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Specifications (52)
LC* S --Ve.ae.eAcQ- 51\14( CT ENGINEERING Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 206.285.4512 (V) 206.285.0618 (F) RECEIVED #15238 SEP 7 2011 Structural Calculations ?c_I,T (CF.DGARD .�p P R 0 }�/! 4' �GINF� River Terrace ., 6U Plan 2610 J Elevation B • RZ \OJD E %\k,<,) Tigard, OR 4;7S T. � ( OI16 p1 Design Criteria: 2012 IBC (ORSC, OSSC) 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: M ilbran dt 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: (Note-Dual reference for Plan 3 also includes Plan 3713) 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#14189 ROOF Roofing 3.5 psf Roofing-future i€l` 0.0,psf 5f8'plywood O.S S) '',,'''''.:.'ll''',11''..,',,'.`',''..,1'''''.';'!''''''' psf Trusses'at 24"o.c 4.0 psf Insulation E`i ;� 1.0 psf (1)518kg+psum 6kn711!i(€ 2.8=psf Misc./Alch F `€ 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) 112"gypsum ceiling 2.2 psf Misc. 2.6",psf FLOOR DEAL.; LOAD 15.0 PSF SEE SHEET A7 FOR ROOF FRAMING OVER GARAGE 0 1 MIN.HDR GABLE END TRUSS MIN.HDR 1 I r I 1 Re3.b1 1 RB.b2 • • • I 1 1 • r • • 0 Aco I rx U c((NJ 1 2 • ROOF TRUSSES AT 24" O.C. TYP. v F • • • • 1— ADD DIAGONAL MI • TO TRUSS CONFIG • SO THAT ATTIC S DOES NOT ALLOW • • 24"Wx42"H AREA • I TWO OR MORE AL H ,c2i. • I A=I cr 2011 ORSC - R31 • 22"x30", e �O co• I I ATTIC S LACCESSJ 1 U i, I: • 4:12 BOTTOM i,- n ) CHORD, TYP. 1` • • I \ I \ \ C9 \�\ • \\\I I\ • • I \ 1 \ L J 1 \`\ .tc (2)2X8 HDR RB.bS I ®IN.MDR ----�— _ \1- GABLE ENE TRUS9RB.b6 I 1 J fil TOP PLATE IS +8 ABOVE 2ND FIN. FLOOR UNLESS NOTED OTHERWISE CT# 14189 2014.09.17 1/4" = 1'-0" (11x17) SEE SHEET A9 PLAN 261 OB ROOF FRAMING PLAN WINDOWS HEIGHT.H 1/4"=I'-0" AMERICAN MODERN 0 ../CS16 CS16 : , A r -_____i I r 1 r J w w ":,, Ii . it z V, 9-1ER DRYER 0 I- d so • —q i i '31 I , –I L `--� i C.-n 'r ; , j 1 r ,-- ■ 0 MST37 $ MST37 P4 42 CT# 13238 2013.11.19CT# 14189 2014.09.17 PLAN 261 OB UPPER LEVEL SHEARWALLS 1/4"=1'-0" AMERICAN MODERN n CD_____ 1STHD14 D3 GABLEiEND TRUSS B.b1 7, 4x HDR4X12 HDR f MANUFACITURED ROOF r� . TRUSSES AT 24" O.C. T - 0 Ur a 0 r22'x30' cr ATTIC 18 0 LACCESS J `� P4 a I a 0 C 410 � CS16 STHD14 CS16\ I�C. B.b2 3.5X14 BIG BEAM r �- " GLB FB - 10} X �0- T -1-IM >- n 1074) 1 Li CQSTHD14 STHD14 2- d a A y r� — \J Ci IIF-47P--) o CO o f I•90 J I �}' S U) N 2 x I X cc N is j 7- N i_ .-qy 2 rPOST ,F3 / : Eiu °0 F- I cc i: ,-,1d 0,11 -, ,i Ill__ „:1 co,III II I I 6------,-1, STAIR 4 \FRAMING/ Q Np1II,l II I 1 fin- - 77 ' \\ / w I=II I. \ r �I` \ / N v Z 1 41 I A 7E. N.� \ / m -� w fid_L 2L i I---Ir i ,\ / J Z p 0 5.\!01 t r_ -I I A 5 Z W ' = I w 14” FLOOR TRUSSES 0 19.2" O-C-ji` . m u m u _ ! ui -c oil / \ 1 LU a 1— m -. m ! \\ I d N 0I _J L Ili B.bB :I -1 o N1 � -_ - � o r ;(::_ \s' -.:X9# > LL �'' w CC GT ABOVE 1 ' �I J J _ Lu F -— LU > X= �J . 'I w J C‘.1 N 11 w GT ABOVE �\_ LU I Opp FIXTURES O � 1 I X ABOVE �_ r — 7 2)2X8 HDR E . 'Yx +r tt.39 y 1in 16 2x ROOFI N " IJ FRAMING —` 1I1 I� .--c[-_~ I II " F- W D I— L 'I Z © co o . A Lit--- -- vmm - cXwNr� B.b12 B.'12 B.b12 -r LEDGER ,..0 N I -;;, BG0/112 HDRGT ABOVE ( 218 02x6^ (2)2X8' (12)2X8n I T RIM BOARD , DR HDR HDR wdDR <7.`. " Z ® STHD14 KHD14IOW a J" 4X10 HDR .1..-......,..,..4.)c4.' aFI:::::. .' 8.b20 4X4(min.) 4X4(min) 4X4(min.) POST ®® POST POST CT# 141:• 2014.09.17 1/4" = 1'-0" (11x17) r 3'-10 / 16'-3" i,-10�• r \P3 Q r THD14 '1 , N. —481 I �� ( 9-- N. A I- „; 31/2" CONC. SLAB OVER 4" FREE DRAINAGE MATERIAL b ® OVER COMPACTED FILL N VERIFY GARAGE SLAB HEIGHT co '? WITH GRADING PLAN -16" to \ a O I 3Yz" CONC. SLAB l 14" c 1 eSLOPE0 I 2" DNI CD o , 6'-3" I-7"I 1'-9� Iz-8" STHD148-1y� i 4-0" 7-2Y2" - J -� VARIES : MIN. __ -3" FROM TOP OF �9— ;t I I �M WALL 1 M a wit _1 I I THD1 P4 91 °1 I 1 i i2 Y<"( STHD14 1 N �C� J`1 % 0o A I 1 I r- -LTS-1I I I I ^� i3" N IL JI J 1 I FURNACE±- I 1 ABOVE -to I i r r i ® i FIXTURE ABOVE—f 1 p 1 � --t-- _I iv UJ I :r--li e Z / UD I L1J i I ! d N 18x4'6WAWL4. FINISHED FLOOR u' 1 SPACE I4CCES5 AT +0'-0" I t. r.1 r r7 \ Lt'J .�-J; LII L Z 1 FTG. j I 1 _ Q Z o 1 30"x(30"X10"FTG. W W/d3)#4 EA.WAY k 2' 6" 3 9Y4 i ±a , z 'n I I .4* r Z L Q T 1--r___r x 0p _ aET) rI ~Qu) \ � I I9)6" I-JOISTS AT 19.2" O.C. in o I I_1_1 I TYPICAL ` 0 '� IH 12'-0" I 14'-0" 01 Z M a a m j 18"X18"X10"FTG. „,...1.- . o ii 0 In 11--rail"• W/(2)#4 EA.WAY T -1214 X CC 1 u 1 TYP.U.N.O. v0� r1-1 1 \ --1-Ip1J 1 .„1../1-121/4"1 1 y I. a-------��- 1.75X95- — ; / Cn ti I 1 m CD'T ell r+1 1 _ ^\ \ P W , -�, 1 1 I F— -, i L 12x4 PONY 1 9 0 r N O _L I------ LVL 1_75X9_5 ----_-- WALL+ 5" r 1 oo i 1 0 © 1-6" r 3W CONC. SLAB !'CV I.I I I MI I SLOPE 314"Z 'V - \ H ti j"-- ® 1 STHD14 17'-o" STHD14 9'-0" r a. 1 e �n .n POST L� 34SJ j, �POST 1.1' \ \ \ 1 • L TOP OF 8" -- J O I Q -121" STEM WALL I - ". 6,-0. 11 n -61z" TOP OF SLAB I i s 1- _,,. I 47 15'-10". I 9'-3Y2" I 5Y4" Title: BETHANY CREEK Job#14189 1I Dsgnr: TRE Date: 4:26PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 1 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & JoistPage (c)1983-2003 ENERCALC Engineering Software 14189_Plan 2610.ecw:ROOF FRAMING Description 2610B ROOF GT reactions _Timber Member Information ;ode Ref: NDS IBC GT.b1 GT.b1 Timber Section 3.125x18 2-2x12 Beam Width in 3.125 3.000 Beam Depth in 18.000 11.250 Le:Unbraced Length ft 0.00 0.00 Timber Grade glas Fir,24F- Hem Fir,No.2 V4 Fb-Basic Allow psi 2,400.0 850.0 Fv-Basic Allow psi 240.0 150.0 Elastic Modulus ksi 1,800.0 1,300.0 Load Duration Factor 1.150 1.150 Member Type Glu Lam Sawn Repetitive Status No No Center Span Data Span ft 26.00 10.00 Dead Load #/ft 30.00 150.00 Live Load #/ft 50.00 250.00 Dead Load #/ft 120.00 Live Load #/ft 200.00 Start ft 17.000 End ft 26.000 Point#1 DL lbs 750.00 LL lbs 1,250.00 @ X ft 17.000 Results Ratio= 0.6866 0.9700 Mmax @ Center in-k 315.85 60.00 @ X= ft 16.95 5.00 fb:Actual psi 1,871.7 948.1 Fb:Allowable psi 2,725.9 977.5 Bending OK Bending OK fv:Actual psi 110.6 72.5 Fv:Allowable psi 276.0 172.5 Shear OK Shear OK Reactions @ Left End DL lbs 836.54 750.00 LL lbs 1,394.23 1,250.00 Max.DL+LL lbs 2,230.77 2,000.00 @ Right End DL lbs 1,773.46 750.00 LL lbs 2,955.77 1,250.00 Max.DL+LL lbs 4,729.23 2,000.00 Deflections Ratio OK Deflection OK Center DL Defl in -0.386 -0.073 UDefl Ratio 808.3 1,645.4 Center LL Defl in -0.643 -0.122 UDefl Ratio 485.0 987.2 Center Total Defl in -1.029 -0.194 Location ft 13.936 5.000 UDefl Ratio 303.1 617.0 Title: BETHANY CREEK Job#14189 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 2610B ROOF FRAMING Timber Member Information ;ode Ref: NDS IBC RB.b1 RB.b2 RB.b3 RB.b4 RB.b5 RB.b6 limber Section 2-2x4 2-2x4 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 3.500 3.500 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 Fir,No.2 Hem Fir,No.2 Hem Fr,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,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 5.50 3.00 Dead Load #/ft 60.00 60.00 225.00 225.00 90.00 60.00 Live Load #/ft 100.00 100.00 375.00 375.00 150.00 100.00 Results Ratio= 0.8084 0.8084 0.6263 0.9019 0.5666 0.2405 Mmax @ Center in-k 7.26 7.26 5.62 8.10 10.89 2.16 @ X= ft 2.75 2.75 1.25 1.50 2.75 1.50 fb:Actual psi 1,185.3 1,185.3 918.4 1,322.4 720.0 352.7 Fb:Allowable psi 1,466.3 1,466.3 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 56.3 56.3 82.3 103.9 50.4 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 165.00 165.00 281.25 337.50 247.50 90.00 LL lbs 275.00 275.00 468.75 562.50 412.50 150.00 Max.DL+LL lbs 440.00 440.00 750.00 900.00 660.00 240.00 @ Right End DL lbs 165.00 165.00 281.25 337.50 247.50 90.00 LL lbs 275.00 275.00 468.75 562.50 412.50 150.00 Max.DL+LL lbs 440.00 440.00 750.00 900.00 660.00 240.