Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Specifications (94)
CT ENGINEERING INC 180 Nickerson St. Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company Multiple locations in Tigard, OR DESIGN SUMMARY: (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 0.0 psf 5/8"plywood(O.S.B.) 2.2 psf Trusses at 24"o.c. 4.0 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 A SEE SHEET A7 FOR ROOF FRAMING OVER GARAGE 0 r (2)2X10 HDR HDR (2)2X1)HDR HDR i +• RB.al + RB a2+ _} 11 { ••• `1 ••. I i • 1 L I G.b 1 I ._._—.....-- — I m 1J U a a I-- co -L I , O N -i Z F-- w • 1a w n J cr G 122-x30'I r Ail I ATTIC I IACCESS I L__J ••• • I • SCISSOR TRUSSES 2h:12 BOTTOM CHORD I� = - • (2)2'X10 HJR -----4. p IGT GT.al � HDRRB.a5 J J MIN.1-IDR� 1I L GABLE END TRUSSRB.a 6 I 0 cT# 14189 2014.09.17 1/4" 1'-0" (11x17) PLAN 2610A ROOF FRAMING PLAN 1/4"=1'-0" ENGLISH REVIVAL P4 /CS16 CS16 A 15. Pi il r Pi r--1 i w Lu i� c ],W 1' i i o I- H 1 01 IIZ H H F x ii WASHER! DRYER i d Ha_ I t r s�"...� �j r-7771 ft_ I t !. l z NH' l T T I , :, \MST37 8 MST37 P4 57.2 CT# 1418912014.09.17 1/4" = 1'-0" (11x17) PLAN 261 OA UPPER LEVEL SHEARWALLS 1/4"=1'-0" ENGLISH REVIVAL a STHD14 0 1 GABLEI IEND TRUSS B.al 4x HDR 4X12 HDR ay MANUFACITURED ROOF / TRUSSES AT 24" O.C. T i OD 2.-', ® '6TN nrnc 1 LACCESS J P4 81 r o /C 16 moi CS16 STHD14 l B.a2 s,. 7X14 BIG BEAM vGLB FB r Ir ro P4 I Acn `� /STHD14 STHD14 (2� , .. ,. J ,• • f P- se ik. -I--- "1 � � o fi: 111 (((ggg' j�Ir o ....—': rX J _- jJ a '. N 0o I CO J �- CO �/ U7 N=� 1 • 7� cXv I� _ • • POST I- ( — • © I VI FR ni C Z I I— I CL• '! i co i I1 �- -m, STAIR "A i I 1 1\FRAMING/ NiX I- / pL ,_I I \ / 111� I 1 �"_ 7 XII \ / CV j�1L L�I� I _�1 7- '-11 n\\ / 3L.,..I —i 1, , i 03 W x rr I i 4-: 1 .1-� . . 1 N= 1 14" FLOOR TRUSSES ® 19rcj .2" O.C.) '. op 11 /n\ � CO �,` o l \ _ Lci m 1 I ' \'. I H a0 1 n J ai II / \ I i d cxupl m -J_'E 11 /B.a8\ I i IW 1 I r,` Tg'' .3571-4 • i 1 r � ` 1 0 _ \-' IIIA --- ': 'E t ' __ 1j N n • ,6 1 vN-11 CO I 2C ,1OP FIXTURES �_ H ; r -I Im ABOVE =ro 2 2X8 HQ' J I :, N 71 x 8 .a9 " 2x ROOF H. N i i Bx ( m FRAMING 11 L :1'.. I — —I n '4 t`3I' Ilr a I ( . 11 1 J 1 r0 0 1D i t_ _J.4 Cs,H '. B.a12 B.1a12 B.a12 1© LSL 1.75X14 B.a10 c POST LI co GT ABOVE B.a12 GT ABOVE i : 4X4(min.) (2)2X8 (2)2X8 (2)2X8 2 2'8 HDR HDR HDR HDR STHD14 ® Q STHD14 MP CT4I 14189 2014.09.17 1/4" = 1'-0" (11x17) LOWER LEVEL SHEARWALLS PLAN 2610A UPPER LEVEL FLOOR FRAMING 1/4"=1'-0" ENGLISH REVIVAL 22'-0" I f I 3'-10 2" 16'-3" I'-10)TjSTHD14 e L— 0- A r 7 01? 3W' CONC. SLAB '� OVER 4" FREE DRAINAGE MATERIAL o ® OVER COMPACTED FILL N VERIFY GARAGE SLAB HEIGHT w lo WITH GRADING PLAN > 1 I -16" I : ♦ --X. L M o PATIO31/2" CONCSSLAB I -14" I 0 N ®. 0 SLOPE I 2"DN I 1 P3 6'-3" I-7"I i'_gi I'-'" STHD148-1y" , 4'-0" 7-2y2" f °�1 � . - J - I VARIES : MIN. �•.= — — — — — —^ . -3" FROM TOP OF M I I M WALL 0 1 a 0o g i I STHD14 P4 I 1., A10- l I 12 14"I STHD 4 'II ♦ f 3 N • II r I lo A 1 I I r ZI f-1 ♦ ♦ CD I I Iell I I r FURNACE I I I ABOVE I---iI In LDi I FIXTURE ABOVE j p i l . (I) . --4 I r J T 2 r--I; o z }---1- I, Lo F- 'rn I.LU - - CD -N 181142 CRAWL FINISHED FLOOR "' I SPAC=FCCESS • / A AT +0'-0" I / 1. 