Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Specifications (19)
/hSTAvc ,) / 7/33- Sw cL L is p I RECEIVED ENGINEERING MAR Structural Engineers 0 9 2016 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 208.285.4512 (V) 208.285.0818 (F) CITY OF TIGARD BUILDING DIVISION #15238 Structural Calculations River Terrace �o PRo4 Plan 2610 ``'� GINF ,�1�4cu Elevation D 111Tigard, OR � �REGiNA yip -. 22,� <ck'`' Design Criteria: 2012 IBC (ORSC, OSSC) 09/17/2015 ASCE 7-10 Wind Speed: 120(ULT); 93(ASD); Kzt=1 .0 Seismic: Ss=0.972, S1 =0.423, SDC=D Roof Snow Load = 25 psf Site Class = D, Bearing = 2000 psf Client: Polygon Northwest Company 109 East 13th Street, Suite 200 Vancouver, WA 98660-3229 Ph: 360.695.7700 Fax: 360.693.4442 Architect: Milbrandt Architects 25 Central Way, Suite 210 Kirkland, WA 98033 Ph: 425.454.7130 Fax: 425.646.0945 CT ENGINEERING 180 Nickerson St. INC Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company Multiple locations in Tigard,OR DESIGN SUMMARY: The proposed project is to be single-family homes. We understand that these homes are to be constructed in multiple locations throughout Tigard, Oregon. Design parameters are as noted below: The structures are two-story wood-framed. Roof framing is primarily with pre-manufactured pitched chord wood trusses. Upper floor framing is primarily with pre-manufactured parallel chord wood trusses. Floor framing over crawlspace is primarily pre-manufactured wood joists. The foundations are to be conventional spread footings. Wind design is based on the ASCE 7-10 MWFRS (Envelope Procedure)for 120 mph ultimate wind speed, exposure category B, and with a Kzt value of 1.00. Lateral design is based on the ASCE 7-10"equivalent lateral force" procedure with Ss equal to or less than 1.10 and S1 equal to or less than 0.50 and with soil classification"D". Plywood or OSB shearwalls are the primary lateral force resisting system (R=6.5). . Foundations have been sized for Class 4 soils as defined in IBC 1806.2. Codes considered; 2012 IBC, and currently adopted ORSC and OSSC. • SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT# : CT# ROOF Roofing- 3.5;psf Roofing-future 0.0 psf 518"plywood (O.S.B.) 2.2 psf Trusses`at 24"0.c. 4.0j psf Insulation 1.0 psf (1) 5/8"gypsum ceiling 2.8 psf Misc,/Mech. 1.5 psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish 4.0'psf NO gypsum concrete 0.0'psf 3/4"plywood (O.S.B.) 2.7 psf joist at 12" 2.5'psf Insulation 1.0'psf (1) 1/2"gypsum ceiling) 2.2'psf Misc. 2.6''psf FLOOR DEAD LOAD 15.0 PSF SEE SHEET A7 FOR ROOF FRAMING OVER GARAGE y 2�x8 HDR 1I 2 2x8 HDR =Mr* RP.dl RB.d2 I ,� r, 4 0 a_ u , rm.., ry u W of \:::.:.::.::: I 0 • II I I I ! U q CS op 1 WIN ROOF TRUSSES AT 24" O.C. 1W. a;}v I 1 I mTo v 1= IN j E221-1x.31);1 [ ATI1C II LACCES J ! � - ♦etb GT.d3 2 o M° 4:12 BOTTOM • �/ GT I ♦ CHORD, TYP. T i 1 .. ♦ 1 I U_ E-4 • • GT a Gn.1 t- 41 • ' Et ID ♦ I .> a ♦• I• r i Ti 1 H / �� 1 `♦ b L.., ' f 1 ♦ o f �� - 0 ♦ `� o • a ip . o ice'; RB.d5 .. � ao ♦ (2)2x8 HDR RE.d6 • { 1 . (2)2x8 HDRx(2)2 c8 HDR (2)2x8 HDR 1 0 IV PLAN 2610D ROOF FRAMING PLAN 1/4"=1'-0" FRENCH REVIVAL P4 /CS16 CS16 A f/ r • L 1 r •• I 1 V I Lu 1 j 0 i CO I- co EL }- Z Z j WASHER DRYER I I_ I j Ur c7-‘-\7--,f . L 0. 0, `' 1 f i Ji i G )i T ® ! ■ MST37 8 MST37 1 57.2 PLAN 2610D UPPER LEVEL SHEARWALLS 1/4"=1'-D" FRENCH REVIVAL P3 STHD14 F- r —1 GABLE END TRUSS B.dl -----p--------- 1 DR A 4x 4X12 HDR —1 i MANUFACITURED ROOF /• t TRUSSES AT 24" O.C. T ® _, w I ® ¢,i a I I 22 x30e i o P6TN I ArnI C I G I-ACCESS J I I --I :I: P4 8 Si CS16 2P3 CS16\ / -,STHD14 I. B.d2 3.5X14 BIG BEAM -- �' r: X -4 T t P4 w w /STHD14 !,STHD14 i 111 1 I a co f r( a o !_1 Ii 1 � ® t J�- i m O - I lk /1., x ,-r I 0 � zILI • X xe r f GT ABOVE1 t a oE --�•• C.',...4inI, 1 _C X CO 1Cc , S p- { i POST 2 LVL FB Eli_ °q Z I , 1- , I 0 0I in' 2 L--- ,- I Ti / 1 co --39 X Iii ..- ,` o a II Ist L---- -1 STAIR I J Z I i\FRAMING/ -.3 —Q X � ,�liti -x • _C ..I 1 \\ / I 3 U (1'1&l I 1 Fc M 7 SCI \ / w Q Z LI i I I 1 / �7 \ / i a Q II ' I J _iC P \ / icr � LU ec q 14" FLOOR TRUSSES / 19.2" O.C. 1'. m: / \ I m -./ 0 / \ W J C(3 C.11 C 13 6 b i \ > LI- ±- L _ ` _I D / \ J F- >b n 0131 /B rJ8\ I W J W a. :�1 01 73 J f.— - -- W W NSI oo I --I ire:c S 1' .'7 X f4 .: s > r > ec GT ABOVE �a 61 _i I �I 0 LLJ opo ..�-GT ABOVE GT ABO VE D X= HC I No. " 1I vNI W i T-__ h D;_ FIXTURES 1 t r 1 - IN m ABOVE I I `, ?£(2i) 8HDRE �3o=GLT ABOVE 1 DIXa W Fi.dy CD 2x ROOF 1NN „:.,_ 1(:-.,,,,,-- ,... FRAMING III — —1I 'ai ' NC _ �,� N o � GT ABOVE n X.1-4-FB-B. J 41X4(min)1, X III C\INw 9 '� J N - 1_ 6141VL Epm__ B"d12 Q STICK FRAME V /, 1 1_�_��_�_ 11 I ` Mr ® 24" O.C. J ONI `a a • FlL4F"- HDU8" K FRAME - ' B.cTI9 RIM BOARD-2,,\ 24" aC. 10 HDR 471) All 22'-0" 3'-10Y" 16'-3" 1'-70Y" P3 i i 1STHD14 e --el J__ A r 7 31' CONC. SLAB '^ OVER 4" FREE DRAINAGE MATERIAL o ® OVER COMPACTED FILL t VERIFY GARAGE SLAB HEIGHT io WITH GRADING PLAN > 1- b I -16" I 4 ' a0 M 31' CONC. o , e PATIO SLAB -1a" ce 1 0 SLOPE I 2"DNI at o ,6 '-3" I-7"I 1'-91 6" STHD14 8-1y2 .. 4'-0" 7-232 1 O 'y4 �- -- ___ ____ VARIES : MIN. -3" FROM TOP OF I -I �M WALL o CO j � ;STHD14`' � i "'> O I I 1 -12 V4" STHD14 N .r--1^ J I N_ 10 A 1II r \ L--"L-fT I I- I fes- r- I -3. Z -r I I I .11 7 I 1 1 FURNACE"--_J N - I e 1 ABOVE I - r I In I ti r ® I FIXTURE ABOVE- I W 1 1 1- 1 i I ' ♦---I- I N CDI � r S T o I- I 'r-1` -' z + II b +1.-- i I- I I ,L� vI- J, r 1& M CRAWL ` O J FINISHED FLOOR °' I N SPAC '4CCESS—}. L{ AT +0'-0" I / r1 , I1, 1 Tf — a----+ I : J; LIJ L, FTG. i I L�J 1 30">130"X1 0"FTG. 2'-B" 3'-9Y47 I / In ! WI(E4)#4 EA.WAY 4' k i� In � 1 I _ rt1 , t!? , 1-----1-- I 9$" I-JOISTS AT 19.2" D.C. o S / L 1 J TYPICAL P.-, n tr /-- 12'-0" S 14'-0" cz_ 0-m 1 18"X18"X10"FTG. ?� O Iw W/(2)#4 EA.WAY I-1224" x o 1' TYP.U.N.O. .st o Ft ---I-Op I 7 L J 122'"I 1 ` \ .is j-------��- 1.75X945- --- I J In 1 I -3" 1 eJ _ r I I o ® _r 1 I r --1. �\ L J2x4 PONY-4\ 0" LVL 1.75X9.5 WALL I` I -5" I --r--rr ""rr.,--n--7--rr--n—n �t r-� el LI �� SM. 1 0 �1-6" ?{ X 1 S L SLOPE 114" --J i� 1 Jlr`: n I �I-12/4"� .I I T �' ♦- J-1-1_ '____J J L3N' CONC. SLAB J N \ \ HDUB l� - STEM WALL 2P3 • 1r-0"HDUB 9'-0" 11:31:"" TOP OF 8" 26'-0" e TOP OF SLAB PLAN 2610D FOUNDATION PLAN 1/4"=1'-0" FRENCH REVIVAL Title: Job# Dsgnr: TRE Date: 4:26PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 Page 1 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist _(c)1983-2003 ENERCALC Engineering Software 14189_Plan_2610.ecw:ROOF FRAMING Description 2610D ROOF GT reactions Timber Member Information erode Ref: NDS IBC GT.d1 GT.d2 GT.d3 GT.d4 Timber Section 3.125x10.5 3.125x10.5 3.125x18 3.125x18 Beam Width in 3.125 3.125 3.125 3.125 Beam Depth in 10.500 10.500 18.000 18.000 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 Timber Grade glas Fir,24F- Douglas Fir,24F- Douglas Fir,24F- Douglas Fir,24F- V4 V4 V4 V4 Fb-Basic Allow psi 2,400.0 2,400.0 2,400.0 2,400.0 Fv-Basic Allow psi 240.0 240.0 240.0 240.0 Elastic Modulus ksi 1,800.0 1,800.0 1,800.0 1,800.0 Load Duration Factor 1.150 1.150 1.000 1.000 Member Type GluLam GluLam GluLam GluLam Repetitive Status No No No No Center Span Data II Span ft 17.00 10.00 26.00 26.00 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 120.00 60.00 Live Load #/ft 200.00 100.00 Start ft 6.000 17.000 End ft 10.000 26.000 Point#1 DL lbs 638.00 916.00 LL lbs 1,062.00 1,528.00 @ X ft 6.000 17.000 Results Ratio= 0.5471 0.4979 0.7411 0.5070 Mmax @ Center in-k 86.70 78.91 296.42 202.80 @ X= ft 8.50 6.00 16.95 13.00 fb:Actual psi 1,509.9 1,374.2 1,756.6 1,201.8 Fb:Allowable psi 2,760.0 2,760.0 2,370.3 2,370.3 Bending OK Bending OK Bending OK Bending OK fv:Actual psi 70.3 96.4 92.8 61.6 Fv:Allowable psi 276.0 276.0 240.0 240.0 Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 637.50 501.20 800.54 975.00 LL lbs 1,062.50 834.80 1,334.69 1,625.00 Max.DL+LL lbs 1,700.00 1,336.00 2,135.23 2,600.00 @ Right End DL lbs 637.50 916.80 1,435.46 975.00 LL lbs 1,062.50 1,527.20 2,393.31 1,625.00 Max.DL+LL lbs 1,700.00 2,444.00 3,828.77 2,600.