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.089 -0.089 -0.014 -0.029 -0.034 -0.008 UDefl Ratio 744.5 744.5 2,114.0 1,223.4 1,926.0 4,587.6 Center LL Defl in -0.148 -0.148 -0.024 -0.049 -0.057 -0.013 UDefl Ratio 446.7 446.7 1,268.4 734.0 1,155.6 2,752.5 Center Total Defl in -0.236 -0.236 -0.038 -0.078 -0.091 -0.021 Location ft 2.750 2.750 1.250 1.500 2.750 1.500 UDefl Ratio 279.2 279.2 792.7 458.8 722.2 1,720.3 Title: BETHANY CREEK Job#14189 Dsgnr: TRE Date: 4:27PM. 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN :ley: 580006Page 1ser: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 2610B FLR FRMG 1 OF 3 Timber Member Information %ode Ref: NDS IBC B.b1 B.b2 B.b3 B.b4 B.b5 B.b6 B.b7 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 Fir- Rosboro,Bigbeam iLevel,LSL 1.55E Level,LSL 1.55E Douglas Fir- Rosboro,Bigbeam iLevel,LSL 1.55E Larch,No.2 2.2E Larch,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 ;max 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 160.00 325.00 Live Load #/ft 100.00 375.00 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 740.00 LL lbs 990.00 @ X ft 4.000 Results Ratio= 0.7774 0.4151 0.1358 0.3268 0.3662 0.6459 0.0897 Mmax @ Center in-k 65.34 163.74 20.76 86.87 13.14 332.29 11.92 @ X= ft 8.25 9.28 2.00 4.50 1.75 8.50 4.25 Mmax @ Cantilever in-k 0.00 -113.28 0.00 0.00 0.00 0.00 0.00 fb:Actual psi 885.0 1,432.2 363.1 759.8 428.5 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 44.7 100.1 44.9 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 @ Left End DL lbs 495.00 1,532.00 740.00 877.50 341.25 1,717.50 127.50 LL lbs 825.00 1,400.00 990.00 2,340.00 910.00 4,579.00 340.00 Max.DL+LL lbs 1,320.00 2,932.00 1,730.00 3,217.50 1,251.25 6,296.50 467.50 @ Right End DL lbs 495.00 3,408.00 740.00 877.50 341.25 1,717.50 127.50 LL lbs 825.00 3,204.00 990.00 2,340.00 910.00 4,579.00 340.00 Max.DL+LL lbs 1,320.00 6,612.00 1,730.00 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 . _ .�..n 9.1'YNb//,'/.,i,V> v'.,uS//i" YY uP?_ i..i:;.. *4fl> ,:HF9� : BETHANYCREEK Job 14189 Title. # Dsgnr: TRE Date: 4:27PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 Page 2 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist 9 (c)1983-2003 ENERCALC Engineering Software 14189_Plan_2610.ecw:Floor Framing Description 2610B FLR FRMG 1 OF 3 Center DL Defl in -0.151 -0.252 -0.003 -0.023 -0.004 -0.147 -0.006 UDefl Ratio 1,314.8 953.1 13,970.1 4,654.3 11,344.7 1,389.8 17,955.8 Center LL Defl in -0.251 -0.286 -0.005 -0.062 -0.010 -0.391 -0.015 UDefl Ratio 788.9 838.5 10,442.3 1,745.3 4,254.3 521.4 6,733.4 Center Total Defl in -0.402 -0.538 -0.008 -0.085 -0.014 -0.538 -0.021 Location ft 8.250 9.760 2.000 4.500 1.750 8.500 4.250 UDefl Ratio 493.1 446.5 5,975.7 1,269.3 3,094.0 379.1 4,897.0 Cantilever DL Defl in 0.094 Cantilever LL Defl in 0.026 Total Cant.Defl in 0.120 UDefl Ratio 801.8 Title: BETHANY CREEK Job#14189 Dsgnr: TRE Date: 4:27PM, 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 2610B FLR FRMG 2 OF 3 Timber Member Information :ode Ref: NDS IBC .. x , B.b8 B.b9 13.b10 B.b11 B.b12 B.b13 B.b14 Timber Section VL:1.750x14.000 2-2x8 LVL:1.750x14.000 LVL:3.500x14.000 2-2x8 2-2x8 2-2x8 Beam Width in 1.750 3.000 1.750 3.500 3.000 3.000 3.000 Beam Depth in 14.000 7.250 14.000 14.000 7.250 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 Fr,No.2 'Level,LSL 1.55E 'Level,LSL 1.55E Hem Fr,No.2 Hem Fr,No.2 Hem Fir,No.2 Fb-Basic Allow psi 2,325.0 850.0 2,325.0 2,325.0 850.0 850.0 850.0 Fv-Basic Allow psi 310.0 150.0 310.0 310.0 150.0 150.0 150.0 Elastic Modulus ksi 1,550.0 1,300.0 1,550.0 1,550.0 1,300.0 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 Sawn Sawn Sawn Repetitive Status No No No No No No No Center Span Data Span ft 6.00 3.50 9.00 5.00 3.00 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 190.00 160.00 160.00 225.00 250.00 Live Load #/ft 150.00 100.00 100.00 375.00 250.00 Start ft End ft Point#1 DL lbs 128.00 LL lbs 340.00 @ X ft 3.500 Cantilever Span Span ft 5.00 Uniform Dead Load #/ft 175.00 Uniform Live Load #/ft 200.00 Point#1 DL lbs 923.00 LL lbs 855.00 @ X ft 5.000 Results Ratio= 0.0832 0.0754 0.3140 0.5330 0.1379 0.2326 0.2615 Mmax @ Center in-k 11.06 2.02 47.99 0.00 4.25 7.17 8.06 @ X= ft 3.50 1.75 4.50 0.00 1.50 1.25 1.25 Mmax @ Cantilever in-k 0.00 0.00 0.00 -162.93 0.00 0.00 0.00 fb:Actual psi 193.5 76.9 839.5 1,425.0 161.8 272.9 306.8 Fb:Allowable psi 2,325.0 1,020.0 2,673.8 2,673.8 1,173.0 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 81.0 105.1 19.6 34.3 38.6 Fv:Allowable psi 310.0 150.0 356.5 356.5 172.5 172.5 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions1 @ Left End DL lbs 98.33 52.50 922.50 -773.00 262.50 337.50 462.50 LL lbs 261.67 140.00 855.00 750.00 210.00 618.75 612.50 Max.DL+LL lbs 360.00 192.50 1,777.50 -23.00 472.50 956.25 1,075.00 @ Right End DL lbs 119.67 52.50 922.50 3,746.00 262.50 337.50 462.50 LL lbs 318.33 140.00 855.00 3,960.00 210.00 618.75 612.50 Max.DL+LL lbs 438.00 192.50 1,777.50 7,706.00 472.50 956.25 1,075.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Title: BETHANY CREEK Job#14189 Dsgnr: TRE Date: 4:27PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 560006 Page 2 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist g _(c)1983-2003 ENERCALC Engineering Software 14189 Plan2610.ecw:Floor Framing Description 2610B FLR FRMG 2 OF 3 Center DL Defl in -0.002 -0.001 -0.049 0.013 -0.003 -0.002 -0.003 UDefl Ratio 31,996.0 51,354.9 2,213.6 4,752.2 13,979.9 15,657.5 11,425.8 Center LL Defl in -0.006 -0.002 -0.045 0.012 -0.002 -0.004 -0.003 UDefl Ratio 12,030.8 19,258.1 2,388.4 5,058.5 17,474.9 8,540.5 8,627.6 Center Total Defl in -0.008 -0.003 -0.094 0.024 -0.005 -0.005 -0.006 Location ft 3.096 1.750 4.500 2.980 1.500 1.250 1.250 UDefl Ratio 8,743.3 14,005.9 1,148.8 2,450.4 7,766.6 5,526.2 4,915.7 Cantilever DL Defl ini -0.143 Cantilever LL Defl in -0.140 Total Cant.Def I inI -0.283 UDefl Ratio 424.7 Title: BETHANY CREEK Job#14189 Dsgnr: TRE Date: 4:27PM, 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 1418921an_2610.ecw:Floor Framing Description 2610B FLR FRMG 3 OF 3 Timber Member Information :ode Ref: NDS IBC B.b15 B.b16 B.b17 B.b18 B.b19 B.b20 Timber Section 2-2x8 2-2x8 2-2x8 2-2x8 4x10 4x10 Beam Width in 3.000 3.000 3.000 3.000 3.500 3.500 Beam Depth in 7.250 7.250 7.250 7.250 9.250 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 Fir,No.2 Hem Fir,No.2 Douglas Fir- Douglas Fr- Larch,No.2 Larch,No.2 Fb-Basic Allow psi 850.0 850.0 850.0 850.0 900.0 900.0 Fv-Basic Allow psi 150.0 150.0 150.0 150.0 180.0 180.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,300.0 1,600.0 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 10.00 16.00 Dead Load #/ft 120.00 150.00 150.00 150.00 75.00 60.00 Live Load #/ft 320.00 400.00 400.00 400.00 125.00 100.00 Dead Load #/ft 250.00 160.00 325.00 325.00 Live Load #/ft 250.00 100.00 375.00 375.00 Start ft End ft Point#1 DL lbs 836.00 LL lbs 1,394.00 @ X ft 1.250 Results Ratio= 0.9262 0.7889 0.5474 0.7451 0.4839 0.9911 Mmax @ Center in-k 28.55 24.32 16.87 22.97 30.00 61.44 @ X= ft 2.25 1.25 1.50 1.75 5.00 8.00 fb:Actual psi 1,086.4 925.3 642.1 874.0 601.1 1,231.0 Fb:Allowable psi 1,173.0 1,173.0 1,173.0 1,173.0 1,242.0 1,242.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 107.4 113.2 77.6 99.0 39.3 53.6 Fv:Allowable psi 172.5 172.5 172.5 172.5 207.0 207.