1 1 LtTJ :L.l1J, LII --- I FTG.--7 ( I . 30"X30"X10"FTG. ' 3'-9y 77, I W/O#4 EA.WAY k z 6 k 4 A / 'I $ I I w # T .L__i _�1 0 '''''cis' N --1-1_I 9Yi" I—JOISTS AT 19.2"O.C. 0 2 L�J TYPICAL I— _ 12'-0" C 14'-0" To cl- M IL m n-m 18"X18"X10"FTG. ?� 2O I�� W/(2)#4 EA.WAY T - x�� , TYP.U.N.O. `� 1-12/4"ky -O 1 1 1 r 1--I : . -tI 1 -1214"1 LJ_J e L LVL 1.75X9.5 1 7 4130 3" _ n r I j11 0 13 r l—1 I �r— --1, I 7'. . Di D1 "' •- I-w I PONY I 9 0" --_ w�1.75X9.5 wA L+r 5" SLOPE 11/2" ,•_6" I i-I. L 311" CONC. SLAB) c+POST .17' lo 1I -1214" i -I. , ��-: V J ; ----J T a Ii __ -612" TOP OF SLAB 8'-10y" 1,3�" Y -1212" TOP OF 8" STHD14 77- " STHD14/ 9 D" ,0 STEM WALL 2P3 S61 Lb—lr I CT# 14189 2014.09.1 «< 1/4" = 1'-0" (11x17) PLAN 261 OA FOUNDATION PLAN 1/4"=1'-0" ENGLISH REVIVAL Title: BETHANY CREEK Job#14189 Dsgnr: TRE Date: 4:25PM, 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 (c)1983-2003 ENERCALC Engineering Software 14189_Plan2610.ecw:ROOF FRAMING _ Description 2610A ROOF GT reactions Timber Member Information )ode Ref: NDS IBC GT al Timber Section 3.125x18 Beam Width in 3.125 Beam Depth in 18.000 Le:Unbraced Length ft 0.00 Timber Grade glas Fir,24F- V4 Fb-Basic Allow psi 2,400.0 Fv-Basic Allow psi 240.0 Elastic Modulus ksi 1,800.0 Load Duration Factor 1.150 Member Type Glu Lam Repetitive Status No Center Span Data Span ft 17.00 Dead Load #/ft 300.00 Live Load #/ft 500.00 Results Ratio= 0.7446 Mmax @ Center in-k 346.80 @ X= ft 8.50 fb:Actual psi 2,055.1 Fb:Allowable psi 2,760.0 Bending OK fv:Actual psi 149.4 Fv:Allowable psi 276.0 Shear OK ReactionsAl @ Left End DL lbs 2,550 00 LL lbs 4,250.00 Max.DL+LL lbs 6,800.00 @ Right End DL lbs 2,550.00 LL lbs 4,250.00 Max.DL+LL lbs 6,800.00 Deflections Ratio OK Center DL Defl in -0.206 UDefl Ratio 989.2 Center LL Defl in -0.344 UDefl Ratio 593.5 Center Total Defl in -0.550 Location ft 8.500 UDefl Ratio 371.0 Title: BETHANY CREEK Job#14189 Dsgnr: TRE Date: 4:25PM, 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 (c)1983-2003 ENERCALC Engineering Software 14189_Plan2610.ecw:ROOF FRAMING Description 2610A ROOF FRAMING Timber Member Information Dode Ref: NDS IBC RB.al RB.a2 RB.a3 RB.a4 RB.a5 RB.a6 Timber Section 2-2x10 2-2x10 2-2x4 2-2x4 2-2x10 2-2x4 Beam Width in 3.000 3.000 3.000 3.000 3.000 3.000 Beam Depth in 9.250 9.250 3.500 3.500 9.250 3.500 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fr,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 300.00 300.00 60.00 60.00 300.00 60.00 Live Load #/ft 500.00 500.00 100.00 100.00 500.00 100.00 Results Ratio= 0.7891 0.7891 0.1670 0.2405 0.7891 0.2405 Mmax @ Center in-k 36.30 36.30 1.50 2.16 36.30 2.16 @ X= ft 2.75 2.75 1.25 1.50 2.75 1.50 fb:Actual psi 848.5 848.5 244.9 352.7 848.5 352.7 Fb:Allowable psi 1,075.3 1,075.3 1,466.3 1,466.3 1,075.3 1,466.3 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 85.6 85.6 21.9 27.7 85.6 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 825.00 825.00 75.00 90.00 825.00 90.00 LL lbs 1,375.00 1,375.00 125.00 150.00 1,375.00 150.00 Max.DL+LL lbs 2,200.00 2,200.00 200.00 240.00 2,200.00 240.00 @ Right End DL lbs 825.00 825.00 75.00 90.00 825.00 90.00 LL lbs 1,375.00 1,375.00 125.00 150.00 1,375.00 150.00 Max.DL+LL lbs 2,200.00 2,200.00 200.00 240.00 2,200.00 240.