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.260 -0.070 -0.359 -0.282 UDefl Ratio 785.4 1,719.8 868.4 1,106.1 Center LL Defl in -0.433 -0.116 -0.599 -0.470 UDefl Ratio 471.3 1,032.6 520.8 663.6 Center Total Defl in -0.693 -0.186 =0.958 -0.752 Location ft 8.500 5.280 13.832 13.000 UDefl Ratio 294.5 645.2 325.6 414.8 Title: Job# Dsgnr: TRE Date: 4:26PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 _(01983-2003 ENERCALC Engineering Software 14189_Plan_2610.ecw:ROOF FRAMING Description 2610D ROOF FRAMING [limber Member Information erode Ref: NDS IBC RB.dl RB.d2 RB.d3 RB.d4 RB.ds RB.d6 1 Timber Section 2-2x6 2-2x6 2-2x4 2-2x4 2-2x6 2-2x4 Beam Width in 3.000 3.000 3.000 3.000 3.000 3.000 Beam Depth in 5.500 5.500 3.500 3.500 5.500 3.500 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fur,No.2 Hein Fir,No.2 Hem Fr,No.2 Hem Fir,No.2 Hein Fir,No.2 Hem Fr,No.2 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 5.50 5.50 2.50 3.00 4.00 3.00 Dead Load #/ft 90.00 90.00 225.00 225.00 90.00 60.00 Live Load #/ft 150.00 150.00 375.00 375.00 150.00 100.00 II.. tiesults Ratio= 0.5666 0.5666 0.6263 0.9019 0.2997 0.2405 Mmax @ Center in-k 10.89 10.89 5.62 8.10 5.76 2.16 @ X= ft 2.75 2.75 1.25 1.50 2.00 1.50 fb:Actual psi 720.0 720.0 918.4 1,322.4 380.8 352.7 Fb:Allowable psi 1,270.8 1,270.8 1,466.3 1,466.3 1,270.8 1,466.3 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 50.4 50.4 82.3 103.9 33.9 27.7 Fv:Allowable psi 172.5 172.5 172.5 172.5 172.5 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 247.50 247.50 281.25 337.50 180.00 90.00 LL lbs 412.50 412.50 468.75 562.50 300.00 150.00 Max.DL+LL lbs 660.00 660.00 750.00 900.00 480.00 240.00 @ Right End DL lbs 247.50 247.50 281.25 337.50 180.00 90.00 LL lbs 412.50 412.50 468.75 562.50 300.00 150.00 Max.DL+LL lbs 660.00 660.00 750.00 900.00 480.00 240.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.034 -0.034 -0.014 -0.029 -0.010 -0.008 UDefl Ratio 1,926.0 1,926.0 2,114.0 1,223.4 5,006.8 4,587.6 Center LL Defl in -0.057 -0.057 -0.024 -0.049 -0.016 -0.013 L/Defl Ratio 1,155.6 1,155.6 1,268.4 734.0 3,004.1 2,752.5 Center Total Defl in -0.091 -0.091 -0.038 -0.078 -0.026 -0.021 Location ft 2.750 2.750 1.250 1.500 2.000 1.500 UDefi Ratio 722.2 722.2 792.7 458.8 1,877.5 1,720.3 Title: Job# Dsgnr: TRE Date: 4:28PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 Page 1 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist _(c)1983-2003 ENERCALC Engineering Software 14189_Plan_2610.ecw:Floor Framing Description 2610D FLR FRMG 1 OF 3 Timber Member Information ;ode Ref: NDS IBC II B.d1 B.d2 B.d3 B.d4 B.d5 B.d6 B.d7 Timber Section 4x12 LVL:3.500x14.000 LVL:1.750x14.000 LVL:3.500x14.000 4x8 LVL:5.250x14.000 LVL:1.750x14.000 Beam Width in 3.500 3.500 1.750 3.500 3.500 5.250 1.750 Beam Depth in 11.250 14.000 14.000 14.000 7.250 14.000 14.000 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Douglas Fr- Rosboro,Bigbeam 'Level,LSL 1.55E 'Level,LSL 1.55E Douglas Fir- Rosboro,Bigbeam 'Level,LSL 1.55E Lardy No.2 2.2E Lardy,No.2 2.2E Fb-Basic Allow psi 900.0 3,000.0 2,325.0 2,325.0 900.0 3,000.0 2,325.0 Fv-Basic Allow psi 180.0 300.0 310.0 310.0 180.0 300.0 310.0 Elastic Modulus ksi 1,600.0 2,200.0 1,550.0 1,550.0 1,600.0 2,200.0 1,550.0 Load Duration Factor 1.150 1.150 1.150 1.000 1.000 1.000 1.000 Member Type Sawn Manuf/Pine Manuf/Pine Manuf/Pine Sawn Manuf/Pine Manuf/Pine Repetitive Status No No No No No No No Center Span Data Span ft 16.50 20.00 4.00 9.00 3.50 17.00 8.50 Dead Load #/ft 60.00 15.00 45.00 195.00 195.00 195.00 30.00 Live Load #/ft 100.00 40.00 120.00 520.00 520.00 520.00 80.00 Dead Load #/ft 160.00 160.00 Live Load #/ft 100.00 100.00 Start ft End ft Point#1 DL lbs 120.00 LL lbs 318.00 @ X ft 8.500 Cantilever Span Span ft 4.00 Uniform Dead Load #/ft 175.00 Uniform Live Load #/ft 140.00 Point#1 DL lbs 410.00 LL lbs 440.00 @ X ft 4.000 Results Ratio= 0.7774 0.4340 0.0667 0.3268 0.3662 0.6459 0.0897 Mmax @ Center in-k 65.34 171.20 10.20 86.87 13.14 332.29 11.92 @ X= ft 8.25 9.52 2.00 4.50 1.75 8.50 4.25 Mmax @ Cantilever in-k 0.00 -71.04 0.00 0.00 0.00 0.00 0.00 fb:Actual psi 885.0 1,497.4 178.4 759.8 428.5 1,937.6 208.5 Fb:Allowable psi 1,138.5 3,450.0 2,673.8 2,325.0 1,170.0 3,000.0 2,325.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 44.7 94.7 22.1 73.3 48.5 111.6 20.8 Fv:Allowable psi 207.0 345.0 356.5 310.0 180.0 300.0 310.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions 11 @ Left End DL lbs 495.00 1,598.00 410.00 877.50 341.25 1,717.50 127.50 LL lbs 825.00 1,400.00 440.00 2,340.00 910.00 4,579.00 340.00 Max.DL+LL lbs 1,320.00 2,998.00 850.00 3,217.50 1,251.25 6,296.50 467.50 @ Right End DL lbs 495.00 3,012.00 410.00 877.50 341.25 1,717.50 127.50 LL lbs 825.00 2,544.00 440.00 2,340.00 910.00 4,579.00 340.00 Max.DL+LL lbs 1,320.00 5,556.00 850.00 3,217.50 1,251.25 6,296.50 467.50 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Title: Job# Dsgnr: TRE Date: 4:28PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN LkRev: 580006 User:KW-0602997,Ver 5.8.0,1-Dec-2003Page 2 (c)1983-2003ENERCALC Engineering Software ember Beam & Joist 14189_Plan_2610.ecw:FloorFraming Description 2610D FLR FRMG 1 OF 3 Center DL Defl in -0.151 -0.284 -0.002 -0.023 -0.004 -0.147 -0.006 UDefl Ratio 1,314.8 846.1 25,214.4 4,654.3 11,344.7 1,389.8 17,955.8 Center LL Defl in -0.251 -0.286 -0.002 -0.062 -0.010 -0.391 -0.015 UDefl Ratio 788.9 838.5 23,495.2 1,745.3 4,254.3 521.4 6,733.4 Center Total Defl in -0.402 -0.570 -0.004 -0.085 -0.014 -0.538 -0.021 Location ft 8.250 9.840 2.000 4.500 1.750 8.500 4.250 UDefl Ratio 493.1 421.3 12,162.2 1,269.3 3,094.0 379.1 4,897.0 Cantilever DL Defl in 0.135 Cantilever LL Defl in 0.096 Total Cant.Defl in 0.230 UDefl Ratio 416.7 Title: Job# Dsgnr: TRE Date: 4:28PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 Page 1 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist t (01983-2003 ENERCALC Engineering Software 14189_Plan_2610.ecw:Floor Framing Description 2610D FLR FRMG 2 OF 3 Timber Member Information ;ode Ref: NDS IBC B.dS B.d9 B.d10 B.d11 B.d12 B.d13 B.d14 Timber Section -VL:1.750x14.000 2-2x8 LVL:1.750x14.000 LVL:1.750x14.000 LVL:1.750x14.000 2-2x8 2-2x8 Beam Width in 1.750 3.000 1.750 1.750 1.750 3.000 3.000 Beam Depth in 14.000 7.250 14.000 14.000 14.000 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Level,LSL 1.55E Hem Fir,No.2 Level,LSL 1.55E iLevel,LSL 1.55E iLevel,ISL 1.55E Hem Fir,No.2 Hem Fir,No.2 Fb-Basic Allow psi 2,325.0 850.0 2,325.0 2,325.0 2,325.0 850.0 850.0 Fv-Basic Allow psi 310.0 150.0 310.0 310.0 310.0 150.0 150.0 Elastic Modulus ksi 1,550.0 1,300.0 1,550.0 1,550.0 1,550.0 1,300.0 1,300.0 Load Duration Factor 1.000 1.000 1.150 1.150 1.150 1.150 1.150 Member Type Manuf/Pine Sawn Manuf/Pine Manuf/Pine Manuf/Pine Sawn Sawn Repetitive Status No No No No No No No _Center Span Data 1 Span ft 6.00 3.50 9.00 5.00 9.00 2.50 2.50 Dead Load #/ft 15.00 30.00 15.00 75.00 15.00 45.00 120.00 Live Load #/ft 40.00 80.00 40.00 200.00 40.00 120.00 240.00 Dead Load #/ft 190.00 160.00 175.00 325.00 160.00 Live Load #/ft 150.00 100.00 125.00 375.00 100.00 Start ft End ft Point#1 DL lbs 128.00 LL lbs 340.00 @ X ft 3.500 Results Ratio= 0.0832 0.0754 0.3140 0.1313 0.2822 0.2631 0.1885 Mmax @ Center in-k 11.06 2.02 47.99 20.06 43.13 8.11 5.81 @ X= ft 3.50 1.75 4.50 2.50 4.50 1.25 1.25 fb:Actual psi 193.5 76.9 839.5 350.9 754.5 308.6 221.2 Fb:Allowable psi 2,325.0 1,020.0 2,673.8 2,673.8 2,673.8 1,173.0 1,173.