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 832.50 805.50 712.50 831.25 375.00 480.00 LL lbs 1,282.50 1,322.00 1,162.50 1,356.25 625.00 800.00 Max.DL+LL lbs 2,115.00 2,127.50 1,875.00 2,187.50 1,000.00 1,280.00 @ Right End DL lbs 832.50 805.50 712.50 831.25 375.00 480.00 LL lbs 1,282.50 1,322.00 1,162.50 1,356.25 625.00 800.00 Max.DL+LL lbs 2,115.00 2,127.50 1,875.00 2,187.50 1,000.00 1,280.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.028 -0.006 -0.007 -0.013 -0.046 -0.240 UDefl Ratio 1,959.2 5,002.7 5,150.5 3,243.5 2,626.5 801.6 Center LL Defl in -0.042 -0.010 -0.011 -0.021 -0.076 -0.399 UDefl Ratio 1,271.7 3,036.7 3,156.8 1,987.9 1,575.9 480.9 Center Total Defl in -0.070 -0.016 -0.018 -0.034 -0.122 -0.639 Location ft 2.250 1.250 1.500 1.750 5.000 8.000 UDefl Ratio 771.2 1,889.6 1,957.2 1,232.5 984.9 300.6 Title: BETHANY CREEK Job#14189 Dsgnr: TRE Date: 4:28PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 User:KW-0602997,Ver5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 14189_Plan_2610.ecw:CRAWLSPACE FRAMING 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 ftl 5.75 f �..... . ... ......�. 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 Def I in -0.027 UDefl Ratio 2,558.5 Center LL Def I in -0.072 UDefl Ratio 959.5 Center Total Defl in -0.099 Location ft 2.875 UDef I Ratio 697.8 TJI JOISTS and RAFTERS Code Code Code Su est Su est Su g}Z _gg ggest Lpick Lpick Lick Lick Joist b d Via. -LL DL M max V max EI L fb L(fv L TL240 L LL360 L max TL(deft. LL deft. L TL360 L LL480 L max TL deft TL deft LL dell. LL def]. size&grade width iina depth{ink ^1 SP50_ JPsf� {ft-Ibsj Spsi) { {Psi1 {ftp fin.) eft•) -{ft.) (ft) {in� � �in_�__ �ft•� �n_� (ft.) Qn.) ratio Qn.i ratio 9.5"TJI 110 1.759.5 19.2 40 15 2380 1220' 1.40E+08 14.71 27.73 15.23 14.80 14.71 0.66 0.48 13.31 13.45 13.31 0.44 360 0.32 495 9.5"TJI 110 1.75 9.5 16 40 15 2380 12201 1,40E+08 16.11 33 27 16.191 15 73 15.73 0.72 0.52 14.14 14.29 14.14 0.47 360 0.34 495 9.5"TJI 110 1.75 9.5 12 40 15 2380 1220E 1.40E+08 18 61 44 36 17.82 1175:3731 7 31 17.31 0 79 0.58 15.57 15.73 15.57 0.52 360 0.38 495 ---- -- -- ---- -- --- 9 5 TJI 110 1.75 9.5 9.6 40 15 23801 12201 1.40E+08 20 80 55:45 19.19 18.64 18.64 0 85 0.62 16.77 16.94 16.77 0.56 360 0.411 495 9.5 TJI 110 1.75 9.5 19.2 40 10 2500 12201 1.57E+08 15.81.. 30.50 16.341 15.37 15.37 0.64 0.51 14.27 13.97 13.97 0.44 384 0.351 480 1 0 - -- - -- -- ._... 2 1 I . 480 _---9 5"TJI 110 1.75 9.5 12 40 10 2500 1220 1_57E+08 20 007 48.80 19.36 16.981 17.98 0.75 0.0 � 1166'61971 L16.x" 116.34 0.51 364 00.4371 480 9.5"TJI 110 1.75 9.5 9.6 40 101 2500 1220 1.57E+08 22.36 61.001 20.58 19.37 19.371 0.81 0.65 17 98 17.60 17.60 0.55 3841 0.44 480 _ ! 7 _._ ..- 5_ 9.5"TJI 210 2.0625 9.5 19.2 40 10 300011330 1.87E+08 17.32 33.25 17.32 16.30 16.301 0.68 0.541 15.131 14.81 14,81 0.46 9.5"TJI 210 2.0625L 9.5 12 _ 0 10 30001 1330 1.87E+08 21.97 39.90 8.91 53.20 20.26 19.06 19.06 0.79 0.64 17.770 17.32 17.32 0.54 384` 0.43) 480 - - -- 0 43 480 0 39 480 9 5 TJI 210 2.06251 9.5 9.6 40 10 3000 1330 1.87E+08 24.49 66.50 21.82 20.53 20.53 0.86 0.68 19 061 18.66 18.66 0.581 384 0.47 480 9.5" 2.31 9.5 19 2 40 10 33301 13301 2.06E+08 18.25 33.25 17.89 16.83 16.83 0.70 0.56 15.631 15.29 15.29 0.481 384 0.38 480 96 F JI230 - 23125 , .. 5:5 16 40 10 0330:71330 2.06E+08 19.99 39.90 .'"1"501 17,89_ 17,89• 0.75 - 0.60 .....18,60-_. 16.25 16.25 0.51 384' 041..,:•:480 9.5"TJI 230 2.3125 9.5 12 40 10 3330! 13301 2.06E+08 23.08, 53.20 20.92 19.69! 19.69 0.82 0.66 18.28 17.89 17.89 0.561 384 0.451 480 9.5"TJI 230 2.3125 9.5 9.6 40 10 3330 1330 2.06E+08 25.811 66 50 22.54 21.21 21.21 0.8.8 0.71 19 69 19.27 19.27 0.60 384 0.481 480 11.875 TJI 110 1.751 11.875 19.2; 40 101 3160 15601 2.67E+08 17.78 4389.8000 19.50 1198:5305 117.78 0.67 0.54 17 04 16.67 16.67 0.52 3841 0.42 480 11,875 TJI 110 1.75 11,875 11.875"TJI 110' 1 75 11.875 12' 40 10` 3160 1560 2.67E+08 22.49 62.40 22.8 .21.46 211.46 0.891 0 62 19.93' 17.72 117.72 00.61 3384 00.44 4480 11.875 TJI 110 135 11 875 9 6 40 101 31601 15601 2.67E+08 25.14 78 00 24.57 23.12 23.12 0.96 0.77 21.46` 21.01 21,011 0.66 384 0.531 480 11.675"TJI 210 2.0625 11.875 19.2_ 40 10� 3795 1655 3.15E+08 19A8 41.38 20.61 19.39 19.39 0.65 18 00 17.62 17,62 0.55 384 0.44. 480 11.875"TJI 21 d..._:.3.0628 „....g...6861 11.615 . 16" 40.. :.;10 3795' 1655 3.15E+08 21 34„ 49.25 21:90 , 22.68; 20.68 ... 089 , ,.:.. g 13 , t9 72 „,,88 72 0.59,,,.,. 84' 0 a7 4e0 11.875"TJI 210 2 0625 11 8751 72 40 10 3795_ 1655 3.15E+08 24.64 66 20 24.10 22.68 22 68 0.95 0.76 2191,01585.14 ,0,2180:7621 1.05 20.610.61 0.64 384 00:5472,, .52 460 11.875 TJI 210 2 0625 11.875 9 6 40 10 3795 1655 3.15E+08 27.55 82.75 25.96 24 43 24.43 1.02 0.81 22.68 22.20 22.20 0.69 384 0.55 480 ------ --- -- - - 11.875 TJI 230 2.3125 11.875 19.2 40 10 4215 1655 3.47E+08 20.53 41.38 21.28 20.03 20.03 0 83 0,.:76711.7,....s,,,,1198:7569-1 18 20 118.20 0.57 3841 0 45 480 11.875"TJI 830_„"x3125 11,815 18.. _40. 10 4315 1855.:.3.47E+08 22,49'1714945,1. .22.62 21.28 21.28. 089, ,,1 1$.3d 29.34 0:80 384' 0.48f 480 - -- 7 - -- - 1 -- -- - - - - - - 1 74 3841. 0.53 L- 480 11.875 TJI 230 2.3125 71.875 12 40 10 42151 1655 3.47E+08 25.97_1r682:;5 6 20 24.89 23.42 23.42 0.98 0.78 21.74 21 28 2128 0.671 11.875 TJI 230 2.3125 11.875 9.6 40 10 42151 1655{ 3.47E+08 29 031 82 75 26 81 25 23 25.23 1.05 0.84 23.42 22.93: 22.93 0.72 3841 0.57 480 AA 18.28 17.89 7.89 0.56 3841 4 01 101 4315 1480t,3.30E+08 20.771 00 20.93 19.69i 19.691 1182 P.- 11.875"REFI 400 2.0625 "'11:.875 t9.6 40 10 4315 1480 3.30E+08 22,78... 4437:491.. .22;24 20.83 20.93 0,87 _.0.70 . . .19 43 1901 "619 O1 0.59 384 0•45 480 11.875"RFPI 400 ----- 1 0[ 51 I-3.30E+08 6 28 24 3--- 1 0.9 7 20.93 a&r..20.93.4 3841 0 48 480 11.875"RFPI 400 2.0625 11.875 9.61401 10, 43151 1480 3.30E+08 29.38 74.00 26.37 24.81 24.81 1.03 0.83 23.031 22.54 22.54 0.70 3841 0 56 480 0.561480 Page 1 D+L+S CTN 14189.-Betahny Creek Falls ;LOAD CASE (12-12) (BASED ON ANSI/AF&PA NDS-1997 SEE SECTION: 2.3.1 12_3.1 2.3.1 3.7.1 I 3.7.1 Ke 1 001Dep n Buckling Factor } D+L+S _ T � - -� � 1 - - - - -I- ., c 1 0 801(Constant)> (Section 3.7.1.5 ... ... �.. ( }...........f...........................t1... 9999. .f Cr ... ............(. I} KcE 0 301(Constant)> ~Section 3 7 1 5 ... � --_I ---- 4 - 1 Cf SFb)L C((Fc) ,I1097 NDS I................ I ' Cb 9 ..,.._¢(Vanes) p 'Section 2.3.10 - Bend!9.Comp Size Size Rep,{,.., ¢„ 9.... it Cd(Fb).,_..Cb Cd(Fc) .. f Eq 3.7-1 . . ! ... - NDS 3.9:21 Max Wall duration duration factor factor use _ Stud Grade!Wklth Depth Seal Height I Leld VertLoad Hor.Load! ;4=1.0 Loader Plates}Cd d(F1 Cf Cf Cr�Fb .Fc pea>J Fc E 1 Fb Fc�� Fc_ 1 Fce !1-Fe fc_4 fc/F'c I ib 1 ib% pg psf .p0...._ (Fb)4.1..(Fc( psi psi psi { Psi.... pas psi Psi psi 1 psi 1 psi ..... Pel 'Fb l-fc/Fce) H-F Stud 26.41 17391 01 16 1993.4 1.00 1.15 441.22, 439.371 H F Stud } 1 5 ]_3.5 16 3.5 16 7 7089, _.0 9 1340 -_ 0 0.9966 1993 4 L 1.0 1 1.15 1.1_1.051 15, 675 405�800 1 1,2001 1.05 1.15 675 405 800 ,000 854 506 9661 J]I 378091 340 90j 340.321 _1.01 0.01 0 000 H-F Stud I 1.5 3.5 12 I 91 30.9 17851 0 0 9947 26579 1 190 1.15 , 1 1 1.05 1.151 675 405 800 1 20,00 854 506 9661 378.09 340 01 34090 1.00 0 0 0 000 H-F Stud y 1.5 3.5 16 8 2 28.31 15501 _01 0 9921 1993.4 1 190 1.15 1.1 1.05 1.15 675 4-405 800 1309000 854 506 9661 449 95, 395.22 1393 65 1.0 0.061 0900 H-F Stud 1 1.5 j 3.5 12 1 8.25 28.3_1_2070 0' 0.9953 2657.8 _`1.00 1.15 1.1 1 1.05 1 15 675 1 405 800 1,200,000, _854 506 _ 966 449.95+_395.22 394.29 1.0. 