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.024 -0.024 -0.004 -0.008 -0.024 -0.008 UDefl Ratio 2,748.6 2,748.6 7,927.3 4,587.6 2,748.6 4,587.6 Center LL Defl in -0.040 -0.040 -0.006 -0.013 -0.040 -0.013 UDefl Ratio 1,649.2 1,649.2 4,756.4 2,752.5 1,649.2 2,752.5 Center Total Defl in -0.064 -0.064 -0.010 -0.021 -0.064 -0.021 Location ft 2.750 2.750 1.250 1.500 2.750 1.500 UDefl Ratio 1,030.7 1,030.7 2,972.7 1,720.3 1,030.7 1,720.3 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:Floor Framing Description 2610A FLR FRMG 1 OF 3 Timber Member Information )ode Ref: NDS IBC Sal B.a2 B.a3 B.a4 B.a5 B.a6 B.a7 Timber Section 4x12 PrIIm:7.0x14.0 LVL:1.750x14.000 LVL:3.500x14.000 4x8 LVL:5.250x14.000 LVL:1.750x14.000 Beam Width in 3.500 7.000 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 I Timber Grade Douglas Fir- Rosboro,Bigbeam Level,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 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 400.00 160.00 Live Load #/ft 500.00 100.00 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 415.00 Uniform Live Load #/ft 540.00 Point#1 DL lbs 410.00 LL lbs 440.00 @ X ft 4.000 Results Ratio= 0.7774 0.6891 0.0667 0.3268 0.3662 0.6459 0.0897 Mmax @ Center in-k 65.34 543.62 10.20 86.87 13.14 332.29 11.92 @ X= ft 8.25 9.76 2.00 4.50 1.75 8.50 4.25 Mmax @ Cantilever in-k 0.00 -132.48 0.00 0.00 0.00 0.00 0.00 fb:Actual psi 885.0 2,377.4 178.4 759.8 428.5 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 44.7 138.3 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 @ Left End DL lbs 495.00 3,902.00 410.00 877.50 341.25 1,717.50 127.50 LL lbs 825.00 5,400.00 440.00 2,340.00 910.00 4,579.00 340.00 Max.DL+LL lbs 1,320.00 9,302.00 850.00 3,217.50 1,251.25 6,296.50 467.50 @ Right End DL lbs 495.00 6,468.00 410.00 877.50 341.25 1,717.50 127.50 LL lbs 825.00 8,304.00 440.00 2,340.00 910.00 4,579.00 340.00 Max.DL+LL lbs 1,320.00 14771.99 850.00 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: BETHANY CREEK Job#14189 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 2 L(c)1983-2003 ENERCALC Engineering Software - 14189_Plan_2610.ecw:Floor Framing Description 2610A FLR FRMG 1 OF 3 • Center DL Defl in -0.151 -0.364 -0.002 -0.023 -0.004 -0.147 -0.006 UDefl Ratio 1,314.8 660.0 25,214.4 4,654.3 11,344.7 1,389.8 17,955.8 Center LL Defl in -0.251 -0.552 -0.002 -0.062 -0.010 -0.391 -0.015 UDefl Ratio 788.9 434.8 23,495.2 1,745.3 4,254.3 521.4 6,733.4 Center Total Defl in -0.402 -0.916 -0.004 -0.085 -0.014 -0.538 -0.021 Location ft 8.250 9.920 2.000 4.500 1.750 8.500 4.250 UDefl Ratio 493.1 262.1 12,162.2 1,269.3 3,094.0 379.1 4,897.0 Cantilever DL Defl in 0.196 Cantilever LL Defl in 0.262 Total Cant.Defl in 0.458 UDefl Ratio 209.5 Title: BETHANY CREEK Job#14189 Dsgnr: TRE Date: 4:27PM, 16 SEP 14 Description :SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 560006 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 