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 22.9 8.7 81.0 43.9 72.8 38.8 27.8 Fv:Allowable psi 310.0 150.0 356.5 356.5 356.5 172.5 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 98.33 52.50 922.50 587.50 855.00 462.50 350.00 LL lbs 261.67 140.00 855.00 750.00 742.50 618.75 425.00 Max.DL+LL lbs 360.00 192.50 1,777.50 1,337.50 1,597.50 1,081.25 775.00 @ Right End DL lbs 119.67 52.50 922.50 587.50 855.00 462.50 350.00 LL lbs 318.33 140.00 855.00 750.00 742.50 618.75 425.00 Max.DL+LL lbs 438.00 192.50 1,777.50 1,337.50 1,597.50 1,081.25 775.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.002 -0.001 -0.049 -0.005 -0.045 -0.003 -0.002 UDefl Ratio 31,996.0 51,354.9 2,213.6 11,261.7 2,388.4 11,425.8 15,098.3 Center LL Defl in -0.006 -0.002 -0.045 -0.007 -0.039 -0.004 -0.002 UDefl Ratio 12,030.8 19,258.1 2,388.4 8,821.7 2,750.2 8,540.5 12,433.9 Center Total Defl in -0.008 -0.003 -0.094 -0.012 -0.084 -0.006 -0.004 Location ft 3.096 1.750 4.500 2.500 4.500 1.250 1.250 UDefl Ratio 8,743.3 14,005.9 1,148.8 4,946.7 1,278.3 4,887.3 6,818.6 Title: Job# Dsgnr: TRE Date: 4:28PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN LkRev: 580006 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 14189_Plan_2610.ecw:Floor Framing Description 2610D FLR FRMG 3 OF 3 Timber Member Information ;ode Ref: NDS IBC B.d15 B.d16 B.d17 B.d18 B.d19 B.b20 Timber Section 2-2x8 2-2x8 2-2x8 2-2x8 2-2x8 4x10 Beam Width in 3.000 3.000 3.000 3.000 3.000 3.500 Beam Depth in 7.250 7.250 7.250 7.250 7.250 9.250 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 Rr,No.2 Hem Fr,No.2 Hem Fr,No.2 Douglas Fr- Larch,No.2 Fb-Basic Allow psi 850.0 850.0 850.0 850.0 850.0 900.0 Fv-Basic Allow psi 150.0 150.0 150.0 150.0 150.0 180.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,600.0 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 2.50 3.00 3.50 3.50 16.00 Dead Load #/ft 120.00 150.00 150.00 150.00 30.00 60.00 Live Load #/ft 320.00 400.00 400.00 400.00 50.00 100.00 Dead Load #/ft 160.00 160.00 325.00 160.00 Live Load #/ft 100.00 100.00 375.00 100.00 Start ft End ft Point#1 DL lbs 638.00 LL lbs 1,062.00 @ X ft 1.250 Results Ratio= 0.6897 0.6599 0.5474 0.4828 0.0477 0.9911 Mmax @ Center in-k 21.26 20.34 16.87 14.88 1.47 61.44 @ X= ft 2.25 1.25 1.50 1.75 1.75 8.00 fb:Actual psi 809.0 774.1 642.1 566.3 55.9 1,231.0 Fb:Allowable psi 1,173.0 1,173.0 1,173.0 1,173.0 1,173.0 1,242.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 79.9 94.9 77.6 64.1 6.3 53.6 Fv:Allowable psi 172.5 172.5 172.5 172.5 172.5 207.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactionsill @ Left End DL lbs 630.00 706.50 712.50 542.50 52.50 480.00 LL lbs 945.00 1,156.00 1,162.50 875.00 87.50 800.00 Max.DL+LL lbs 1,575.00 1,862.50 1,875.00 1,417.50 140.00 1,280.00 @ Right End DL lbs 630.00 706.50 712.50 542.50 52.50 480.00 LL lbs 945.00 1,156.00 1,162.50 875.00 87.50 800.00 Max.DL+LL lbs 1,575.00 1,862.50 1,875.00 1,417.50 140.00 1,280.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK 11 Center DL Defl in -0.021 -0.005 -0.007 -0.008 -0.001 -0.240 UDefl Ratio 2,588.9 5,885.3 5,150.5 4,969.8 51,354.9 801.6 Center LL Deft in -0.031 -0.008 -0.011 -0.014 -0.001 -0.399 UDefl Ratio 1,725.9 3,583.6 3,156.8 3,081.3 30,812.9 480.9 Center Total Defl in -0.052 -0.013 -0.018 -0.022 -0.002 -0.639 Location ft 2.250 1.250 1.500 1.750 1.750 8.000 UDefl Ratio 1,035.6 2,227.4 1,957.2 1,902.0 19,258.1 300.6 Title: Job# Dsgnr:TRE Date: 4:28PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 14189_Plan_2610.ecw:CRAWLSPACE FRAMING _(c)1983-2003 ENERCALC Engineering Software Description 2610 ABCD CRAWLSPACE FRAMING Timber Member Information :ode Ref: NDS IBC TYP BEAM Timber Section 4x8 Beam Width in 3.500 Beam Depth in 7.250 Le:Unbraced Length ft 0.00 Timber Grade Douglas Fir- Larch,No.2 Fb-Basic Allow psi 900.0 Fv-Basic Allow psi 180.0 Elastic Modulus ksi 1,600.0 Load Duration Factor 1.000 Member Type Sawn Repetitive Status No Center Span Data Span ft 5.75 Dead Load #/ft 195.00 Live Load #/ft 520.00 Results Ratio= 0.9884 Mmax @ Center in-k 35.46 @ X= ft 2.87 fb:Actual psi 1,156.5 Fb:Allowable psi 1,170.0 Bending OK fv:Actual psi 96.2 Fv:Allowable psi 180.0 Shear OK Reactions @ Left End DL lbs 560.62 LL lbs 1,495.00 Max.DL+LL lbs 2,055.62 @ Right End DL lbs 560.62 LL lbs 1,495.00 Max.DL+LL lbs 2,055.62 Deflections Ratio OK Center DL Defl in -0.027 UDefI Ratio 2,558.5 Center LL Def I in -0.072 UDefI Ratio 959.5 Center Total Defl in -0.099 Location ft 2.875 UDefI Ratio 697.8 TJI JOISTS and RAFTERS ! i Code Code I Code (_Suggest Suggest Suggest Lpick Lpick Lpick ; Lpick Joist b 1 d Spa. r LL DL M max V max El L fb L hr L TL240 L LL3601 L max TL deft. LL deft. L TL360 L LL480 L max TL deft.TL deft.LL deft LL deft. size&grade width(in.)!depth(in.)! (!n.) 1 (psf) (psf) (ft-lbs) (psi) (psi) (ft.) , (ft) (ft.) ; (ft.) 1 (ft) (in.) (in,) I (tt.) (ft.) (ft.) (in.) 1 ratio (in.) , ratio ' i I 1--- _ 9.5"TJI 110 2 1 75 9 5 19 40 15 2380 1220 1.40E+08 14 71 I 27.73 15.23 14.80! 14.7110 66 0.48 I 13.31 13.45 13 31 0.441 360 0 32y 495 9.5"TJI 11011.75 9.5116' 40 15 2380 122011.40E+08 16.111 33.27 16.19 15.731- 15.731 0.721 0.52 14.14 14.29 14.14 0.47r 360 0.34 r 495 9.5"TJI 1101 1.75 9.5 121 40 15 2380 1220 1.40E+08 18.611 44.36 17.82 17 31 17.311 0.79! 0.581 I 15.57 15.73 15.57 0.52; 360 0.38!! 495 9.5"TJI 11011.75, 9.5 9.61 40 15 2380 1220 1.40E+08 20.801. 55.45 19.19 18 64 18 64' 0 85� 0.62 16.77 16.94 16.77 0.561., 360 0.411 495 11 9.5"TJI 110 1.751 9.5 19.21 40 101 2500 1220 1.57E+08 15 81; 30.50 16.34115.371 15 370.641 I 0.51114.27 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 14,84 0.46 384 0,37 480 9.5"TJI 11011.751 9.51_ 121 40 10.1 2500_ 122011.57E+08 20.00! 48.80 19.111 17.98- 17.98J 0.75 0.60!_� 16.69 16.34 16.34 0.511 384 0.411 480 9.5"TJI 1101 1.75. 9.5 9.640 10 2500 12201 1.57E+08 22.36 61.00 20.58 19.37 19.371 0.811 0.651 17.98 17.60 17.60 0.55 t 384 0.441 480 11 9.5"TJI 2101 2.06251 9.5, 19.21 40 101 3000 13301 1.87E+08 17.32 33.25 17.321 16.301 16.30; 0.68; 0.54 1 15.13 14.81 14.81 0.46 384 0.371 480 9.5"TJ1210 2.0625 9.5 16 40 10 3000 1330 1.87E+08 18.97 39.90 18.40 17.32 17.32`' 0.72, 0.58 16.08 15.74 15.74 0.49 384 0.39 480 9.5"TJI 2101 2.06251 9.51 121 40 10' 3000 13301_1.87E+08 21.91 53.20 20.26; 19.06! 19.0q 1 0.791 0.641 17.70 17.32 17.32 0.541., 384 0.431 480 r 0.8- 9. 8.66817 9.5"TJI 2101 2.06251 9.51 9.6-1 40 10 3000 1330 1.87E+08 24.49 66.50 21.82120.53, 20 53; 0.861 0.681 19.06 18.66 18.66 0.58; 384 0.47 480 1 1 , ......A ......... ,.. ..... 9.5"TJ12301 2.31251 9.5 19.21 40 10. 3330 13301 2.06E+08 18.25 33.25 17.89, 16.831 16.83; 0.701 0.561 1 15.63 15.29 15:29 0.481 384 0.381 480 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..80 16.25 16,25 0.51 384 ;0.41 480 1 33 0 _01 __-_8 - ! 0.821 0.661 18.28 17.89 19.27 0.561 384 0.481 480 9.5"TJI 230! 