0.091 0.000 H-F Stud _..15._...3.5 8, 825.__.283 ,. 3100 0 09921._..-39867 1.00-1-115 11 105 115.__675-1 405.._.800 1,20,00 _ _8541 __.__506 ____9661 449.95 395.221 393.65' 1.0 0.0 0.00 9999 .j} {I SPF Stud;1.5� 3.5 16 -1 7.70831__28.41 1695 01 0.9952 2091.8 - 1.0 1.15 1.1.1 ±1.05 1.151 75 I 425 _725 1 1,20,0 854 _ 5311 875.438 515.42 431.521 430.481 1.000.01 _0.000 SPF Stud 1 1.5 3.5 16 1 9 309 - 725.4 531 378.09 190 9000 SPF Stud 1.5 3.5 12 I 94_) 30 9- 1760- ...._0� 09944 2789.1 _L 6_.._•1..1.06.1. 50 1._1_15 11.1 1 195 1.15 675 425 725 200900 854 531 875.4381 378.09 338.171 335.24( 1.00 0 01 0.000 SPF Stud T« 15 f 3.5 16. 1 8.25 28.3' 15251 0 0_9957 2091,8 1 1.0 t 1_15 1 1.1 1 1.05 1.15 t 6751 425 725 1,20,0001 854 531 875.43_91-449.951 388.13 387.30 1.1610.00990 0.000 SPF Stud1.5 1 3.5 12-1 8.25139.3120301 0] 0 9925 27891 T 1 0 1.15 t 1.1 1.05 1.15 675 } 425 9,99 7-21-1--14 20 00 854 531 875:4381 449951_....388.13 386.67 1 0 0 0)..... 0.000 SPF Stud 1.5 1 3.5 _8 8.251_28.9 30501_ 0 0.9957 4183.6 190 l 1.15 1.1_1195 1 151 675 1 425 725 1 20,001__854 _ 531 8754381 449_54_ 388.131_387.301 _1901 900,_ _0 000 1 + H-F#2 1 15_15.5 16 7.70831 19.& 31321 - 0I 0.3652_ 3132.4 1.00 1 1.15 13_11.10 1.151.850_4860 1 405 1300 405 iI 1300 1 1 300,010 1,271 551 1,271 1 164741-1-1844-9p011.46-1,--I _1837.57 55.18__0.60 0.00-t 0.000 0.0. 0.000 H_F#2 T 1.5 ' 5.5 16 8.25'``_ 18.01 3132' __0' 0.2858 _3132_4 1 1.0 11_15 _131.10'-1151-850 1 405 J 1300'1,30,00'___1,271_506 1644.5203.70' -946_77 506.18 0.531 0.001 0_00 i ._ .. _..._ ... ... 9999_... 1 9999.. 9- ._.. SPF#2 1 1.5 , 5.5 16 4 7.70831 16.8' 32871 01 0.2737 L 3287.1 t_1 00 1.15 4 1 3 L 1.10 1.15 i_875 1_425 4 1150 1,40,00 1 308j 531 1454 751 1484.89__1015 451-_531.23 0.52 0.0 0.000 SPF#2 1.5 5.5 . 16 1 9 19.6 32871 0 0.3905 3287.1 1.00 1.15 , 1.3 :1.10 1.15 875 i 425 1150 1,400,000_ 1,308531;1454.751.1089.25850.161 531.23 0.62 901 0.000 SPF#2 ' 1.5 , 5.5 16 I 8.25 18.0 32871 0 0.3158 1 3287.1 1 1.00 4.1.15 1 1 3 1,10 1.15 875 425 1150 1,400,000 1 308 5311 1_454 75 1296.30 945.381 531.231 0.58 0.00 _0.00 }----.. 1 .. }__ -.�._.� r ___111"' } i� - F--_ - -�______ - _r iA 1_ }� -�- _- 11200M 854 831 87 48--- - -" 100 SPF Stud 1 15,..13.5 16 t 14.574 0.01... ...5451 01 0.9913- 2091.8 10 1 115 f 11 105 115 675 1 425 725 85.._.............._�._._.5..8 144.26 139.02f 138.411 9.i.o 1....0901..._.-. .0000 SPF#2 1.5 ' 5.5 18 4 191 41.9d 14501 0' 0.9917 `._ 3287.1 1 1.00 4 1.15 1_1.3 11.10 1.151 875 J 425 1150 11,400.0001 1,308 5311_1454.75 244.40 235.32 234.34 1.0 0.0 0.000 1 H-F#2 I 1.5 1 5.5 16 191 41.51 1360T Of 0.9969 1 3132.4 1.00 I 1.15 1.3 r 1.10 1.15 1 850 1 405 11300 1 1,300,0001 1,271 55 1644.5, 226.94 220.14, 219.80, 1.001 0.001 0.000 Page 1 D+L+W CT#14189.-Betahny Creek Falls :LOAD CASE 12.13 - ! 1 I ( ) '(BASED ON ANSI/AF&PA NDS 1997 'SEE SECTION: , 2.3.1 1 2.3.1 2.3.1 j 3.7.1 3.7.1 �__ 1 Ke --; 1 00 sapn BucklIng Factor 1_ _ D+L+WW� _ _ C �- c ' 0 80,(Constant)> 'Section 3 7 1 5 .._ t _ ,.. ....f- -�� 1 Cr I - 1 - KcE 0 30(Constant) Section 3.7.1.5 i ( _ I f _ I __ __ Cf(F J C(�Fc) X1997 NDS Cb 1 .(Vanes) > Secbon 2 3 10.�,,,,,__ ..t„ ,._ „I Bendipe Comp I Size Size Rep I .. 1-Cd(Fb)„Cb c _Tall ..I Eq 3.7-1 �,._. NDS 3 9 2 Max Wali duration duration factor factor use 111 yttt If ._..._... ; ... 1-Fc , ..t_______ Stud Grade)WlldthrDi�ih�S�aurrg Heni�ht�Le/d iVertLoad�Hor.Load < 1.0 Loed�Plat�Cd�)jCd(Fc Cf Cf Cr j Fb IFcp� Fc 1 E 1 Fb' Fc pery Fc Foe ! Fc fc fdFc HI) � PoI -Il t plf Paf ...._.. pit ....r. (Fb) (Fc) psi I psi -Psi.. P9(... pal .....Pal...._psi 1 pal ...1 Pal....1.......P.al. 1 Pei .Fb(1 fc/Fca). H-F Stud 1 1 5_1. 3.5 16 i 7.70831 26A; 10751 9.71 0 9951 1993 4 1 0.9942 1993.4 I '1.60 1.00 +1.1 i 1.05 1 15 675 405 J,800 f 1 200,000 1,366 506 .840 515.421 427.081 .273.02; 0.64 378 7811 0.586 H-F Stud 1 15 ' 3.5 12"] 91 30.9; 11401 8.91 30.9; 7551 0 0.9998 2657.8 r 160 "1.00 1.1 1.05 1151 675 405 I 800I 1.200000' 1,3661 506 8401 37809;. 333.991 211.14 0.651337.641 0.577 I '--- ( 1 { { { �.... i 1/00,000' ,368 506 8401 37809-i. 333.99,,_-,21714...._0.65 33584,.._. 0.577 H F Stud 1.5_1 3.5 _16 8.25 28 3 970, 8.13 0 9943 1993 4 ,_1 60 1.00 1 11 1.05_1 15 r 675 ff 405._800 1 1 200,000_1,368 506 840 449.95 384.87_246.35_0.64 361.37 0.585 St 1 3 5 I 12 8.25 28 3 1425'- 8.13 0.9974 2657 8 4 1 60 •1.00,J 1 1 1.05 1.15 1 675 I 405 1 800 1,200,000 1,366 5061 840 449.95 •384.87T •271.43 •0.71, •271.03 _ 0.500 H-F Stud 1 5 1 3 5 8 8.251 28.3; 235>, 8.13 0.9981 3986.7 I 1.607-1.00 1.1.4.1.05 1.16 675165 I 800 1 1,200,000 1,366 506. 861 449.95! 384.871 299.05' 0.78 180.69 0.394 SPF Stud 1 1.5 3.5 16 7.70831_ 26.41 7060 9.71 0.9971 2091M 1.6 1.00 1.1 ,1.05 1.15 675 425 725 1 200,000 1,366 5311 7 251 515A2 415.531289.21 0.05 378.78 0.577 SPF Stud 1 1M 1. 3.5 _.__.161 91 ._30.9 __..,700 8. 0.9115 8A6' M9931..2091 8 1.60 1 100 11 1 1 T1.05 1 15 1-..875 1 425 725 420 725 1i 1,200,000..-.1,366 531 761.251 378.09 328.301 177.781 0.54[447.521- 0.618 • SPF StudSPF Stud 1 1 S 3 5 1 188.251 28 31 49601 8 13 0.9970 2091.8 �I 1.60 1.60 1 1.00 1 1 1 l 1 05 1.15. 675 1.1 1 1M5 1.151 675 1425 725 1 1 X00,000; 1M66 531„200 000 1 366 _ 531 761 25 449.9,378.09 36.30 243.811_0.65 33567; 0.577 1.5 � � -r-f-65 _ , l � 5, 376.351-1, 243.81 0.65 361.37] ---0.577 SPF Stud...i.....1;5.....__.3.5....J12...........8.251.,,28.3114051 8.131._..0.9952._._._..__..2789.1".___.1.6 1.00 1.1 :1.05 1.151 675 425 725 1 1,200,000. 1,366'1- 531 761.25 449.95 376.35 267.62 0.71,271.03' 0.490 SPF Stud 1.5 t 3.5 I 8_1 8.251_28,3 23201 8.13 0 9958_ 4183.6 I 1.60 1 1.00 j 1.1 1 1.05 1.15 1 675 i 425__7254 1.200,0001 _1,3686' 531 _761_25 449.95 376.35_294_60'__0.781 180.69} __0.383 t _____ 1_ tr _ r H F#2 i 1.5 I. 5.5 16 7.70831 16.81 3132' __ 9 711 0.3909 3132.4 1.6 X1.00 1.3 1.10 1.15 8504.405_ 1300 I 1 300,000 2,033 _06�_1�1378.83 969.91_506 18 0.52 152.58' 0.119 1.31-1.10 1.15 8501 405 1300 1,300,M0g 2,033 506 143(111011.451 506.18 0.63 181.231 0.178 H F#2 -441.5 ' 5.5 16 1 8.251 18.01_ 31321 8.131 0.4411 3132.4 L1.60 1.60 1-1.00 1.31-1.10_1 75 850 405_ 1300 1,300,000 2 033_506 ,14 01 1203.70;6 9.13} 506.18 0.56'148.341 0.124 1 I t SPF#2 j 1.5_, 5.5 1 16�7.70831 18.8_ 32871 9.71; 0.4327 �_3287.1 �_1.60 ( 1.004 1.3.1_1.10 1.15 1_875 j 425� 1150 1 1,400,000 2,093' 531 1285'1484.861; 940.31 531.23 0.58 152.58 0.114 SPF#2 i 1.5 5.5 16 1 914 19.6; 32871 846 0.633 3287.1 1. 1.60 4 1.00 . 1.3 ,1.10 1.157 875 I 425 1150 1,400,000 2,093 531 12651108925, 806.08 531.23 0.66 181.23. 0.169 SPF 1 15 +_ 5.5 16 8 251 18.0': _3287 _.8.13} 0.4790 1 3287.1_+ 1.60_,_1.00 I 1.3 .10 1.151 875._1. 425 1150_1,46,60_2,093__ 5311__12651 1296_30. 884.69 531.231 0.60 146.34 0.118 I. 1 -I f i - tt -� -� J_ SPF Stud 1M i- 3.5 16 14.571 50.01 ,.. 70' 8.6 09957-_-2091 8 1 1 60 jj{ 1 bo { 1 1 1 05 1 151 675 I 425 1 7251 1,200,00 1366 531{875 1 425 1-1150 1 1,400,0001 2,093 --761 25414426.. 13814 17.78}.....0:13######1 0 979 5.5 16 1 191 41.51 H-F#2 1 1.5 ill 5.5 116 , 1911 41.5 _- 600 --�-9.711 0.9921 4, 3132.4 1 160 1 9.711 0.9941 3287.1 L 1.60 ;1.00 1.00 1 1 3 1.10 1.151 850 1 405 1300 1 1 300,0001 2,033 06� 1430, 226.941 219.02,12651-244.41:11 233 80! 196.971 0.44]927.021 0.786 927.021 0.796 Page 1 D+I+W+.5S CT#14189-Betahny Creek Falls 1 LOAD CASE % (12-14 I ! _--__T_ __-_ 1_-____�(BA6ED ON ANSI/AFBPA NDS-1997 SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke__ __tailbasalin Buckling Factor I_ 1_--_ D+L+W+S/2 1 _- __ ---� -_- _ _-- __ -- - 0.801 Constant Section 3.7.1.5 -r___-----T-------- ---�--- --- - -- ---- -- -- -_ _ _-*------- cr KcE 1 0.30 Constant > (Section 3.7.1.5 t '..................