2610A FLR FRMG 2 OF 3 Timber Member Information :ode Ref: NDS IBC B.a8 B.a9 B.a10 Ball B.a12 B.a13 Ba14 Timber Section _VL:1.750x14.000 2-2x8 LVL:1.750x14.000 LVL:1.750x14.000 2-2x8 2-2x8 6x8 Beam Width in 1.750 3.000 1.750 1.750 3.000 3.000 5.500 Beam Depth in 14.000 7.250 14.000 14.000 7.250 7.250 7.500 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 !Level,LSL 1.55E Hem Fr,No.2 Hem Fir,No.2 Douglas Fr- Larch,No.2 Fb-Basic Allow psi 2,325.0 850.0 2,325.0 2,325.0 850.0 850.0 900.0 Fv-Basic Allow psi 310.0 150.0 310.0 310.0 150.0 150.0 180.0 Elastic Modulus ksi 1,550.0 1,300.0 1,550.0 1,550.0 1,300.0 1,300.0 1,600.0 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 400.00 160.00 160.00 160.00 Live Load #/ft 500.00 100.00 100.00 100.00 Start ft End ft Point#1 DL lbs 128.00 2,550.00 LL lbs 340.00 4,250.00 @ X ft 3.500 1.000 Results Ratio= 0.0832 0.0754 0.7591 0.1313 0.1379 0.1292 0.9781 Mmax @ Center in-k 11.06 2.02 116.03 20.06 4.25 3.98 52.20 @ X= ft 3.50 1.75 4.50 2.50 1.50 1.25 1.00 fb:Actual psi 193.5 76.9 2,029.7 350.9 161.8 151.6 1,012.4 Fb:Allowable psi 2,325.0 1,020.0 2,673.8 2,673.8 1,173.0 1,173.0 1,035.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 22.9 8.7 195.8 43.9 19.6 19.1 156.6 Fv:Allowable psi 310.0 150.0 356.5 356.5 172.5 172.5 207.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DLlbs 98.33 52.50 1,867.50 587.50 262.50 256.25 1,680.00 LL lbs 261.67 140.00 2,430.00 750.00 210.00 275.00 2,850.00 Max.DL+LL lbs 360.00 192.50 4,297.50 1,337.50 472.50 531.25 4,530.00 @ Right End DL lbs 119.67 52.50 1,867.50 587.50 262.50 256.25 1,170.00 LL lbs 318.33 140.00 2,430.00 750.00 210.00 275.00 2,000.00 Max.DL+LL lbs 438.00 192.50 4,297.50 1,337.50 472.50 531.25 3,170.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.002 -0.001 -0.099 -0.005 -0.003 -0.001 -0.005 UDefl Ratio 31,996.0 51,354.9 1,093.5 11,261.7 13,979.9 20,622.1 6,334.6 Center LL Defl in -0.006 -0.002 -0.129 -0.007 -0.002 -0.002 -0.008 UDefl Ratio 12,030.8 19,258.1 840.4 8,821.7 17,474.9 19,216.1 3,747.0 Center Total Defl in -0.008 -0.003 -0.227 -0.012 -0.005 -0.003 -0.013 Location ft 3.096 1.750 4.500 2.500 1.500 1.250 1.180 UDefl Ratio 8,743.3 14,005.9 475.2 4,946.7 7,766.6 9,947.1 2,354.4 Title: BETHANY CREEK Job#14189 Dsgnr: TRE Date: 4:27PM, 16 SEP 14 Description :SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 _--User:KW-0602997,Ver 5.8.0,1-Dec-2003Page 1 (c)1983-2003 ENERCALC Engineering Software Timber Beam & Joist 9 9 14169_Plan_2610.ecw:Floor Framing Description 2610A FLR FRMG 3 OF 3 Timber Member Information erode Ref: NDS IBC B.a15 B.a16 B.a17 B.a18 Timber Section 2-2x8 2-2x8 2-2x8 2-2x8 Beam Width in 3.000 3.000 3.000 3.000 Beam Depth in 7.250 7.250 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 Timber Grade Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fr,No.2 Fb-Basic Allow psi 850.0 850.0 850.0 850.0 Fv-Basic Allow psi 150.0 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Repetitive Status No No No No Center Span Data ,. _,., ...,..:�'�,,, ,„ger>rsr ..,...,:s.- •, .z; ..<, r,;, cs�w wu. .:.