2.31251 9.51 121 40 10� 3330 1330 2 06E+08 23.08 53.20 20 921 19.691 19 69 9.5"TJI 23012.31251 9.5 9.6 40 10. 3330 1330 2.06E+08 25.81 66.50 22.541 21.21 21.211 0.881 0.71 ; 19.69 19.27 19.27 0.60 384 0.481480 1 1 1 ; 11.875'TJI 1101 1.751 11.875; 19.24 40 101 3160 1560 2.67E+08 17.78; 39.00 19.501 18.35; 17.78; 0.67' 0.54; 17.04 16.67 16.67 0.521 384 0.421 480 11.875 TJI 110 1.75 11,875' 16 40 10 3160 1560 2.67E+08 19.47 46.80 20.72 19.50; 19.47 0.81 0.65 18.10 17.72 17.72 0.55 384 0.44 480 11.875 TJI 1101 1.75( 11.8751 121 40 101 3160 15601 2.67E+08 22.491 62.40 22.81 21.46; 21.461 0.89 0.721 ' 19.93 19.50 19.50 0.611 384 . 0.491 480 11.875"TJI 110 1.751 11.8751 9.61 40 101 3160 1560! 2.67E+08 25.14 78.00 24.57! 23.12 23.12 0.96 0.771 21.46 21.01 21.01 0.661 384 0.531 480 I - i- - 11.875 TJI210j 2.06251 11.8751 19.2 40 10 3795 1655 3.15E+08 19.481 41.38 20.61 19.39 19.39 0.817 O.65t 1 18.00 17.62 17.62 0.55 384 0.44 4 480 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 18,72 0.59 384 0.47 480 11.8751'TJ!210.1 2.06251 11.8751 12' 40 101. 3795 1655. 3.15E+08 24 641 66 20 24 101 22 68 22 68. 0 95 0.76 - 21.05 20.61 20.61 0.641 384 0.521 480 y_._ 11.875'TJI 210! 2.06251 11.875, 9.61 40 101 3795 16551 3.15E+08 27.551 82.75 25.96 24.431 24.43r 1.02 0.81 I 22.68 22,20 22.20: 0.691! 384 0.551 480 1 i 11.875'TJI 2301 2.31251 112751 19.2: 40 101 4215 1655 3.47E+08 20.531 41.38 21.28' 20.03 20.03; 0.831 0.671 1 18.59 18.20 18.20 0.57 384 ••"6.4g1•••••••••••46. 1 11 875 TJI 2302.3125 11.875 16 40; 10 4215 1655 3.47E+08 22.49 49.65 22.62 21,28 21.28 0,891 0;71 19:76 19.34;, 19.34 0,60 384 0.48 480 __ 1 __ 3.47E+08 25.97[.....66.20 24.89.:, 23.42 23.421 0.98 0.78 1 _21.74 21.28 21.28 0.671 384 0.53 480 11 875 TJI 230! 2 3125! 11 875' 121 40 10� 4215 1655 11.875"TJI 230 2 3125 11.87519.6� 40 101_ 4215 1655 3.47E+08 29 031 .82.75 26.81 25.23 25.23i, 1.05 0.84 23.42 22.93 22.93 0 721 384 0.0 48.0. 1 I 11.875"RFP1 4001 2.06251 11.8751 19.21 40 10 4315 1480 3.30E+08 20.771 37.00 20.931 19.691 19.691 0.821 0.661 18.28 17.89 17.89 0.56; 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"RFPI 4001 2.06251 11.8751 121 401 101 4315 1480, 3.30E+08 26.28 59.20 24.481 23.031 23.03; 0.961 0.771 1 21.38 20.93 20.93 0.651 384 0.52 480. 11.875"RFPI 4002.0625: 11.8751 9.6 40 101 4315 14801 3.30E+08 29.38 74.00 26.37; 24.811 24.811 1.03; 0.83, 1 23.03 22.54 22.54' 0 70 384 0.56 480 Page 1 D+L+S CIA 14189-Betahny Creek Falls 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 __ m�Deskn Buckan•Factor __-Q� _--__= -MMIIIIIIIIIIIIIIIIIII� _ ___ 0.80_Desi.rant > Section 3.7:1.5 Cf Fb 1997 NDS_ 0.30 Constant Section 3.7.1.5 _ -._.____.--_. [��Section 2.3.10 ---Bending • Size Rep. �1 ���_ -��� �____C-� max Wall duration duratio��factor use=CI..C.��..��...�.�.� Stud Grade ,y{1Q 11=11Hot.Load I',Loed'it PlatENZIEREM1131110311111E1111=111111111111111i1111111111911111211291111161111=3111111@a111111111111113231�® H-F Stud ®�m 7.7083��� 0.9916®®1.05 1,200,000im'• omaj 13401 0.9966 1993.4 1.00 1.15 ®1.05 1.15�E 800 1,200,000��'O '' 0 1.00 0.00 0.000 H-F Stud ®®�1� 340.90 340.00 0.0o o.000 H-F Stud ®®�� 1785 0 994 2657.8 1.00 1.15 ®1.05 1.15 405 800 1,200,000 H-F Stud ®� '1� 0.9921 �0 1.00 ® 1.05®ma 405 800 1 200,000`�'• M� � 0 00 0_000 H-F Stud ® ®�� �' 0.9953®�1 05 1.15 675 1,zoo,000 966 111MMINEMINMECI too H-F Stud ®�0���` '�'�' 0.9921 ®®1.05 1.15 875 800 1,200,000 506 mcjimummunimon 1.00 0.00 0.000 SPF Stud ®®�7.70831E 1695 0 0.9952 2091.8 1.00 1111111111111111111_15 ISM 725 1_200,000M 531 MIN 431.52 430.48 1.00 0.00 0.000 SPF Stud ®® � '®' ' 0.9944 11N® 1.1 1�' 1.15 1�� 725 1,200,000 5311• ®�" 0.00 0.000 SPF Stud ® 3.5 12 RE 30.9 1760 0 0.9944 2789.1 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 378.09 336.17 335.24 1.00 0,00 0,000 SPF Stud 3.5 16 28.3 1525 0 0.9957 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 449.95 388.13 387.30 1.00 0.00 0.000 SPF Stud 1.5_ 3.5 12 8.25 28.3 2030. 0.9925 2789_1_� 1.15 1.05 1.15 425 725 1,200,000 854 531 875.438 449.95 388.13 38667 1_00 0.00 0.000 ___._.... 1 SPF-Stud Stud .5 3.5 8 8.25 28.3 3050 0 0.9957 4183.8 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 H-F#2 HH 16 7.7083 16.8 3132 0 0.2408 3132.4 1.00 1.15 1.3 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 1-4-F#2 18 9 19.8 3132 0 0.3852 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 1011.45 837.57 506.18 0.80 0.00 0.000 H-F#2 ®®m IIIMIL®�' ' IIIIII® 1.3 MI 1.15 1111131111123111E111 1,300,000 ��'.® ' 506.18" 0.00 0.000 �__�_----__��--__ -___--__- SPF#2 ®®nEimarMammEMIMIL 0.2737 MEM 1.00 1.15 In 1.10 1.15 875 425 1150 1,400,000 1 308.113thiellEarrnillialnillEM 0.52 0.00 0.000 SPF#2_ 1.5 ® 1111113� �' 0.3905 ' 1.00 1.15 ®1.10 1.15 875 -425 1150 1,400,000 1,308 531 850.16 531.23 0.62 0.00 0.000 SPF#2 �1.5 ® 18.0 3287 0 0.3158 3287.1 1.00 IN 1.10 1.15 425 1150 1,400,000 1,308 531 1454.75 1296.30 945.38 531.23 0.58 0.00 0.000 sii � ���� ����----� NM1,zoo,o00 ® � i_�' 0.00- ®®�M��1�� 0.9913 1�'' ��'�®IIIIIIIIMIIIIMIIIIINIIIIIIIIIIIIIIIIIIIIIIIIIINIIIIIIIIIIIIIINIIIIIINIIIIIIIIIIIIIIIIINIIIIIIIIII�ED® 675 �®MN _- "_. SPF#2 1.5 ®��� 11 �:E' 0 0.9917 3287.1 1.15 1.3 1.10® � 875 MEI 1,400,000W � 244.40 235.32 0.00 0.000 Fl-F#2 1.5 5.5 16 19 41.5 1360 0 0.9969 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 226.94 220.14 219.80 1.00 0.00 0.000 Page 1 D+L+W CT#14189-Betahny Creek Falls I LOAD CASE (12-13) (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 BucIdinp Factor D+L+W - c 0.60(Constant)> •Section 3.7.1.5 CrI ____ KcE 0.30 Constant)> Section 3.7.1.5 Cf(Pb) Cl(Fc) 1997 NDS.-__._...... _._.. __.._____......__._______.-666.........6._ ._ ..__._.6666_.._......_._ ._........._-...6666.6.666._ _ Cb Van _ Varies) > Section 2.3.10 Bending Comp. Size Size Re.. Cd(Pb) 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 Hot.Load x=1.0 Load @ Plato Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc•er• Fc E Pb' Fc.en' Fc• Fce F'c fc fc/F'c fb Sr/ in. in. in. ft. plf psf If Fb Fcpsi •si •si si Fb'•(1-fc/Fce -._P _... ( .)....( ) psipsi psi1. psi psi psi - 376.78 6 H-F Stud 1.5 3.5 18 7.7083 26.4 1075 9.71 0.9951 1993.4 _1.60 1.00 1.1 1.05 1.15 � 800 1,200,000 1,366 508 84� 515.42 427.08 273.02 0.64 0.586 H-F Stud _1.5 3.5 16 r• 0.9942 1993.4 1.60 1.00 1.1 1.05 1.15 405 800 1,200,000 1,366_ 506 840 378.09 333.99 191.75 0.57 447.52 0.665 H-F Stud 1.5 3.5 12 9 30.9 1140 8.46 0.9998 2657.8 1.60 1.00 1.1 1.05 1.15 405 800_1_200,000 1,366 506 840 378.09 333.99 217.14 0.65 335,64 --0.577 H-F Stud 1.5 3.5- 16 8.25 28.3 970 8.13 1 1993.4 1.80 1.00 1.1_1.05 1.15 675 405 8001,200,000 1,366 506 840 449.95 384.87 246.35 0.64 361.37 0.585 H-F Stud 1.5 3.5 12 8.25 28.3 1425 8,13 0.9974 2657.8 1.60 1.b7-3-_1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 449.95 384.87 271.43 0.71 271.03 0.500 H-F Stud 1.5 3.5 8 8,25 28.3 2355 8.13 0.9981 3986.7 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,386 506 840 449.95 384.87 299.05 0.78 180.69 0.314 SPF Stud 1.5 3.5 16 7.7083 26.4 1060 9.71 0.9971 2091.8 1.60 1.00 1.1 _1.0'5 1.15 i 675 425 725 1,200,000 1,366 77 531 761.25 515.42 415.53 269.21 0.65 376.78 0.5 SPF Stud 1.5 3.5 16 0 0 8.46 0.9115 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 378.09 328.30 177.78 0.54 447.52 0.618 SPF Stud 1.5 3.5 12 r 0.8831 2789.1 1.60 1.00 1.1 '1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 378.09 328.30 214.29 0.65 335.64' 0.567 SPF Stud 1.5 3.5 16 8.25 28.3 960 8.13 0.9970 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,00.0 1,366 531 761.25 449.95 376.35 243.81 0.65 361.37 0.577 6666 SPF Stud 1.5 3.5 12 8.25 28.3 1405 6.13 0.9952 2789.1 1.80 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 449.95 376.35 267.62 0.71 271.03 _0.490 .. ___ _ _.64 ... _... 