�. -__-t - Cf_(Fb) Cf�Fc)...-...._.-1997 NDSL.._......................................................_r........................_....... �( ) f -.. + Cb > .,,._. I !(Nadas) .,,., Section 2.3.10 ... ... 1 ....1 _.... I Bending CompL1 She 1 Size Rep.1, ,_.. ¢ ..,, Cd.(Fb)_-. Cb Cd(Fc) Eq 3 7 1 _ NDS 3 9 2 Max Weil durationduration factor tactor use 1 • t d ..,_. 1{{{ .._.. .__ 1. .. _. ___ Stud Grade'Width�Depth�S�cin Height 1 Laid VertLoad)Hor.Load( < 1 0 Loader Plate( _(Fb)�Cd(Fc)1 Cf ' Cf Cr i Fb Fc p� Fc I E 1 Fb Fc perp� Fc' Fee Fc � fc fGF c fi ib! m ' In in. fl pif psf plf (Fb (Fc) Psi 1 psi _..psi psi pal ., pal pal i al sl sl Fb 1 fc"Fce H-F Stud 1.5_ 3.5 16. 7 70831 26 41 1095 9.71 0.9962 1993 4 1 1.60 1.15 1 11) 1 05 1.15 675 405 800 1 1,20,000 1,68. 506 966{ 516 42{ -441.22, 27/3.1131- 78 10 0.63 376.781 ( 0.599 8A6, 29986 , 1993.4 ti 7.521 2674 H-F Stud 1 15 1 3.5 35 12� 91 09 11501 8 61 0.9969 26578 160.60 111.151 1.1 1105 115 675 405- 80 1 1,200,000 1,366 1,200,000' 1,664 506J 9661 378.09, 340.90 2 9.05 0.848 378.02 340.901 19429_1_ 1 335.641 0.584 H F Stud t_ 1 5 3 5 16 1 8 25 28.31. 9851 6 133 09963 1993 4 { 1 60 1.15 `` 1 1 1.05 1.15 405 800 1,200,001 1,366 5061 961 449 951 395 22F 250.1610 6311 61 37 0.596 H-F Stud 1 5 . 3.5 12 J 8.25, 28.3!_ 1445{ 8.13, 0.9959 - 2657.8 1 1 60 1.15_, 1.1 1.05+1_15 675 675 405 1 80 ,1,20,000 1,366, 5061 _9661 449.95 395.221 275.2 0 701 271.03 0.511. H F Stud 1 1.5 1 3 5 8 8 251 28.31 23 _ 8.131 0.9960 3986.7 1 .160 , 1 15 1 1 11.05 1.15 I 675 { 405 iI .800 1 1,200,000 1,36611 50611 96 449.95 395.2211 303 49 0.771180.89 0.406 SPF Stud 1 1.5 3E 16 1 7 7083 26.41- 10801 9.71 0_9935 1 2091.8 F_• 1.60 f 1.15 1_1.1 1 05 1.151 675 1 425 +725 1 20,000 1,361 5311 875.4381 515.42 431.521 274.291 0.64-376.78 0.589 SPF Stud:I 1E 1 3.5 16 9�I 30.9 7601 8 0.9988 I 2091 8 ' 1E0 1.15 111 1.05 1.151 675 425 725 1200E00 1,68 531 875.438 378.091 336 171 193E21 0.57 447.52 .0.669 SPF Stud SPF Stud-T' 1.5 L 36 12 3E 12 1 98.291 30.3:---11401 9401 _8.16111-0.99 4_ -2782789 18 1 1.60 I 1.15 1.15 I 1.1 11E5 1 1 1 05 1.151 675 675-}i-425 _72 425 5"I 5 1 1 20000 1E66 5311 875.43,200,000 1,3661 531t i� 378.091 336.171_ 217.14..__0.65 335.64 0.577 0.588 SPF Stud 1 1.5 3 5 12. 8 25 28 3 .146 8.13; 0.9952 2789.1 r:1 60_1.15 1.1-111-.25 1 15 875 1 425 7251,20,001 1 66 531 875.438 449.951 36 13 272 38 0.70 264 71.03 _ 0.503 I}- SPF Stud 1 5 1 3 5 8 8251 1. 28 3 23601 8.131- 0 9922_ 4183.6 1 60 115 1.1.1 1_1.05 1.151 675 1 4_25___725 1 1,20,001 1.366_ _531.875_43881449.951 388.13;449.951 299.68'_ 0.77 180.691 0.396 H F#2 1 1.5 ' S 5 16 4 77083 16 8 313711 1 2 9J1 0 3593 } 3132 4 r 160 1 1.15 1 3 t10 1.15 850 405 1300 11,30,00 2,033 506 1644 1378 83i� 1031.584U 506.18 0.49 152.581 0 119 8.48 4 0 1 181.231 0.178 H-F#2 j 1 5 I 5.5 16 I 8.25' 18.0 3132' 8.131 04100 1-1-3132A I 1 i 1.15 1.3'1.10 1.151-8501 405- 130 1_30,0 2_033 506 1644.51203.7.2 946.771 506.183 0.531 146.34! 0.124 1- t91 -1. 137 1 1 -r --E-5 i - t IC 1 11 SPF#2 + 7 5 5.5 16 17.70831 16 8 3287 9 71;_0.672 3287 1 t 1 0 1 1 15 1 1.311._1.10 1 15 I 875 I 425 1150 140,000 2093 531 1454.75 1484.89'_ 1015.451 531 231 _0E2,152.58! 0.114 jtt SPF#2 , 15 1 5.5 16 91 196 32871 846 05595 3287.1 L 1.60 1 1.15 11.311.10 1.151 875 i 425 1150 140,00012.093 531;1454.7511089.25� 850.12 53123 062118123' 0.169 SPF#2 I 1.5 �_5.5_ 16 8.25 18 0l 32871 8.13„ 0.4342_-_3287.1 1.60 1 1.15 1.3 1.10 1.15_4_ 875 425 1150 1,40,0011 2,0931 531,1454.75 1296.30 945.38 531.23 0.56 146.34 _0.118 SPF Stud 1..15 35 16 14.571--50.0 70..__.._846 09955...__.__ 2091.8._.11:60.._. 1.15 t 1.1 X1.05..1..15'....675..I 425 725 11,20,0 1,366 531 875.438 144:6. 139.021 17.78{ 0.134#8####` 0.979 L f t 0.786 H-F 2SPF 2 ! 1.5 1 5.5 16 1 191 41.51 600T 9.711 0.9 0 191 41.2 6601 9.711 1 27.021 I 3132.4 3287.1 1- 1 60 1.60 1 1.15 1.15 1 1 3 11.10 1.151 850 1 405 11300 11,425 1150 1 330,001 2,033 506 2,093 531 11644.91 226.94$ 220.14,454.75i-244.40F 235.32 196.97 0.441927.021 0.796 Page 1 • D+L+S+.5W CT#14189-Betahny Creek Falls I I ;LOAD CASE____L(12.15) 1(BASED ON ANSIIAF&PA NDS-1997) I1___SEE SECTION: j 2.3.1 I 2.3.14 2.3.1_ 3.7.1 3.7.1 _� I I Ke__j-__1.001Design Buckling,Factor - ___-- --_-D+L+SWW2 -._-T__ __-___-______-}.--_ _ -. �- _-_- r----- c S t ' 0.80 Constant > Section 3.7.1.5 I KcE 0.30I'(Constant ,Section 3.7.1.5 .Jt 1. ... ..._i.._......................................._L............................_.._..........__............Cf Fb l . Cf Fc 7997 NDS Cb Varies) ?> 'Section 2.3 10 - �Bending�Comp Size Size Rep.1 I ,. Cd(Fb) Cb C(c); Eq 3.7-31 '- - ----- 1 NDS 3.9.21 Max Wall duretlonldurstlo fedor tailor use-1: Stud Grade Width'Depth lSpacin i Height'Le/d Vert.Load4 Hor Load 1 0 1Loa�PIatW C_d ifb�Cd(Fc Cf ,Cf Cr L Fb_ tFc perms Fc 1 E __I Fb ,F��� Fc' Foe F c . fc 1 fcJF c ib Po/ ( in I In in � ft. 1 plf Psi ...1 pif - ....�(Fb)i(Fc) ..P,i.I Psl ..Psi-r- psi psi I psi psi psl pal ..psi I ... psi 1 Fb'(1 fOIFce) H F Stud 1 1.5 1 3.5 16 1 7.7083 26.41 133514 855 0.9935 1293.4 1.60 I 1.15 , 1.1 1 1.05 1.15 675 405 800 1,200,0001 1 366 506 .966 515.421 441 22 339.05, 0 77 188 39 0A03 H-F Stud 12 , 3.5 18 t 91 30.9. 970 4.231 0.9923 __ 1993.4 .1 1.0 1.15 1 1.1 1 1.05 1.151 675_.1 405____800_1 1,200,00 1,366 08 968 _378.09 340.90 246.35 0.72;223.761 H F Stud .1 1.5....:I 3 5 _12. 1 9I.._..30 9 1301 4 23 0 9976_._ 2657 8 {�-1 60 1 1 15 1 1 1 1 05 1 15 675 1 405,.. 800 1,200,0001 1366 066---9661 37809 340 901 26286 0 77 167 82+ 0 403 H-F Stud 4 1-5 35___16. 8.25' 28.3 1195, 4.0654 0.99601993Ai 160 1 115 1.1 1.05 1.15 675 t 405 800 1,200,000 1,366 06_9661 449951 395221 303.49 077 180.691 0.406 H-F Stud 1 1.5 3 5 1 182 1' 8.251. 28.3160' 4.065. 02990 2657.8 _1 1.60 1.15 1.141.05 11_15'-675 1 405 800 11,200,00 1,366 061 9661 449.951 395.22 320.00 0.81'13551 0.343 HF Stud 1 15 5 8.251 28.3 26651 _4.06 0.9999_ 3986.7 1.01.15 1.11.05 1151 675"4 405 .800 11.200.0W .1,388 06 966 449.951 395.22 338.411 .0.861 92341 0.267 26.41 0.9907 4 2091.8 1.15 1.1 11.05 1.151 675 425 725 1,200,0001 1,3661 515.421 431.521_ 333.971 SPF Stud I .)s 1 3.5 16 77089 30.91 1965 44.23 0.9970 2091.8 _1-_1.60 1 1.151 1.1 1105 1.151 675 1 425 72511,200,000 1,38 5311875.4381 378.09 336171 245.081 0.73r 182391 2392 223.781 0.466 SPF Stud 1 1.5 3 5 I 12�- 9 30.9 1370+ 4.231 0.9990 1 2789 1 1 1 60 1 1.75�7.7 '1.05 1.15 t 8751425 725 +1,200,000 1,3668 531 875.4381 37809� 336.771 260 951 0.78'187.82; 0.396 -__- L I__ - - i-� ---- SPF Stud 1 1.5 I. 3.5 16 8.251 28.3 110�r 4.085_ 0.9922 1 2091.8-1- 1.60 1.15 1.1 '1.05. 1.15J 875 425725 11,2000007,30 53P 875.438) 449.951 388.131 299681 0.77 180.69_ 0.396 SPF Stud I 1.5 1 3.5 IF..12.1 8.25 282 16601 4.0651 0 9973 I 2789.1 1 120 1 15 1 1 1 1.05 1.75 675 t 425 725 1 1,200,000 1,366 5311 875.4381 44925; 388.131-316 191 0.81;135.51, 0.334 SPF Stud 1 1.5 1 3 5 8 1-_8.25; 28.3 26301_-_4.065 0.9969_I 4183.6 I.1 60 1_15 1.1 1 1.05 1.151.675 1 425 725 j 1,200,0001 7,3661 531 875.4381 449.95; 388.13;-333.971___0.861 90.341 0.257 ' µ T F 1.60 1.15 , 1.3 11.10 1151 850 405 1300 L1,300,000 2,033 5 .1644.5137883 1031_581 506.1 0.491r 78.291 0059 5.5 16 1.15 124110 1.15 1 _I 405 H F#2 1.5 2089 J' 5.5 16 _7 8.251 18.04 3132 4.0651 0.3 423 479 1-3132.4 I 3132A i 1 6 1.15 1.311.10 1.15 1 850 1 405 11300 11,300,000' 2,033 506 1 1300;1200200 2,033 506 6445 1203.70' 946.77 5.181 0.53' 73.117 0.062 SPF#2 1 1.5 5.5 16 4 7.70831 162 3287 4 8551 0.3304 3287.1 I_ 120 1 1.15 1 12 11 10 1.15 1 875 1 425 1150 tt 1A00,000, 2 0931 5311 1454 754 1484 89' 1015.451 531.2331 0.52, 76.291 0 057 SPF#2 19.61 0.4750 3287.1 4, 1,400,0001 2,093 0.085 SPF#2 I 1.5 1.5 ' 5.5 16 1 8.251 18.0: 3287 4.065 0 3750 3287.1 . 