>.w. ,.,,. Span ft 4.50 2.50 3.00 3.50 Dead Load #/ft 120.00 150.00 150.00 150.00 Live Load #/ft 320.00 400.00 400.00 400.00 Dead Load #/ft 160.00 160.00 160.00 160.00 Live Load #/ft 100.00 100.00 100.00 100.00 Start ft End ft Results Ratio= 0.6897 0.2463 0.3547 0.4828 Mmax @ Center in-k 21.26 7.59 10.93 14.88 @ X= ft 2.25 1.25 1.50 1.75 fb:Actual psi 809.0 288.9 416.1 566.3 Fb:Allowable psi 1,173.0 1,173.0 1,173.0 1,173.0 Bending OK Bending OK Bending OK Bending OK fv:Actual psi 79.9 36.3 50.3 64.1 Fv:Allowable psi 172.5 172.5 172.5 172.5 Shear OK Shear OK Shear OK Shear OK Reactions '%• ,..,.,MY<:. a,IDs3«"';.„' ,�-,- ,./H A,p:x�cc. .. ��:;: ..u�aF �;: n. ..r'i. ;.ae.te',ati,si.r eu.. 'av✓i„ .:,:..,.N' ,.SFZnw @ Left End DL lbs 630.00 387.50 465.00 542.50 LL lbs 945.00 625.00 750.00 875.00 Max.DL+LL lbs 1,575.00 1,012.50 1,215.00 1,417.50 @ Right End DL lbs 630.00 387.50 465.00 542.50 LL lbs 945.00 625.00 750.00 875.00 Max.DL+LL lbs 1,575.00 1,012.50 1,215.00 1,417.50 Deflections Ratio OK Deflection OK Deflection OK Deflection OK -6, ,agEllnE66 Center DL Defl in[ -0.021 -0.002 -0.005 -0.008 UDefl Ratio 2,588.9 13,637.2 7,891.9 4,969.8 Center LL Defl in -0.031 -0.004 -0.007 -0.014 UDefl Ratio 1,725.9 8,455.1 4,893.0 3,081.3 Center Total Defl in -0.052 -0.006 -0.012 -0.022 Location ft 2.250 1.250 1.500 1.750 UDefl Ratio 1,035.6 5,219.2 3,020.4 1,902.0 Title: BETHANY CREEK Job#14189 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 (01983-2003 ENERCALC Engineering Software 14189 Plan 2610.ecw:CRAWLSPACE FRAMING Description 2610 ABCD CRAWLSPACE FRAMING Timber Member Information erode 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 Hr- Larch,No.2 Fb-Basic Allow psi 900.0 Fv-Basic Allow psi 180.0 Elastic Modulus ksi 1,600.0 Load Duration Factor 1.000 Member Type Sawn Repetitive Status No Center Span Data '. .0\�.. ✓i,,.kFO�:aFa\i� gik S;L� /,/ :F\ \GW'\'u�'.%^Jis: ,s?#"ix/,s/.�.:5� ;::;//!.'/f//.tAa�/iix?»� &\, i..,;_. x.:_. ., ,s,Y.<K'F' ,:':" � 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= fti 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 UDefl Ratio 2,558.5 Center LL Defl in -0.072 UDefl Ratio 959.5 Center Total Defl in -0.099 Location ft 2.875 UDefl Ratio 697.8 TJI JOISTS and RAFTERS ----------�-----------------.___-_- ---------_----�-_.___-- -.__._-- - ----___--_- Code Code Code -Suggest Suggest Suggest Lpick Lpick Dick Lick Joist 1_ b d Spa. LL DL M max 7 V max EI Lib Liv L deft. LL dell. L TL360 L LL480 Lmax TL deft TL defl. LL def. LL deft. size&grad e... Awidth�in� depthOn Z Ont 1ps9 (psf) kft IbsZJ (Psi)__. (Psi) fin? 1ft) (9.1_ (ftp)_.. (ft.)-- --)in.�-----0��------_ ift.)._ A.). (in.) ratio..._11.)