00_..._.___......1...0.56_ .__ 5.__.__.._...00 . .666.60.78.6-__89 SPF Stud 1.5 3.5 8 8.25 28.3 2320 8.13 0.9958 4183.6 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 449.95 376.35 294.60 0.78 180.89 0.383 H-F#2 1.5 5.5 18 7.7083 16.8 3132 9.71 0.3909 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 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 8.46 0.5743 3132.4 1.60 1.00 1,3 1.10 1.15 850 _ 405 1300 1,300,000 2,033 506 1430 1011.45 804.50 506.18 0.63 181.23 0.178 H-F#2 1.5 5.5 16 8.25 18.0 3132 8.13 0.4411 ' 3132.4 1.60 1.00 1_3_1.10 1.15 850 405 1300 1,300,000 2,033' 506 1430 1203.70 899.13 506.180.56146.34 0.124 SPF#2 1.5 5.5 16 7.7083 16.8 3287 9.71 0.4327 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 1484.89 940.30 531.23 0.56 152.58 0.114 SPF#2 1.5 5.5 16 9 19,6 3287 8.46 0.6033 3287.1 1.60 1.00 1.3 1.10 1_15 875 425 1150 1,400,000 2,093 531 1265 1089.25 806.08 531.23 0.66 181.23 0.168 SPF#2 1.5 5.5 16 8.25 18.0 3287 8.13 0.4790 3287.1 1.60 1.00 1.3 1.10 1.15 875 . 425 1150 1,400,000 2,093 531 1285 1296.30 884.69 531.23 0.60 146.34 0,1 -- 18 SPF Stud 1.5 3.5 16 14.57 50.0 70 8.46 0.9957 2091.8 1,60 1.00 1.1 1.05 1.15 675 , 425 725 1,200,000 1,366 531 761.25 144.26 138.14 17.78' 0.13 WNW 0.979 SPF#2 1.5 5.5 16 19 41.5 660 9.71 0.9941 3267.1 1.60 1.00 1.3 1.10 1.15 875_ 425 1150 1,400,000 2,093 531 1265 244.40 233.80 106.87 0.46 927.02 0.786 H-F#2 1.5 5.5 16 19 41.5 600 9.71 0.9921 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 226.94 219.02 96.97 0.44 927.02 0.796 Page 1 D+L+W+.58 CT#14189-Betahny Creek Falls LOAD CASE (12-14) (BASED ON ANSI/AF&PA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D+L+W+alt______ - _ c 0.80(Constant)> Section 3.7.1.5 Cr _.._ _._......._-..__. .._-__..._.___...._.__.-......._ __.. _._ KcE 0.30(Constant)> Section 3.7.1.5 Ct(Pb) Cf(Fc) 1997 NDS Cb (Nadas) > Section 2.3.10 Bendine Comp. Size Size Rep. Cd(Pb) Cb Cd(Fc) Eq.3.7-1 NOS 3.9.2 Max.Wail duration durationfactor factor use Stud Grade Width Depth Spacing Height Le/d Vert.Load Hot.Load <.1.0 Load @ Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc' Fce P c fc fc/F'c _ lb Po/ in. in. In. ft. plf psf plf (Flt,(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 1,366 506 966 378.09 340.90 194.29 0.57 447.52 0.874 H-F Stud 1.5 3.5 12 9 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 1.60 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 0.596 H-F Stud 1.5 3.5 12 8.25 28.3 1445 8.13 0.9959 2657.8 1.80 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 275.24 0.701 271.03 0.511 H-F Stud 1.5 3.5 8 8.25 28.3 2390 8.13 0.9960 3986.7 1.80 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 303.49 0.77 180.69 0.408 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 1,368 531 875.438 515.42 431.52 274.29 0.64 378.78 0.589 SPF Stud 1.5 3.5 16 9 30.9 780 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 _ 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 247.62 361.37 0.588 SPF Stud 1.53.5 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 8 449.95 388.13 272.38 0.70 271.03 0.503 ._._ _.._-__.._... .._._-._ _.._... SPF Stud 1.5 3.5 8 8.25 28.3 2380 8.13 0.9922 4183.6 1.60 1.15 1.1 1.05 1.15 675 _ 425 725 1,200,000, 1,386 531 875.438 449.95 388.13 299.68 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 1644.5 1378.83 1031.58 506.18_0.49 152.58 0.119 H-F#2 1.5 5.5 16 9 19.6 3132 8.46 0.5437 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 ' 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 115Q.,1,400,000 2,093 531 1454.75 1089.25 850.18 531.23 0.62 181.23 0.169 SPF#2 1.5 5.5 16 825 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 1.051.15 675 425 725 1,200,000 1,366 531 875.438 144.26 139.02 17.78 0.13 1#143#4 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 1454.75 244.40 235.32 106.67 0.45 927.02 0.786 H-F#2 1.5 5.5 16 19 41.5 600 9.71 0.8901 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 96.97 0.44 927.02 0.796 Page 1 Ib m O m m Nim mm Y:� OI �A,m W IO Y , o mid ��000mmm o{000mm om Lag': m olo 1 mN : dmNm mFm2mim w, ,W, a <a 11 0000�� mom nmlo io 00 o0o as 2<T,24'8'; W m TNNN n :m" N WNERE m �O n N N N m m m N mm mmm rim 11231.1W4 M e • lZ m L't4 A X A m m Y m m m m m 221 G21 V glg P IwW c-IFFgggl 01m1V4g000 r v W LL' ' W O W tp m mmm Y O Y mmm Y<V V O N � 'AR a ...Willi(m(DD mm m yVm -Omi W m W l T <v V y y :414:7 Ui of b N (3. ILL Um m mm ' rr r m Y q�—828888 m m m m m N N m m mmm mmm m m m eV U ; IL IR n m m m m cmmi RM R R m too o- `" I����� 'NN N U U 0 0 0;010 0 0 0o Oi0oo 0000l0' 00 o`Oo a o W QO O 0I0 0 0 LE NININ olo O o 0 o NN NNN O m f O10 m�m'^ v;.v 1 m a � n �'qa Y e e Y Y ela�a e v a Y a e ',11=” Y a v u- I w -mmmmmm mlmmm oI Nmm Imo m W LLlam�m m m m mllnlu m elm m m aoj mmm m trolm a g-:61 ivrr_TTr_ TvirTvIT TTT1 1.4:2T .42 Tv w. z• m o m o 0 0 0mIo _ 1!21511,20 0 0 ijj ;;I;i;;'; 11 Im I mmm mmm m Im mm 40 N'1N �l 000 a�Nol'<iM 0mMmMm I mmm i �Nm mn�m MPLS _3� W 2NCI8 gO HJ ! moC 000mmo o0 mlW 000 000 O oo Oi W W W G O m m m mrorom nI m m O O O O O N mm m m m p 0 W m C M M r Wm o -taw« _ '.EFER `' (0 mmm mmm o ra � > I mm mm: m N N tN N N N N N m NNN 1 "Ogg m Y Y F�tai� 'CCN Wmmm mmm Nmm m V LL m m m S nI W I 7.=n n '1.""". m I m N m m mmm VV ON— U r ��� r m m ci c^ m y C CL '--mmmmmmmmmmmm mm =r, Nmm m m a.��V.Z � mlm mm mIm O mglmlv v ME!! mlmmmmm Ug# a£'£' n L � � LL LL LL LL LL LL_LLILL LL LL LL LL LL LL LL LL LL LL ILLi� o ILL f aaaaaa aaa a aI'i U (� SSSSSS mimlmfmm:m SSS mm,m 16. D+L+S+,7E CT#14189-Batahny Creek Falls I LOAD CASE (12-18) (BASED ON ANSI/AF&PA NDS-191171 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+El1.4 c 0.80(Constant)> Section 3.7.1_5Cr KC0.30(Constant) > Section 3.7.1.5 - Cbb (Varies) Cf(Fb) Cf(Fe) 1997 NDS > Section 2.3.10 Bending Comp. Size Size Rep. .__ Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Max.Well duration duration factor factor use Stud Grade Width Depth Spacing Height Le/d Vert.Load Hor.Load u=1.0 Load 0 Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp' Fc E Fb' Fc perp' Fc• Fce re fc fc/F'c fb ib/ in. in. in. ft. Of psf plf (at_(Fc) psi psi psi psi psi psi psi , psi psi psi psi Fb"(1-fc/Fce) H-F Stud 1.5 3,5 16 7.7083 26.4 1415 3.57 0.9983 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1200,000 1,368 506 966 515.42 441.22 359.37 0.81 138.53 0.335 H-F Stud 1.5 3.5 18 9 30.9 1010 3.57 0.9960 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 256.51 0.75 188.85 0.430 H-F Stud 1.5 35 12 9 30.9 1420 3.57 0.9937 2657.8 1.60 1.15 1.1 1.05 1,15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 270.48 0.79 141.63 0.364 H-F Stud 1.5 3.5 16 8.25 28.3 1225 3.57r 0.9961 1993.4 1.60 1.15 1.1 1.05 1.15 875 405 800 1,200,000 1,366 506 966 449.95 395.22 311.11 0.79 158.68 0.376 H-F Stud 1.5 3.5 12 8.25 28.3 1710 3.57 0.9947 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,386 506 968 449.95 395.22 325.71 0.82 118.01 0.315 H-F Stud _ 15 3.5 8 8.25 28.3 2700 3.57 0.9966 3986.7 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 508 966 449.95 395.22 342.86 0.87 79.34 0.244 8PF Stud 15 3.5 16 7.7083 26.4 1395 3.57 0.9984 2091.8 1.60 1.15 1.1 1.05 1.15 675 ell 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 0.9918 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 253.97 0.76 188.85 0.421 SPF Stud 15 3.5 12 9 30,9 1410 357 0.9962 2789.1 150 1.15 1,1 1.05 1,15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 268,57 0.80 141,63 0.358 SPF Stud 1.5 3.5 16 8.25 28.3 1210 3.57 0.9932 2091.8 1.80 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 307.30 0.79 158_68 0.366 SPFStud 1.5 3.5 12 8.25 28.3 1690 3.57 0.9940 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 321.90 0.83 119.01 0.306 SPF ._. _ _._. iii- -..