1.60 1 1.15 t 1.3`i 1.10 1.15 875 1 425 1150 1 3400,000 2,093 537;1454.75]1296.30 945.38+ 531.23 0.56 73.6171 0.059 SPF Stud 1.5 ' 3.5 16 I 14.57: 0.0 2551-----4.231 0.9959 2091.8 1.60 1.15 f 1.7:1.05 1.155 n 1-425 725 44. 9b494 ---739.02---64606.431 0779 t ; f { t I I HPF#2 _.F1_5 I 5.5 16 1 191 41.5 9351 4.8551 0.9925_ 3287.11.1.60 1_151 1.3 11.10 1_151 875 425.1.1150.11,400,0001 2_093 53111454.751 244_40- 235_32_ 151.71 0.64,463_51+ 0.580 #2 1 1.5 t 5.5 16 , 191 41.51 8651 A8551 0.9970 1 3132A 1 1.60 1 1.15 1, 1.3 1 1.101 1.15 i 850 405 1 1300 1 1,300,0001 2,0331 506, 1644.5 226.941 220.14, 139.80 0.641 463.511 0.594 • Page 1 D+L+S+.7E CT#14189-Betahny Creek Falls 1 (LOAD CASE i (12.16) I 1(BASED ON ANSI/AFBPA NDS-1997) ISEE SECTION: -f 2.3.1 I 2.3.1 2_3.1 1 3.7.1 I 3.7.1 I - ' Ke 1 1.0 Desi n Bucklin Factor D+L+S+FJ1.4 I 1- 1 -_ L � - - ( 1 1 - + - c i 0 801(ConstanD'... Section 3.7.1.5 __.�., { } 11 I ,....... KcE 0304(Constant)> Section 3.71.5 _ __ 1. I I ( ___l_Cf(Fb) _ Cf�Fc)1 1997 NDSL Cb '(Vades) > Section 2.3 10 1 1 Bendin.Comp Size'Size Rep Cd(Fbj� Cb Cd(Fc) Eq 3.7-1 I r. , ..... f r t 1 NOS 3 9.2/ Max Wall 1 durationfdurationifactorlfactor use 1 _ I( . j Stud G rade'Width I Depth 1S�n�Hel ht I Le/d 1Vert.Load Hos.Load! < 1 O�Load�Plate C_d(Fb)1Cd(Fc)1 Cf I Cf Cr ( Fb .Fc perp) Fc E Fb-�F e__ Fc I Fce F'c 1 fc fc/F c Hb I 1W IIn. 1 in in. 8 -� Plf.... .Psf y +. P1t .I } .... 1(FbT(Fc) psi P81..1...pal pal... psi pal ...pal~-psi i pal 1 !psi j psi H-F Stud 1.5...1 3.5 16 .7.70831 26.41 , 1415 -3.571 0.9983 1 19B34 1 1.60 1.15 I 1.1 1.06'1.15 675 405 i 800 1,266,000, 1,366 506 9661 515.421 441.221 359.37 0.811 131.5331 -- f 0.335 H-F Stud 1 1.5 , 3.5 16 91 30.91 1010 3.57 0.9960 ! 1993.4 1.60 1.15 j 1.1[1.05 1.151 675 405 ; 800 1,200,0001 1,366 506 966 378.091 340.901 256.51 0 751 188 85 0.430 H-F Stud i 1 5 3 5 12� 9� 30 9 1420 3.57 0 9937 2657.8 160 1.15 1.1 1.05 1.151 875 405 800 1,20,000 1,386: -506 966 378.0: 340 901 270.48 0 79 141.631 0.364 } ....... .. I 1...... .._L. ......_.I! _.. {._ ....... ...... .r .. 1449.951 1 1 }.. H-F Stud i 1 5 3 5 16 i 8 251_ 28.3 1225 3571 0 9961 1 1993 4 ' 180 �1.15 1 1 1 1.05.11 1 15 675 405 800 1 200,000 1,366 506 __966 395 22� 311 11 0 79158 68. 0 376 H-F Stud 1.5 3.5 12 I 8.25' 28.3 _.1710 3.57 0.9947 ' 2657.8 I 1.60 1.15 1.1 1.05 1_15 875 I 405 T 800 1,20,000_ 1,3661 508[ 966 449 95 395 221_ 325.71 0 82 119.011_ 0.315 H-F Stud 1.5 3.5 8 8.25 28.3 27001 3.571 0.9968 3986.7 1.601.15 1.-1-1-1.05'1.15' 675 405 ;_.800..1,20,000...1,3661-506 966 .449:951 395221 342.86 0:87 79.341 0.244 -1- rfi1 1 _ $.. 1. 11 I 1 J1 SPF Stud 1.5 3.5 16 7.70831__26.4 13951 3.57J 0.9984 2091 8 '• 160 j 1.15 1.1 1 1.05 1.151 675 I 425 i; 725 1,200,0001 1 3881 531 875.438515.42 431.5244 354 29 0.84 138.531 0.324 11 3.571 0.9918 91.8 425 725 1,2mooq 531 875.438 378.09 253.97 0.76! SPF Stud 1.5 ' 3.5 12 914 30.9 141101 3 57 0.9962 � 2789.11 I_1.60 4 1.15 1 1.11 1.05 1.151 675 I 425 I. 725 1,20,00 1,3661 531 875.438 378.09' 336.171 268.57 0.811 148 63 0.358 SPF Stud! 1.5 3.5 16 '8.251 28.3 12 01 3.571 0.9932-1 2091.8 1.0 +1.15 j 1.1 1.05I 1.151 675 -if 425 1 725 1,20,00, 1,3661 531 875.438 449.951 388.13 307.30 0.79!158.681 0.366 SPFStud----'---SSSS---8 1 ----'--- I{r j-----SSSS-1SS 00-1-1/6131 3---- SPF Stud 1 1.5 I 3.5 12 � 8-it--, 28 3: 1690 3 57� 0.9940 2789.1 � 1.80 1.15 I 1 1 X1.05 I 1 15675 I 425 725 1,200,000 1 366 531 875.438 449.95 388131 321 90 0.83 119.011 0.306 ..... ._ _..... a .. SPF Stud 1.5 � 3.5 8 8.26 -28.31 2670 3.571 0.9987 � 4183.6 1.60 t 1.15 I 1 1 1.05 1 15 I 875 425 j_725 1.20,00 1,3111 531 875_438 449_95: 388131 339 05 0.87 79.341 0.236 ---SSSS-'- -"----: t - 1 -- I•- : --- 1 -- --r- - - -. Y • H-F#2 i 1.5 ' 5.5 1611_7.70831 16.81-31321 3.571 0.2844 I 3132.4 { 1 60 1 1.15 1 1.141.101 1.15 1 8501 405 1_1300 1 30,00 2,033 5061. 1644.51 1378.831 031.58_ 506.18 0.49: 58.10 0.044 H-F#2 ! 1.5 1 5.5 16 9, 19.6 _ 3132 3.57 14405_1_ 3132 4_' 1 60 1.15 I 1 3 .1.10 1.15 1 850 405 1300 1100,01 2,03_34 508 1644 51 1011 45 837.571 506.18 0 80 76.47..1. _0.075 H-F#2 ! 1.5 j-5.5 166 8.21 18.1 3132 3.571__0.3404_-.1 3132 4- 160 ' 1_15-1 1.3 1 1.10 1.15 1 850 405 1 1300 1 30,0001 2,0331 506111644.51_1203.701 946.771 506.18 0_53 64.261 0.055 I .. ...._1�. { .1.... ....... SPF#2 1 1.5 1 5 5 16 7.7031 16.8. 3287', 317! 0.3154_ 3287.1 L 1.61 1 1.15 1 1.3 11.10 1.15 t 875 1 425 1150 1,40 001 2,0931_ 531 1454.71_1484.89i 1015 451531 23 0.52 58 tOt 0.042 SPF#2 11 5.5 16 91_19.61_ 3287'' 3.57 04618 1_ 32871 1 1.60 j 1.15 1.3 1 1.10,1.161 875 ;, 425_ 1150 1,400,0001 2,0931 531}1454 7 1089 25 860.16_j 53123 0.621 76471 0.071 SPF#2 1.5 �5.5 16 ; 8.25 18 0 32871 3.57' 0.3678 3287.1 t60 1.15 1.3 1 1.10 1.15 875 425 1150 1,40,00 _2,0931 531 145_4 75 1298.3{ 945.38 531.23-0.58 64.261 0.052 -___ SPF Stud t 1.5 j 3 5 16 1 1457i1-+F 50.0 285 3.571 0.9981 t 20911 t 1.60 1 1.15 1 1.1 1-1-.05 1 1.151 675 i 425 t 725 1,2010001 1,366 531.875.438 144.261 139 02 72 38 05214494.92-1 0 727 SPF#2 1 1.5 _5.5 16 1 191 41.51 1020 3.571 0.9910 1+ 3287.1__11 1.60 1,15 j_1 3 1.10 1.151 875 I 425 1 1150 1,4 ,0001 2,0931 531 1454.75_244.401 235.32+ 164.85 0 701 340.831 0 0.5 H-F#2 1 1.5 1 5.5 16 1 19l 41.51 945! 3.571 0.9939 I 3132.4 I 1.60 1 1.15 11.3 1 1.10 1.15, 850 1 405 1 13001,300,0001 2,0331 506 1644.51 226.941 220.141 152.73, 0.691 340.831 0.513 Page 1 180 Nickerson St. Suite 302 Seattle,WA 98109 Prolecc: " _�; ; ) t r'a✓is _ .Batt: _:.. ^. (206)265-4512 FAX: Client: Page Number: (205)285-0618 .11;61 ( 600 owe)Katv. (34/z) wka- L ) 40-1- X35 ' 1h . " JO FLA. k W2-- (4016) 41220 let .11) 2€700 14- totr_ glW404.- 17. SEZ .65-0Y( = . K 45: .411 e ., • a 226 43{ 191v --Fir? i�+qRq 7: 16( �{ Y Structural Engineers 1817 Nickerson St. ECM E N G t N E E F2 l N G Suite 302 i a C. Seattle,WA j 98109 Project: L40- Date: 1206)2$54352 Client: C. Page Number: (206)283.0618 . - Pf?"t!re-d/tiPtPn‘i6 A1-4.-9.14.44)1.4:r°- VALUtS r' - zte--- ` 1 f ,"z-. CSS P. g ?• C.4.5s _ j15-74% Vic„ , pig. 1 - - '..- PIF ” lye_. Link ' # s..xJS . ..�. ,p: ,e„.5) 2,46 - r, ( ) C 2 rte) 8 0 14 V Y r.: 6s. 04.)()¢' - +-,,,2,14... is `` ' o - - 6 = 1 1,J/0 t r14 . Iv _ - - IA Structural Engineers 180 Nickerson St. CT ENGINEERING Suite 302 - '- Seattle,WA Project: •' DS) 7 — I N c tr w 1' r{®O Date: 9,01). 06• i% t (206)285-4512 „ 8 �i), S Page Number: (206)285-0618 Client: 2072 f'1,� W W1V •D , . X44P g __. { i I • i.. 3 -..__ - • �y--'_ ' •rte ) � ,�- _ • : ; � 1 r t :-:-:-.--;;,---%---7-- !' i 1 1 b . 1-.,1 •:::•, , 9- r 3 _ - �-�7 - 2 — ._ _ lE't 8 i2.,:,, nt« 41 4f , r I ' 4 , ,14 , , , 0 ! , „ -1,,,J. ,i„ 1.• ! , „ , ,, , ;e2 ; ; : i .5 , ) , ...;;; ; :2,..,,,k; • : : : , : , -. . , . , ; , :, ; .- ,, , , , , . , • . , .., , ;, : , .„ ., ;.,. , „; , .-•: ; z r ti ; : • , , , . ..,. . , , „ , . .:,5,/,5 ._74.," , i 7 . . , : ,;• 3 : I I 7 3 ' : 3 ., L. T i t- � � ��ra - - - __— ; f 1 i �py��k {J�J, • ,. i ,, 2 - mai - /�jy/yw 1 � � f I .-- .. ..E. s .__ _ 4 I I I. I t I :Y i 1 /232 .__. ....... -_..3 -._ i _ _ _ ,____13,_ -- -i- r a -- -_ « f , �- 3 = « 7 1 1. rr i c e e 3.6,4- - _ Design Maps Summary Report Page 1 of 1 illAGS 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 t avirtn2i 1Sm4flm C (i /_ Lake Oswego n T� , an �. ,!..