- ratio_ 9.5"TJI 110 1.75 9 5 19 2 40 15 23801 1220 1.40E+08 14 71 27.73 15.23 14.80 14.71 0.66 0A8 13.31i 13.45 13.31 0.44 360 0.32 495 9.5"TJI 110 1.75 9.5 16 40 15 23801 12201 1.40E+08 16.11 33.27 16.19_ 15.73 15.731 0.72 0.52 14.141 14.29 14.14 0.47 360 0.34 495 9.5"TJI 110 1.75 9.5 12 40 15 23801 1220I 1.40E+08 18.61 44.36 17.82 17.31 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 2380 12201 1.40E+08 20 80 ...5045..............9.j9 18.64 18.64 0.85 0.62 16.77 16.94 16.77 0.56 360 0.41 495 9.5"TJI 110 1.751 9Z 19.2 40 10 25001 12201 1.57E+08 15.811 30.50 16.34 15.37 15.37 0.64 0.511 14.271 13.97 13.97 0.44 384 0.35 480 95 TJI'110 1=75 9 16; 40 • 10 2500 1220 1 57E+08 17.32 36.60 1736 16,34 16:34 0.68 0.54 15.17 14.84 14,84 046. ,.3847, 437 ""'"480 99:55:TJI 110 1.751 99:55 12 40 10 2500) ;22 (0)..1..2 1 574+08' 20.00, 48.80 1290:16;13 17.98 17.98) 00.7851 00;05' 16 69 16.34 16.34 00.5551 384.1 0 41 480 TJI 110 1.751 9.6 40 10 2500 11:5574:0088, .57E+08 22 361 61 00 19.37 19.37 0.81 17.98 17.60 17.60 384 00:4441 44 480 I I _ 9.5"TJI 210 2.0625 9 5 19 2 40 10 3000 1330 1.87E+08, 17.321 33.25 17.32 16.30 16.30 0.681 0.54: I 15.131 14.81 14,81 0.46 ...f.... ó.37 480 95 TJI 21,0 20625 95 16, 40 3 1574 15.74 _._,0.48 , 384 ;.t 39 '480 I 10 30001 13301 1.87E+08. 21.91_1 1 97 39.90 16 40 19-36 19.06 0.79 0.58 16.08 17.32 17.32 0.54 384 0.43 480 9.5"TJI 210 2.06251 9.5 12 40 10 3000 1330 1.87E+08, 21 91 1 53.20 20.26 19.06 19 OB 0.79 0 64 17.701 9.5 -4 9 5 TJI 210 2.0625 9 6 401 10 . 1 87E+08 66 50 20 53 0.86 0.68 19 06 18.66 18 66 0 58 384 0 47 480 t 9.5"TJI 2300! 2.3125 9.51 19.21 401 101 3330! 13301$.5"7.11 X60 2.06E+08,' 06E+08; 18.251- 33.25 17.89 16.83 16.83 0.70 0.56 15.63} 15.29 15.29 0.481 3841- 0.38 480 9.5"TJI 2302,3125 9.5 16 40 10 3330 1330 2.06E+08 19.99 39,90 19.01:::• 17.89 17.88 ; 0,75 ' 0.60 16.60 16.25 16.25 0.51- 384 441 480 9.5"TJI 230 25 9.5. 12 40 10' 33301 1330 2.06E+08 23.08 53.20 20.92 19.69 19.69 0.82 0.66 18.28 17.89 17.89 0.56 384 0.451 480 2.3125 9.5 9.6 40 10 33301 1330 2.06E+08 25.81 66.50 22.54 21.21 21.21 0.88 0.71 19.69 19.27 19.27 0.60 384 0.48 480 - - 5 11.875 TJI 1101 1.75 11.875 19.2 40 10 31601 1560 2.67E+08 17.78 39.00 19.50 18.35 17.78 0.67 0.54 17 04 16.67 16.67 0.522 0. 480 384 0.42 480 1,1.875",TJI 110 1.75 11,876 16 40,-.,10 :;_3160 1560 2.67E+08 19,47 46.80 2072 .19,50 19.47. 0181 . ,-;0.65 18,10 17.72 17.72 0.55 ...:..38+1 444, 480 11 875 TJI 110 1.75 11 875 12 40 10 33;66c01 1560 22:6677:++0088 22 49 62 40 22 81 21 46 21.46 0.89 0.72 1:1.9436119 50 19.50 00:6661 384 0 49 480 11 875"TJI 110 1.75 11.875 9.6 40 10 3160 15601 25 14 76 00 24.57 23.12 23.12 0.96 0.77 21.01 21 01 384 0.53 480 11.875"TJI 2101 2.0625 11.8751 19.21 40 10 37951 1655f 3.15E+08 19.481 41.38 20.61 19.391 19.39 0.81 0.65 18 00 17.62 17.62 0.551 3841 0.44 480 11.875"TJI 210 2.0625 11.875 16 40 10 3795 1655 3.15E+08 21.34 49.65 21 90 2061. 20.81 0;86 0.69 19.13 18.72 18.72 0.59 384 0,47 480 11 875 TJI 2101 2.06251 11.875 12 40 10 3795 16551 2464 :82:7°5 6 20 22‘51.:906 4 10 22.68 22.68 0.95 0.76 21.05 20.61 20.61 0 641 3841 0 52 480 11 875 TJI 210 2.0625 11.875 9.6 40 10 3795 1655 33:1155:++088 27 55 82 75 25 96 24.43 24.43 1.02 0.81 22.68 22.20 '22.20 00.66941 69 384 0.55 480 8 - - - 11.875 TJI 230 2.3125 11.875 19.2 40 10 42151 1655] 3.47E+08 20.531 41.38 21.28 20.031 20.031 0.83 0.67 18.59 18.20 18.20 0.571 384 0.45 480 ,11 875"TJI 230 3125 " 11.875:." 18 40 '" 10 .4255 1885 3,47E+08 ' 22.49:.;49.65 22 62 21'.28 21.28 0,89 '471 '19.76 • '',19.34 19.34 _ 0.60 384 0148 ;'.::480 11.875"TJI 230 2.3125 11.875 12 40 10 42154_1655 3.47E+08 25.97! 