__..._ SStud 1.5 3..55 8 8.25 28.3, 2670 3.57 0.9987 4183.6 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 339.05 0.87 79.34 0.236 H-F#2 1.5 5.5 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 1.5 55 16 9 19.6 3132 3.57 0.4405 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1011.45 837.57 506.18 0.60 78.47 0.075 H-F#2 1.5 55 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 03.70 946.77 506.18 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 56.10 0.042 SPF#2 15 55 16 9 19,6 3287 357 0A618 3287.1 1.60 1,15 1.3 1,10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 108925 850,16 53123 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 SPF#2 1.5 5.5 16 19 41.5 1020 3.57 0.9910 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 164.85 0.70 340.83 0.500 H-F#2 15 5.5 16 19 41.5 945 3.57 0.9939 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 226.94 220.14 152.73 0.69 340.83 0.513 Page 1 • 280 Nickerson St. E [r! G 1 N E E R 6 tsi G Suite 302 .+s r Seattle, NA 98109 f Project: *.t,. -«.... -- e►,.+: ; n Date: _ -- , (2 46 )28S-4812 PAX Client: Page Humber: (206)28S-618 /lg.. AP g49ray pia, ats, (-1,.,‘„ *$, KirittP Nit (2-f-Aqs- -1--120) ) 1 :0 � �t _ 3 8 f1 , itak) il s AP- .522 favio . 2c.t.).04 0,„ 11, .......,,... ifig - , isreoesr ey - 1.01-.. grA(41T4f.fr/5)140C3 *?"' 4R* . le 9/ d 1,-I 45- _ 4 4. e 0 C } -. a ..• i p......, 4/I' ....'" -74.0 .- LOS- , ""' '"MwMlr« fy , 4 - 349 Seem-7C Structural Engineers 180 Nickerson St. C T ENGINEERING Suite 302 Seattle,WA fi N G. 987.04 Project: C 1 rizles1 Date: {20G)285-4512 Client: S)M rA14141 .''{'—'101/t 1. 1,X .Page Number: (206)285-0618 c 3. ' . e-i ? , 0 Fes+ M C•,G . ii. ;.,....?- . Wit. ; /6 t _ ALL ; _ 1-P 1OD; '- ? PIF 6 _ P Lj --: -oto 4 : 7 PIP e. v .2. )t. /2 , 8.‘;;, _. .6;; tet, , t/z °,ii =-p" 1 X)P5 . 1.44D3 .. 4.014c 45j*Er#4't WALL. w _K L �S rn ir $ --: � Z3.3 . ' ( 4- * , )5.64k. ,, ' w =olt...apk, Aril 1I. k )5.9 t. I ' ,11, 4 r. Structural Engineers C T E N G I N E E R I N G 180 Nickerson St. Suite 302 I N C. Seattle,WA ProjectA? f V lL-L.��/j�r,nj'}� � / r .—"7 • 74400%jG Date: 9,011. 06. 98109 (206)285-4512 Client: 2072 ;/66 '928Q i) WS ci-JVj kiis Page Number: (206)285-0618 . V � �_ g _ W It\ :. t J s s �s3 e �• 2� f� g�` �32 3 �y� �.'�(0 31�i 1 `, c, 2 -s j -.` rte �� _ , — �� f ri..3 C 15,47- ..� 12 q.,; ' -_1z,z ,_ .ter _ �sr1/f�{n - _ ,_ -,j'3µ V;+�Y p • 5�� A',>� e Y ik , '11 F .. �. _ rte...... ,..,_..:. .a, ✓L. 4/- ir&�PGI, , ry - _ '7L Z�is � }.2 ai t 2 . i . -L - ice } ._._ 2�c T r : Structural Engineers j 6,4; 3 `_ i / 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 i' i 0 - -� �rerten yy `9 , .A; x ' te"` ,. a ' ► 3, ,I.:. �fi . M C► £� O I' �.�q,�,y¢ ,9' `..1 I 10�ii UaE kv K1 CH 11200- ' .-6 9'�RAi Ca ` '� 1 '$ S. } {F; , • A 0 e, -. 9 � Tyy��� h R ! `s Vii ' r r '.. jz � -7i;e, �� zi �} .., '1', it e r � r :} ,,,s j sgpy� ��, ,,, . tpo l it hp USGS-Provided Output Ss = 0.972 g SMS = 1.080 g S°s = 0.720 g Sl = 0.423 g SMS = 0.667 g S°i = 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. MCEK Response Spectrum „0 Design Response p ctru 10 0 ; 1.1 0,20 0.72 0.24 022 077as ii 031 0, / Aw T*A ii.s5 I 4 0,40 1 0,44 O.32 022 0, 2# 0.22 012 0.11 0.05 . 0, S 0.00 0.20 0.40 0.40 0.00 1.00 1.20 1.4,0 1.00 L 2 0 0.00 0.20 0.40 0.€0 000 1.00 1..101.10 1.00 1.00 20 $Per T{ice) Pcr od,T(1.c 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 2610 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 ResponseSs= 1.02' Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec.Spectral Response S,= 0.45' Figure 1613.3.1(2) Figure 22-2 Latitude= 45.57 N Longitude= -122.83 W N/A (Or by ZIP code) (Or by ZIP code) http://earthquake.usos:qov/research/hazmaps/ http://earthquake.usos.qov/designmaps/us/apolication.php 6. Site Coefficient(short period) Fa= 1.09 Figure 1613.3.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.55 Figure 1613.3.3(2) Table 11.4-2 SMs=Fa*Ss SMs= 1.12 EQ 16-37 EQ 11.4-1 SM1=F,,*S., SM,= 0.69 EQ 16-38 EQ 11.4-2 SDs=2/3*SMs SDs= 0.74 EQ 16-39 EQ 11.4-3 SDI=2/3*SM1 Sal= 0.46 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 SDC1 = D Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11. Wood structural panels - - N/A Table 12.2-1 12. Response Modification Coef. R= 6.5 N/A Table 12.2-1 13. Overstrength Factor Q0= 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 2610 SIDS= 0.74 h„ = 18.00(ft) SID,= 0.46 X = 0.75 ASCE 7-05(Table 12.8-2) R= 6.5 Ct= 0.020 ASCE 7-05(Table 12.8-2) IE= 1.0 T= 0.175 ASCE 7-05(EQ 12.8-7) St= 0.45 k = 1"ASCE 7-05(Section 12.8.3) TL= 6''ASCE 7-05(Section 11.4.5:Figure 22-15) Cs=SDs/(R/IE) 0.114 W ASCE 7-05(EQ 12.8-2) Cs=SID,I(T*(R/IE)) (for T<TL) 0.407 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(SID,*TO/(T2*(R/IE)) (for T>TL) 0.000 W ASCE 7-05(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7-05(EQ 12.8-5)(MIN.) Cs=(0.5 St)/(R/IE) 0.034 W ASCE 7-05(EQ 12.8-6)(MIN.if St>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.114 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) (sqft) (ksf) (kips) (kips) Ew, *h;k Vi DESIGN Vi Roof - 18..00 18.00 1190 0.022' 26.18 471.2 0.55 2.91 2.91 2nd 8.00 10.00 10.00 1360 0.028' 38.08 380.8 0.45 2.35 5.25 1st(base) 10.00 0,00' SUM= 64.3 852.0 1.00 5.25 E=V= 7.36(LRFD) E/1.4= 5.25(ASD) DIAPHRAGM FORCES PER ASCE 7-10 SECTION 12.10.1.1 (EQ 12.10-1) Design Fp, = DIAPHR. F; E F, w, E w, FPX = EF;=wPX 0.4*SDS*IE*Wp 0.2*SPS*IE*Wp LEVEL (kips) (kips) (kips) (kips) (kips) Ew, FPX Max. Fp, Min. Roof 2.91 2.91 26.2 26.2 3.90 2.91 7.79 3.90 2nd 2.35 5.25 38.1 64.3 5.67 3.11 11.33 5.67 1st(base) 0.00 0.00 0.0 64.3 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 2610 NS E-W F-B S-S 2012 IBC ASCE 7-10 Ridge Elevation(ft)= 30.00 `,30.007 ft. Roof Plate Ht.= 18.00 18.00 Roof Mean Ht.= 24.00 24.00 ft. -- -- Building Width= 26.0 56.0':ft. V ult. Wind Speed 3 Sec Gust= 120 120 mph Figure 1609 Fig. 26.5-1A thru C V asd. Wind Speed 3 Sec Gnat 5s , ?, 98.mph (EQ 16-33) Exposure= ` B B Iw= 1.0 1.0i N/A N/A Roof Type= Gable ':Gable PS30 A= 28.6 28.6:psf Figure 28.6-1 Ps30 B= 4.6 4.6psf Figure 28.6-1 Ps30 c= 20.7 20.7 psf Figure 28.6-1 Ps30 D= 4.7 4.7'psf Figure 28.6-1 A= 1.00 1,00 Figure 28.6-1 Kn= 1.00 1.00` Section 26.8 windward/lee= 1.00 1.00,(Single Family Home) A*Kn*I : 1 1 Ps=A`KzI*I*Pa30= (Eq.28.6-1) PS= 28.60 28.60 psf (LRFD) (Eq.28.6-1) Pse= 4.60 4.60 psf (LRFD) (Eq.28.6-1) Psc= 20.70 20.70 psf (LRFD) (Eq.28.6-1) Ps D= 4.70 4.70 psf (LRFD) (Eq.28.6-1) PS A ands average= 24.7 24.7 psf (LRFD) Ps Bend D average= 4.7 4.7 psf (LRFD) a= 3 3 Figure 28.6-1 2a= 6 6 width-2`2a= 14 44 MAIN WIND-ASCE 7-10 CHAPTER 28 PART 2 Areas(N-S) Areas(E-W) (N-S) (E-W) Wind(N-S)(LRFD) Wind(E-W) (LRFD) width factor roof-> 1.00 1.00 0,71 0.71 16 psf mm. 16 psf min. width factor 2nd-> 1.00' 0.71` wind(LRFD)wind(LRFD) DIAPHR. Story Elevation Height AA AB Ac AD AA AG Ac AD per28.4.4 per28.4.4 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-W) 30.00 12.0 0 144 0 168 0 102.2 