-',1'.;',,..1. k £ S� - f4 5 £t,1 ? 61;--'- '--4 + t-' iii' ''‘,,,'-'':,14,..."' „,'-' s - #. r” t. x ESE--'. USGS-Provided Output S5 = 0.9728 SMS = 1.0808 Sos = 0.720g Si = 0.423 g SM, = 0.667 g SDI = 0.445 g For information on how the SS and Si values above have been calculated from ( d) deterministic ground motions in the direction of maximum horizontal response, please return torisk the applicationtargeteand and select the"2009 NEHRP"building code reference document. MC xResponse SpectrumDesign Pesp4►nse Spectrum o.5.2 L2 t Q"'13 G.7 act 0.22 . s c.SS #. f: - 4.4o p:' tt.12 iot 0,44 0 12 0.24 0 IC 0.22 an . °. 0. t. i. s.x t, 3. 0,600.000. 0.4 c�. o.a i.sa x.a 9 z. i. s9 a.Sil 124' Parovd,T(*c) Period. t(sec) 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/s ummary.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 0 Table 1604.5 Table 1.5-1 OCCUPANCY CATEGORY 2. IMPORTANCE FACTOR -IE= 1.00 Secton 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo. Engr. S.C.=,p 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= 1.02 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec.Spectral Response Si= 0.45 Figure 1613.3.1(2) Figure 22-2 Latitude= 45.57 N Longitude= -122.83 W NIA (Or by ZIP code) (Or by ZIP code) http://earthquake.usos.gov/research/hazmaps/ http://earthquake.usqs.qov/designmaps/us/application.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 Sans= Fa*Ss SMs= 1.12 EQ 16-37 EQ 11.4-1 SM1=F„"Si SMI= 0.69 EQ 16-38 EQ 11.4-2 Sips=2/3*SMS Sips= 0.74 EQ 16-39 EQ 11.4-3 SD1=2/3*SM1 SD1= 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 ()a= 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 SDS= 0.74 h„ = 18.00(ft) SDI= 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 = 11'ASCE 7-05(Section 12.8.3) TL= 6 ASCE 7-05(Section 11.4.5: Figure 22-15) Cs=Sps/(RITE) 0.114 W ASCE 7-05(EQ 12.8-2) Cs=SDI I(T*(RIIE)) (for T<TL_) 0.407 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(SDI*TL)/(1-2"(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 Si)/(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) Yaw, *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 FPx = DIAPHR. F; E F, w, w; FPx = EF;*wp„ 0.4*Sus*IE*Wp 0.2*SDS*IE*Wp LEVEL (kips) (kips) (kips) (kips) (kips) Sw1 Max.FPx FPx 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 N-S E-W F-B S-S 2012 IBC ASCE 7-10 Ridge Elevation(ft)=J 30.00 30.006 ft. Roof Plate Ht.= 18.00 18.00 Roof Mean Ht.= 24.00 24.00 ft. --- Building Width= 26.0 56.0ft. V u/t. Wind Speed 3sec Gust= 120 120',mph Figure 1609 Fig. 26.5-1A thru C V asd. Wind Speed 3Sec Gest= 93 93 mph (EQ 16-33) Exposure= B B lw= 1.0 J 1.0, N/A N/A Roof Type= ' Gable Gable Psao A= 28.6 28.6'psf Figure 28.6-1 Psao e= 4.6 4.6 psf Figure 28.6-1 Psao c= 20.7 i 20.7'psf Figure 28.6-1 P530 0= 4.7 4.7'psf Figure 28.6-1 X= 1.00 1.00' Figure 28.6-1 K�= 1..00 1.00' Section 26.8 windward/lee= 1.00 1.00(Single Family Home) A* *I 1 1 Ps=X*Kzt*I*Ps3o= (Eq.28.6-1) PsA= 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 0= 4.70 4.70 psf (LRFD) (Eq.28.6-1) Ps A ands average= 24.7 24.7 psf (LRFD) Ps a and 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' 1,000.71 0.71, 16 psf min. 16 psf min. width factor 2nd---> g1.00 0.71 wind(LRFD) wind(LRFD) DIAPHR. Story Elevation Height AA AB Ac AD AA AB Ac AD 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-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 17.48 1st(base) 10.00 0.00 0.00 0 0.00 0.00 AF= 650 AF= 1154 10.4 18.5 V(n-s). 9.68 V(e-w)= 17.48 klps(LRFD) klps(LRFD) klps 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-W) V(E-W) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Roof - 18.00 18.00 0.00 0.00 0100 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 1847 1st(base) 10.00 0.00 0.00 V(n-s)= 0.00 V(e-w)= 0.00 V(n-s)= 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(n-s)= 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 s allowable V wind V w allowable (15/32"values per (SDPWS-2008) modify per S. G. (SDPWS-2008) modify per S.G. footnote 2) (divide by 2.0 FOS) (divide by 2.0 FOS) (for ASD) (for ASD) --- 0 1 0 1 P6TN 150 150 150 150 P6 520 242 730 339 P4 760' 353 1065 495 P3 980 456 1370 637 P2 ' 1280 595 1790 832 2P4 1520 707 2130 990 2P3 1960 911 2740 1274 2P2 + . 2560 1190 3580 1665 N.G. 10000 4650 10000 4650 GYPSUM THICKNESS tsheathing = 1/2" NAIL SIZE nail size= 1 1/4"long No.6 Type S or W Response Modification Coef. R= 6.5 SHEARWALL TYPE Table 2306.4.7 Seismic Wind 1/2"w/1 1/4"screw V allowable V s allowable V w allowable Blocked (PER 2009 IBC) modify G7 125 R>2 not allowed R>2 not allowed G4 150 R>2 not allowed R>2 not allowed 2G7 250 R>2 not allowed R>2 not allowed 2G4 300 R>2 not allowed R>2 not allowed 2G4 300 150 SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: CT#14189:Plan 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= 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 LDLeg C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM RorM Deet Drum OTM ROTM Dnai Drum Daum 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 1 595 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 P 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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. left3** 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 0.00fi 0.00 0.00 0.00 0.00 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 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 0.00a 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00i' 0.00° 0.00 0.00 0.00 0.00 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 0.001 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'rc 0.00 0.00 0.00 0.00 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 1.00r 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00' 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.006 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 i' 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' 0.00i' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 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 EVwind 5.16 E V E Q 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 Lorax. C o w dl V level V abv. V level V abv. 2w/h v i Type Type vi OTM RoTM U„at Usum OTM RorM Unet Usum D. HD (sgft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (Of) (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 r-0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00' 0.00` 0.00 0.00 0.00 0.00 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 OA 0.0 1 00 0.00' 0.00 0.00 0.00 0.00 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 f 0,0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 E 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.D 0.0 1.00 0.00'' 0.00 0.00 0.00 0.00 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 f 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00f1 0.00ffE 0.00 0.00 0,00 0.00 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 i' 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1,00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 - 0.0 0.0 1.00' 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 10.0 0.0 1.00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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=Leff. 2.90 5.16 2.35 2.91 1.00 EVw d 8.06 EVEQ 5.25 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: Roof Panel Height 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 LDL eff. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM RoTM Unet Urn OTM RoTM Unet Us„„ U8em HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (p11) (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 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 ': 0.0 0.0 1.00 0.00` 0.00 0.00 0.00 0.00 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 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 perf 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 1.00 000 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 OM 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 '' 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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„„nd 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.Lwali= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pi= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall Logy e8. C 0 w dl V level V abv. V level V abv. 2w/h vi Type Type vi OTM ROTM Use, Us„,,, OTM ROTM Unet Urn Us,,,„ HD I (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** 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 1.00ffE 0.00' 0.00 0.00 0.00 0.00 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 1 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 ? 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 ` 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ' - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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. rightle* 595 37.5 37.5 0.951 0.151 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 1.001 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 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 'Exit.- right5r 0 0.0 0.0 1.00 0.00. 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00', 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00' 0.00! 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 ': 0.0 0.0 1.00' 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0 •-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -• 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ... rr' 0 0.0 0.0 1.00' 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00f 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 EV„,;,,d 8.06 EVE0 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 pL= 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 LDLeS C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM ROTM U„ei Us= OTM RoTM Unet US„m U,,,m HD (sgft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (Of) (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 f 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00`- 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 lot KIT 0 0.0 0.0 1.00' 0.005 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 -' 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 1.00 000' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 00.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Rear BR23* 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 Oar Alley 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 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 O.00f 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -' - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 '' 0.0 0.0 1.00 0.00': 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 it 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 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 1190 34.5 34.5=Leff. 8.06 0.00 2.91 0.00 EVwlnd 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 pI,= 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 LDLON. C0 w dl V level V abv.V level V abv. 2w/h vi Type Type vi OTM RorM Unet Us,n OTM RoTM Unet Us,,,,, 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) Front LIV* 595 5.5 17.0 1.00 0.151' 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 1.001 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 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 f 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 r: 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 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 EV„,,,,., 14.30 EVEQ 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#: GT#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= '08 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 A 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 UPLIFT 60 1198 Up above 0 0 UP sum 60 1198 H/L Ratios: L1=f' 4.3 L2= 8.5 L3= 4.3 Htotal/L= 0.48 4 0 4 0-4 ► Hpier/L1= 1.18 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= A v hdr w= 368.8 plf 1.083 ''v Fdragl eq= 775 F2 eq= 775 A 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 plf P6TN 3.0 EQ Wind v sill w= 368.8 plf P4 feet OTM 20800 56950 R OTM 10747 13005 s v 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 10 4 4 0 Hpier/L1= 1.82 Hpier/L3= 1.82 L total= 17.0 feet JOB#.Citi 14189:Plan 2610'.'. ID:Rear Upper BR23" _ - {Roof Level w dl=. 150 plf V eq 1450.0 pounds V1 eq= 3172 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 --► v hdr eq= 55.8 plf A H1 head=T vhdr= 155.0 Of H5 head= A 1 Slq W Fdragl eq=61.0 Fdrag2 eq= 191.7 Fdrag5 eq= 191.7 Fdrag6 eq=26.1 I 1 A Fdragl w= _•.5 Fdragl 532.8 Fdrag5 w= 2.8 Fdra•%w=72.7 A H1 pier= vi eq= 90.6 plf v3 eq= 90.6 plf v5 eq= 90.6 H5 pier= 4.0 v1 w= 251.9 plf v3 w= 251.9 p/f v5 w= 251.9 4.0 feet feet H total= 2w/h= 1 2w/h= 1 2w/h= 0.75 8.0 V Fdrag3= • .1 Fdrao- 191.7 feet A Fdragl w= 169.5313 Fdragl w=532.8 Fdrag7eq= •1.7 Fdrag8e• 26.1 V P6TN EQ. Fdrag7w=532.8 Fdrag8w=72.7 A PS WIND v sill eq= 55.8 Of H1 sill= (0.6-0.14Sds)D 0.6D v sill w= 155.0 p/f H5 sill= 3.0 , EQ Wind 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 f 1 4 ►y 114 ►4 ► Hpier/L1= 1.14 Hpier/L3= 0.36 L total= 26.0 feet Hpier/L5= 2.67 0,90 L reduction • 2610 B 4-19-16 Rosebur J6 MAIN 1:48pm 1 l-orest Products C0111)1 9 1 of 1 CS Beam 2016.4.0.5 kmBeamEna ne 4.13.19.1 Materials Database 1547 Member Data Description: Member Type: Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued & Nailed Filename: Beam1 'll' 1 / / / 14 0 0 12 0 0 Q O 2600 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 485# -- 2 14' 0.000" Wall DFL Plate(625psi) 3.500" 3.500" 1336# -- 3 26' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 413# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 382#(238p1f) 103#(65p1f) 2 1028#(642p)f) 308#(193p1f) 3 334#(208p1f) 79#(50p1f) Design spans 13 9.375" 11' 9.375" Product: 9 1/2" RFPI-20 19.2" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1409.'# 2820.'# 49% 5.73' Odd Spans D+L Negative Moment 1730.'# 2820.'# 61% 14' Total Load D+L Shear 698.# 1220.# 57% 13.99' Total Load D+L End Reaction 485.# 1151.# 42% 0' Odd Spans D+L Int.Reaction 1336.# 1775.# 75% 14' Total Load D+L TL Deflection 0.2243" 0.6891" L1737 6.42' Odd Spans D+L LL Deflection 0.1847" 0.3445" L/895 6.42' Odd Spans L Control: Max Int.React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All product names are trademarks of their respective owners KAMI L.HENDERSON EWP MANAGER Strang-Tie: Copyright(C)2016 by Simpson Strong-Tie Company lnc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as when the member,floor Joist,beam or girder,shown on this drawing meets applicable desgn criteria for Loads,Loading Conditions,and Spans listed on this sheet.The BEAVERTON,OREGON 97005 design must be reviewed by a qualified designer or design profess onal as required for approval.This design assumes product installation according to the manufacturers specifications. 503-858-9663