3.36 .21 -1.05 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 622 18 0 80 34.30 0.00 1.05.05 23.36 41.50 0.00.58 -0.44 1.20 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 0.0' 0.00 0.00 0.00 0.00 1.00 0.00 0 "- ---- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 ""- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 - 1.001 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -"" 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1,00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0"' '""- - 0 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 --- -- - 1100 77.5 77.5=L eff. 2.01 3.80 1.94 2.73 1.00 EVnd 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 48 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. per SDPWS-2008 (0.6-0.14Sds)D+0.7 p Qe 0.6D+W pt= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wnd Max. Wall ID T.A. Lwali Logy eff. C o w dl V level V abv.V level V abv. 2w/h (vpi0 Type Type vi OTM RoTM Unet Usum OTM ROTM U ) Usum Usum HD(ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Front BR* 320 6.5 12.9 1.00 0.151.71 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 Fam1* 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- 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 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 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 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 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 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 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 ': 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 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 EVwind 6.09 EVE0 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 klps Design Wind E-W V i= 4.56 klps Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 4.68 klps Sum Wind E-W V I= 10.65 klps Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pt= 1.00 Table 4.3.3.5 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 Lot,eff. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM ROTM Unet Unum OTM ROTM Unet Usum Usum HD (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (pIf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Front BRa* 0 0.0 0.0 1.00` 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 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 0.0 1.00 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 BR2/3 0 '+ 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 -0.04 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 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 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 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 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 29.5 29.5=L eff. 4.56 6.07 1.94 2.74 EVwind 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 4B' 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 Fdragl eq= 191 F2 eq= 191 • Fdragl w= - -5 F2 ,- 425 H pier= vi eq= 118.5 plf v3 eq= 118.5 plf P6TN E.Q. 5.0 vi w= 263.1 plf v3 w= 263.1 plf P6 WIND feet H total = 2w/h = 1 2w/h = 1 8.083 _ Fdrag3 eq= ' 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 plf P6TN mudsill feet OTM 6224 13822 R OTM 11262 8342 i • UPLIFT -433 471 UP sum -433 471 H/L Ratios: Ll= 3.3 L2= 6.4 L3= 3.3 Htotal/L= 0.63 1 o. 4 10•4 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 plf •H head= v hdr w= 146.4 plf 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 v1 w= 202.0 plf v3 w= 202.0 plf 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 plf 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= 2.5 L2= 2.5 L3= 4.1 Htotal/L= 0.89 ► 4 ►4 ► Hpier/L1= 1.20 ► Hpier/L3= 0.73 L total = 9.1 feet JOB#:CT#14189:Plan 48 ID:Rear Upper BR23`-i Roof Level wd1= 150 plf V eq 1370.0 pounds V1 eq= 418.6 pounds V3 V w 3040,0' eq= 1182.182. pounds V5 w= 418.62pounds pounds V1 w= 929.0 pounds V3 w= pounds VS w= 929.0 pounds -� v hdr eq= 68.5 p/ A H1 head=4` vhdr= 151.9 pBH5 head= 1.083 4' Fdragl eq=83.7 Fdrag2 eq= 106.5 Fdrag5 eq= 106.5 Fdra 6 eq=183.7 1.083 A Fdragl w='i$5.7 Fdragl , 236.3 Fdrag5 w= -.3 Fdra•:w= 185.7 I A H1 pier= vl eq= 114.1 plf v3 eq= 114.1 plf v5 eq= 114.1 H5 pier= 5.0 vl w= 253.1 plf v3 w= 253.1 plf v5 w= 253.11 5.0 feet feet H total= 2w/h= 1 2w/h= 1 2w/h= 1 8.1 y Fdrag3= . Fdra• - 106.5 feet A Fdragl w= 185.699 Fdragl w=236.3 Fdrag7eq= ••.5 Fdrag8e. 83.7 y P6TN EQ. 1 Fdrag7w=236.3 Fdrag8w= 185.7 A P6 WIND vsill eq= 68.5 plf Hl sill= (0.6-0.14Sds)D 0.6D vsill w= 151.9 p/f H5 sill= 2.0 EQ Wind 2.0 I. feet OTM 11073.7 24572.3 feet R OTM 13275 16216 y UPLIFT -122 464 V Up above 0 0 Up Sum -122 464 H/L Ratios: L1= 3.7 L2=P'. 4.0 L3= 4.7 L4= 4,0 L5=... 3.7 Htotal/L= 0.40 4 0 4 „ 04 „ 1. 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 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 •H head= T v hdr w= 261.3 plf 1.083 I4i Fdragl eq= 259 F2 eq= 497 A Fdragl w= '-1 F2 -1117 H pier= v1 eq= 195.8 plf v3 eq= 195.8 plf P6 E.Q. 5.0 v1 w= 440.0 plf v3 w= 440.0 p/f P4 WIND feet I-I total= 2w/h= 1 2w/h= 1 9.083 • 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 3.0 EQ Wind v sill w= 261.3 p/f P6 feet OTM 16894 37967 R OTM 9431 11520 v • 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 4 ► 0 4 O. 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) Shear (Ibf) Deflection(in.) Load Factor 8 850 0.33 3.09 16 10 625 0.44 2.97 8 1,675 0.38 2.88 24 10 1,125 0.51 3.42 Foundation for Wind or Seismic Loadinen'',dl (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 Ibf for single or double portal on both sides of opening opposite side of sheathing Pony �IllI wall height . r "�; Fasten Top plate to header i /with two rows of 16d `� tom w " sinker nails at 3"o.c.typ :a ,.:.__::_.....4. v: 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 .s Header to jack-stud strap1 wall .y Min 1000 Ibf on both sides of opening'opposite height side of sheathing. If needed,panel splice edges shall occur over and be 10' • Min.double 2x4 framing covered with min 3/8" nailed to common blocking wax "" thick wood structural panel sheathing with ` - within middle 24"of portal r.• height .',.. .,• 8d common or galvanized box nails at 3"o.c. ... height.One row of 3"o.c. in all framing(studs,blocking,and sills)typ. nailing is required in each j.: ':. \ -. " panel edge. Min length of panel per table 1 Typical portal frame kikconstruction 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,_ 1 jack studs per IRC tables top and bottom of footing.Lap bars 15°min. �� R502.5(1)&(2). t Min footing size under opening is 12"x 12".A turned-down Min 1000 lb hold-down slab shall be permitted at door openings. device(embedded into Min(1)5/8°diameter anchor bolt installed per IRC R403.1.6– concrete and nailed with 2"x 2"x 3/16"plate washer into framing) 2 O 2014 APA–The Engineered Wood Association