0 374.9 Roof - 18.00 18.00 4.0 48 0 56 0 48 0 125 0 6.7 10.4 3.98 3.98 6.19 6.19 2nd 8.00 10.00 10.00 9.0 108 0 126 0 108 0 396 0 3.7 8.1 5.70 9.68 11.29 17.46 1st(base) 10.00 0.00 0.00 0 0.00 0.00 AF= 650 An= 1154 10.4 18.5 V(n-s)= 9.68 V(e-w)= 17.48 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 2610 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-VV) V(E-W) Vi(N-S) V(N-S) Vi(E-W) V(E-VV) Roof - 18.00 18.00 0.00'; 0.00 0.00: 0.00 6.66 6.66 10.40 10.40 2nd 8.00 10.00 10.00 0.00 0.00 0.00 0.00 3.74 10.40 8.06 18.47 1st(base) 10.00 0.00 0.00 V(n-s)= 0.00 V(e-w)= 0.00 V(ns)= 10.40 V(e-w)= 18.47 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) 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 10 10 6.66 6.66 10.40 10.40 5.16 5.16 8.06 8.06 2nd 10 0 0 3.74 10.40 8.06 18.47 2.90 8.06 6.25 14.30 1st(base) 0 0 0 V(ns)= 10.40 V(e-w)= 18.47 V(n-s)= 8.06 V(e-w) 14.30 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 2610 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 sallowable V wind V wallowable (15/32"values per (SDPWS-2008) modify per S. G. (SDPWS-2008) modify per S. G. footnote 2) (divide by 2.0 FOS) (divide by 2.0 FOS) (for ASD) (for ASD) — 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 2610 Diaph.Level: Roof Panel Height r ___8 ft. Seismic V i= 2.91 kips Design Wind N-S V i= 5.16 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 2.91 kips Sum Wind N-S V i= 5.16 kips Min.Lwall= 2.29 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pt= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LOQ eff, C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM RoTM Unet U. OTM RoTM Line Usom Us., HD (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. left 1 595 39.5 39.5 1.00 0.15 2.58 0.00 1.45 0.00 1.00 1.00 37 P6TN P6TN 65 11.62 58.84 -1.22 -1.22 20.62 70.21 -1.28 -1.28 -1.22 Ext. left 2 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 Ext. left 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 0.00 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. left 4 0 0.0 0'.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. right1**' 595 37.5 37.5 1.00 0.15' 2.58 0.00 1.45 0.00 1.00 1.00 39 P6TN P6TN 69 11.62 53.03 -1.12 -1.12 20.62 63.28 -1.16 -1.16 0.55 pert Ext. right2 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 1.001 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 Ext. rght3**, 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 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. right4 0 0.0 0.0 1,00" 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 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. rights 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 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 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 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 1190 77.0 77.0=L eff. 5.16 0.00 2.91 0.00 EV wind 5.16 EVEQ 2.91 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 2610 Diaph.Level: 2nd Panel Height r 9 ft. Seismic V i= 2.35 kips Design Wind N-S V i= 2.90 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 5.25 kips Sum Wind N-S V I= 8.06 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 E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eff. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM RorM Unet Lion OTM ROTM Unet U. Us„m HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (Of) (pif) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. left 1** 595 23.0 23.0 0.77 0.15 1.27 2.58 1.03 1.45 1.00 1.00 140 P6TN P6 217 22.32 19.95 0.11 -1.11 34.62 23.81 0.48 -0.79 1.95 perf Ext. left 2 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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. gar left 85 16.5 16.5 1.00 0.15 0.18 0.00 0.15 0.00 1.00 1.00 9 P6TN P6TN 11 1.32 10.27 -0.57 -0.57 1.63 12.25 -0.67 -0.67 -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 Ext left 4 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. nghtl** 595 37.5 37.5 0.95 0.15 1.27 2.58 1.03 1.45 1.00 1.00 70 P6TN P6TN 108 22.32 53.03 -0.83 -1.96 34.62 63.28 -0.78 -1.94 1.52 pert Ext. right2 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 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 gar RT 85 20.0 20.0 1.00 0.15 0.18 0.00 0.15 0.00 1.00 1.00 7 P6TN P6TN 9 1.32 15.08 -0.71 -0.71 1.63 18.00 -0.85 -0.85 -0.71 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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. right4 0 0,0 0.0 1,00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 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. right5 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0,0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1 00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1360 97.0 89.8=L eff. 2.90 5.16 2.35 2.91 1.00 EV wind 8.06 EV EQ 5.25 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel ilk SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: CT#14189:Plan 2610 Diaph.Level: Roof Panel Height= 8 ft. Seismic V I= 2.91 kips Design Wind N-S V i= 5.16 kips Max.aspect=I 3.5 SDPWS Table 4.3.4 Sum Seismic V I= 2.91 kips Sum Wind N-S V i= 5.16 kips Min.Lwall= 2.29 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pt= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LpL efl. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM RoTM Unet Us= OTM RoTM Unet Unum Usum HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (pif) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. left 1 595 39.5 39.5 1.00 0.15 2.58 0.00 1.45 0.00 1.00 1.00 37 P6TN P6TN 65 11.62 58.84 -1.22 -1.22 20.62 70.21 -1.28 -1.28 -1.22 Ext. left 2 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext, left 3** 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 Ext. left 4 0 0.0 0.0 1.00' 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 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 Ext. rightl** 595 37.5 37.5 1.00 0.15 2.58 0.00 1.45 0.00 1.00 1.00 39 P6TN P6TN 69 11.62 53.03 -1.12 -1.12 20.62 63.28 -1.16 -1.16 0.55 pert Ext. right2` 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 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. rght3** 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 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. right4: 0 0.0 0.0 1.00' 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 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. right5 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 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 0,001 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 1.001 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 0.001 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 1190 77.0 77.0=Leff. 5.16 0.00 2.91 0.00 EVnd 5.16 EVEQ 2.91 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 2610 Diaph.Level: 2nd Panel Height 9 ft. Seismic V i= 2.35 kips Design Wind N-S V i= 2.90 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 5.25 kips Sum Wind N-S V i= 8.06 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pt,= 1.00 Table 4.3.3.5 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 LDt.eft. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type vi OTM Roan tine Usnm OTM RoTM Unet Veum Usum HD (soft) (ft) (ft) (kif) (kip) (kip) (kip) (kip) p (pIf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext left 1** 595 23.0 23.0 0.77 0.15' 1.27 2.58 1.03 1.45 1.00 1.00 140 P6TN P6 217 22.32 19.95 0.11 -1.11 34.62 23.81 0.48 -0.79 1.95 pert Ext. left 2 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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., gar left 85 3.5 5.0 1,00 0.15 0.18 0.00 0.15 0.00 1.00 0.78 54 P6TN P6TN 52 1.32 0.66 0.23 0.23 1.63 0.79 0.30 0.30 0.30 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext' left 4 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0" 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. rightl**: 595 37.5 37.5 0.95 0.15 1.27 2.58 1.03 1.45 1.00 1.00 70 P6TN P6TN 108 22.32 53.03 -0.83 -1.96 34.62 63.28 -0.78 -1.94 1.52 pert Ext.' right2 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 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 gar RT 85 20.0 20.0 1.00 0.15 0.18 0.00 0.15 0.00 1.00 1.00 7 P6TN P6TN 9 1.32 15.08 -0.71 -0.71 1.63 18.00 -0.85 -0.85 -0.71 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 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.' right4 0 0.0 0,0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 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: right5 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -•- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0,00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0:00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1360 84.0 76.8=L eff. 2.90 5.16 2.35 2.91 1.00 EVvw,d 8.06 EVEQ 5.25 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 2610 Diaph.Level: Roof Panel Height= 8 ft. Seismic V I= 2.91 kips Design Wind E-W V i= 8.06 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 2.91 kips Sum Wind E-W V i= 8.06 kips Min.Lwall= 2.29 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pc= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eft. C 0 w dl V level V abv.V level V abv. 2w/h vi Type Type vi OTM ROTM Unet Usum OTM ROTM Unet Usum Usum HD (sgft) (ft) (ft) (MO (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Front MSTR*! 595 < 8.5 17.0 1.00 0.15' 4.03 0.00 1.45 0.00 1.00 1.00 222 P6 P4 474 15.11 5.45 1.23 1.23 32.23 6.50 3.28 3.28 3.28 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00f 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 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 Gar Rear 0 ' 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 Rear 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 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 Rear 8R23*' 595 '<26.0 26.0 1.00': 0.15' 4.03 0.00 1.45 0.00 1.00 1.00 73 P6TN P6 155 15.11 25.49 -0.41 -0.41 32.23 30.42 0.07 0.07 0.07 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 Ailey 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 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 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 ' 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00', 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00' 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00! 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 : 0.0 0.0 1,00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1190 34.5 34.5=Leff. 8.06 0.00 2.91 0.00 EVwind 8.06 EVEQ 2.91 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 2610 Diaph.Level: 2nd Panel Height= 9 ft. Seismic V I= 2.35 kips Design Wind E-W V I= 6.25 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V I= 5.25 kips Sum Wind E-W V I= 14.30 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pt= 1.30 Table 4.3.3.5 Wind Wind E.Q. E.Q. p- 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eff. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM RorM Unet Usum OTM ROTM Unet Usum Usum HD (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (pIt) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Front LIV* 595 5.5 17.0 1.00 0.15' 2.24 4.03 0.84 1.45 1.30 1.00 542 P2 2P3 1140 26.85 3.53 4.83 6.06 56.41 4.21 10.80 14.08 14.08 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 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 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 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Rear Kit/Gar 980 8.3 16.0 1.00 ' 0.15 3.69 0.00 1.39 0.00 1.00 1.00 217 P6 P4 444 16.22 5.01 1.47 1.47 33.19 5.98 3.56 3.56 3.56 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Rear BR23 0 3.5 26.0 1.00 + 0.75' 0.00 4.03 0.00 1.45 1.00 0.78 694 2P4 2P3 1151 17.00 17.16 -0.06 -0.47 36.26 20.48 5.57 5.64 5.64 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 Alley 85 4.0 8.0 1.00 0.15 0.32 0.00 0.12 0.00 1.00 0.89 44 P6TN P6TN 80 1.41 1.21 0.06 0.06 2.88 1.44 0.43 0.43 0.43 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1660 21.3 21.3=L eff. 6.25 8.06 2.35 2.91 EVH,,,,d 14.30 EVEo 5.25 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 2610 SHEARWALL WITH FORCE TRANSFER ID: Front Upper MSTR* Roof Level w dl= 150 plf V eq 1450.0, pounds V1 eq= 725.0 pounds V3 eq= 725.0 pounds V w= 4030.0 pounds V1 w= 2015.0 pounds V3 w= 2015.0 pounds v hdr eq= 85.3 plf A H head= A v hdr w= 237.1 plf 1.083 v Fdragl eq= 363 F2 eq= 363 A Fdragl w= 408 F2 -1008 H pier= v1 eq= 170.6 plf v3 eq= 170.6 plf P6 E.Q. 5.0 v1 w= 474.1 plf v3 w= 474.1 plf P4 WIND feet H total= 2w/h= 1 2w/h= 1 8.083 . Fdrag3 eq= % F4 e.- 363 feet • Fdrag3 w=1008 F4 w= 1008 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 85.3 plf P6TN 2.0 EQ Wind v sill w= 237.1 plf P6 feet OTM 11720 32574 R OTM 10747 13005 v UPLIFT 60 1198 Up above 0 0 UP sum 60 1198 H/L Ratios: L1= 4.3 L2= 8.5 L3= 4.3 Htotal/L= 0.48 4 ► 4 0 4 ► Hpier/L1= 1.18 ,6 ► Hpier/L3= 1.18 L total= 17.0 feet JOB#: CT#14189:Plan 2610 SHEARWALL WITH FORCE TRANSFER ID: Front Lower LIV* Floor Level w dl= 150 plf V eq 840.0 pounds V w= 2240.0 pounds Sum V eq 2290.0 pounds V1 eq= 1145.0 pounds V3 eq= 1145.0 pounds Sum V w= 6270.0 pounds V1 w= 3135.0 pounds V3 w= 3135.0 pounds v hdr eq= 134.7 plf - > A H head= v hdr w= 368.8 plf 1.083 ;W Fdragl eq= 775 F2 eq= 775 • Fdragl w= . 1 F2 -2121 H pier= v1 eq= 416.4 plf v3 eq= 416.4 plf P3 E.Q. 5.0 v1 w= 1140.0 plf v3 w= 1140.0 plf 2P3 WIND feet H total= 2w/h= 1 2w/h= 1 9.083 Fdrag3 eq= 7 F4 e.- 775 feet • Fdrag3 w=2121 F4 w=2121 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 134.7 Of P6TN 3.0 EQ Wind v sill w= 368.8 plf P4 feet OTM 20800 56950 R OTM 10747 13005 ► UPLIFT 615 2691 Up above 60 1198 UP sum 675 3889 H/L Ratios: L1= 2.8 L2= 11.5 L3= 2.8 Htotal/L= 0.53 4 ► 0-4 ► Hpier/L1= 1.82 ► Hpier/L3= 1.82 L total= 17.0 feet JOB#:CT#14189Plan 2910 ID:Rear Upper BR23` ''Roof Level w dI= 150 plf V eq 1450.0 pounds V1 eq= 317.2 pounds V3 eq= 996.9 pounds V5 eq= 135.9 pounds V w= 4030.0 pounds V1 w= 881.6 pounds V3 w= 2770.6 pounds V5 w= 377.8 pounds vhdreq= 55.8 Of -o. •H1 head=4\ vhdr= 155.0 plf IH5head= W 1 Fdragl eq=61.0 Fdrag2 eq= 191.7 Fdrag5 eq= 191.7 Fdrag6 eq=26.1 1 A Fdragl w= -•.5 Fdragl, 532.8 Fdrag5 w= 2.8 Fdrag'w=72.7 A H1 pier= vl eq= 90.6 plf v3 eq= 90.6 plf v5 eq= 90.6 H5 pier= 4.0 i v1 w= 251.9 plf v3 w= 251.9 plf v5 w= 251.91 4.0 feet feet H total= 2w/h= 1 2w/h= 1 2w/h= 0.75 8.0 V Fdrag3= • .. Fdra•-- 191.7 feet A Fdragl w= 169.5313 Fdragl w= 532.8 Fdrag7eq= •1.7 Fdrag8e. 26.1 V P6TN E.Q. Fdrag7w=532.8 Fdrag8w= 72.7 A P6 WIND v sill eq= 55.8 plf Hl sill= (0.6-0.14Sds)D 0.6D vsill w= 155.0 Of H5 sill= 3.0<. EQ Wind 3.0 feet OTM 11600.0 32240.0 feet R OTM 22624 27378 V UPLIFT -471 208 V Up above 0 0 Up Sum -471 208 H/L Ratios: L1= 3.5 L2=[[ 5.0 L3= 11.0 L4= 5.0 L5= 1.5 Htotal/L= 0.31 4 ► 4 ►4 ►4 ►4 P. Hpier/L1= 1.14 ' Hpier/L3= 0.36 L total= 26.0 feet Hpier/L5= 2.67 0.90 L reduction