66.20 24.89. 23.42 23.421 0.98 0.78 21.74 21.28 21.28 0.67_ 384 0.53 480 11 875 TJI 230 2.3125 11.875 9.6 40 10 4215 1655 3.47E+08 29.031. 8a75 82 75 26.81 25.23 25.23 1.05 0.84 23.42 22.93 22.93 0.72 384 0.57 480 It 11.875 RFPI 4001 2.0625'- 11.875 19.2 40 10 4315 14801 3.30E+08 20.77 37.00 20.93: 19.69 19.69 0.82 0.66 18.28 17.89 17.89 0.56 384 0.45 480 11.875"RFPI 400 2.0825. 11,875.:: 16 40:` 10.' II 4315; 1480 3.30E+08 22.76 44.40 22.24 20.93 2093 . 0:87 ; 070 ..;: 19.43 .;:. '.1$01 4�F(F,,19 01;� 51.59,,....3$4..0148 '-::460 11.875"RFPI 4001 2.06251 11.875 961 401 10 44.33115511 315 1480]3.30E+08+ 29.381 74.00 26.37 24.811 24.81 0.83E 23 031 2254 0.701 3841 0.56 480 Page 1 D+L+S CT#14189-Betahny Creek Falls l (LOAD CASE 1 12.12 ) (BA ED ON AN51/AFBPA NDS-1997 SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke -1.OEDestan Buckling,Factor L D+L+S I - - - ------ - - - - -- - ------ __.._iii5 I. c 0.80%Constant > Section 3.7.1.5! 1 Cr --- --- -- ------ -----'----i---'--- KcE_4 0.30(Constant > !Section 3.7.1.5 f-_-_-_-_-_-_ _ I_ I tt j _ I +Cf Fb , _I Cf Fc 1 1997 NDSS Cb ) 'Bendin 1 Com Size Sloe Re ( ) (Fc)1') - "-- ,,,,.,,. (Varies > Section 2 3 10 1 g p Rep.t Cd Fb Cb CdE 3 7 1 p ..._... 1 ......._..._ § ....... (..1 9 .7 __INDS3.9.2! Mea Well durabonldurabon factor factor use _ Stud Grade,Width I Dph fSpaci Height l�Le/d!Vert.Load!Hor.Load r-1.0 Load @ Platy Cd(Fb)!Cd(Fe!)!!Cf . Cf._.Cr Fb 1F�rp_Fc I E 4 FFb' Fc perp' Fc' Fce .. Fc fc _ f'F c fb 1 L fb/_ _. I in..... . in In. 1 n pff... pof_.... .... p11 ...._1..._. ...... _�.(Fb (Fc)_.. ].....psi ... psi _.....ps-i 1- P.a1 .._._ps .._. psi ....._.psi ...psi psi......i... Psl ...L........ {...psi.._.i Fb(1 fc/Fce) H F Stud 1.5 3.5 18 7.70831 264 1730 0 0.9916 I. 1963.4 4I 1.00 I 115 1.1'1'105 1.151 675 405 800 1,20,00 854 506 966 515.421 44122, 439.37, 1.004 0.00 0.000 H-F Stud H FStud k 15 3 5.,., 12 } ._.. 91 30 9 17851 010 59966 0 9947_.,._ 1993.4 .r 1 0 1.00 �1.15 4 1.1_11.05 1.15 r 675 405 800 �1,20,000 854 508 966 378.09+ 340.90J} 340.32 1.01 0.0 0.000 • 11 105 115 675 405 8001,200,0001 854 506 966 378.09 340.90] 34000 10 0.0; 0.000 H F Stud , 15_I 3.5 16 8.251, 28 3r -1550 01 0.9921 1993.4 { 1.0 1.15 1.1 1.05 1.15 I 675 ( 405 800 11,200,0001 _.854 506 966, 449_95, 395.22 393.65 1.00 0 01 0.000 H-F Stud J. 5 3.5 { 12___1 8.25i 28.31 2070' �0 0.9953 2657.8 1 1.00 {I-1.15 1 1.11 1.05 1.151 675 405 800 1 1,200 000 854 5061 } 394.29 1.001 0.001 0.000 H F Stud ; 1.5 3.5 8 8 254 28.31 31001 "1 0 9921 3986.7 f 1.00 I 1 15 1 1 155 1.15 1675 . 405 800 1 1,20,0001 854 50611 966' 449.95+ 395.221 393.69 1.001 0 oo 0.000 SPF Stud-1-.1.51 3.5 16 17.7083 26.41 16951______0 0.9952_I 2091.8 1 1 0 115!1.1_11.05 1.151 675 1 425 725 11,20,000+ 8541 5311 �_ 1 1. 1_ i SPF Stud 1.5 35 16 9 30.9 1320 0 0.9944 1 2091.8 -1-1.0 1 1.15 1 1 1.05 1.15 1 675 425 725;20,000 854 5311875.4381 378.09 336.171 335.24 1.00 0.0 0.000 SPF Stud , 15....} 35 ...12 I ---91I....30.9: 1760' _ -0+ 09944 t 2789.1 I 1.0 t 1.15 111 1.05 115, 675 1425 725_ 1112000' 854 5314875.4381-378.09 336.17L 335.24, 1.000.0 0.000 SPF Stud 1 1.5 1 3.5 16 8.25. 28.3 1525 J 0.9957 1 2091.8 1 1.00 f 1.15 i 1.1 ,1.05. 1.15�_675 }i�425 725 11,20,000 _854 531!875.49 449.95 388.13 387.30 1.00 0.001 0.000 SPF Stud I 15.,1 35 I 12 1 8.25',...28.3 ...20301 ..._0 0.9925_.._I.. 278911,. 1.0 1.15 11111155 1.161 675 4 425---7251,20,000 854L. 531 875.4381 449:95. 38813,_.. 38687}.,.,._100, 0,0'_ 0.000 SPF Stud i 15 1 35_I 8 _i_._8.251_28.3__ 30501 _51-09957_I 4183.6 L 150 l_1_15 1.1 1.05 1 15I 675 1 425_ 725.41,20,001__8541 5311 875_438 449.95 388.13-387.30 __1 0( 0 0}_ - 0.00 �lI 0. 0.2408 1111--- _ __ - r = r 1.3 1.10 1.15 850+405 1300 0.001 0.000 H-F#2 i 1.5 1 5 1 5.5 5.5 18_44*7 70891 19.8 31321 0 0.3652 1 3132.4_ 1.00 1 1.15 I 1 3 71.10 1 15 I 850 405 1300 11,300,001'1,300,006j 1271 1,27 506506.1644.5'1011.45 164451 83 1837.57 506.101411-0.600A91}L 0.0� 0500 H-F#2 1.5 '. 5.5 _16 I 8_25' 18.01 3132' 0 0.2858 3132.4 L 1.00 x1.15 1_311.10 1_151 850 4051130'1,30,0001 1,271 506 1644.5 1203.70 946.77 506.18 0.531 0.001 0.00 _- { ...I 7- ___ -_ __- SPF#2 1 15 1 5 5 16 41 7 7083 16 8 3287 0 02737 3287 1 L 1.0 1 1.15 1 1 3 1 1 10 1 15 875 1 425_ 1150 1 A00500. 1508 531 1454 75 7484 89�_1015.45 531 231 052, 055 5000 r � - _ 1} Jtt _ SPF#2 i 1.5 6 5 16 1 91-19.6 3287 0 0.3905 ]_ 3287 1 1.00 I 1.15 1 3 .1.10 1.15 f 875 1 425 1150 1 40 000` 1,308 531;1454.754 1089.25 80.16; 531.23 0.62 0.0' 0.000 SPF#2 1 1.5 T 5 5 18 -8 251_ 18 0 3287:. .___.0 0.3158 3287.1 4 1.00 It 1.15 1.1.3:i.10 1 15187 425 -1150 1,40_0001 13308 5311 1454.75,1296.30 945.381 531.231 0.56L0.01 0500 1 1 1 Y "'YYY I -( SPF Stud j 1.5 1 3.5 16 I 14 57� 50.01 545 0� 0.9913 2091.8 1 00 1 15 1 1 1 05 1 15 675 425 725 1,200,000t 854 531 875:438 .1".20,!!!!!!! 139.027- 138.41} 1 00 0 0 0.000 SPF 191 41.5, 14501 0; 0.9917 3287.1 1.00 1.15 j 875 1 425 1150,1 1,400,0001 1,3011 531 1 244.4011 235.32F 0.001 0.000 H-F 2? .I 1.5 1 5.5 16 1 191 41.51 13604 01 0.9969 I 3132.4 1 1.0 1 1.15 , 1.3 1.1041 15 t 850 I 405 1300 1 1,3050051 1,27 506 11644 51 226.941 220.14, 2 9.80, 1.0001 0.001 0.000 Page 1 D+L+W • CT#14189-Betahny Creek Falls I I ;LOAD CASE___ 1 (12-13) I J4BASED ON ANSI/AFBPA NDS-1997)_ ( JSEE SECTION: 1 2.3.1 2.3.1 1 2.3.1 1 3.7.1 3.7.1 _ I ' ° _4_1 ...0 .Design Buckling Factornl3.7.1.5.;._....... T.... -{ D+L+W 1 __ i _1__ {____ _ ______Cf - _KcE 0.30(Constant !Section 3.7.1.6 � { I '" � ) _-_ -_ .� __- - ..,I. ... } 1 - _ t - Cf(Fb) -1Cf Tall- _1997 ND_S_.. _ _.... _ Cb _..._((Vanes)...> jSection 2.310 .. .... t ..........{ ... .'Bending,Comp I SizeTSize Rap 1+. ._ ... ... ......... Cd(Fb),. Cd(Fc). ... Eq 3.7-1 ........ .........._..... + 1 I NDS 3921 MaXWall 'Bending, use + Stud Grade Width 1 De�h S�Gng Height! Leld Vert.Load Hof.Load < 1.0_100_2 Platg Cd(Fb)�C�Fc Cf Cf Cr I Fb Fc eery Fc { E 1• Fb' F��rr Fc Fce 1 F c fc fdF c-I� Po ibl { t 1I in..... in ...in. ft. 1..... Mf put.... ............. Pit _. ..._.... (Fb) (Fc) 1......pa psi psi rt .put Psi..._�.....ps1... psi psi..........Psi I psi...I.._. Psil Fb"(1-fc/Fce). H F Stud 1 1.5 .......35 16 1 7.70831 26.4i 10751 9.711 0.9951 1993.4 4 1.60 1.00 1.1 ,1.05 1.15 675 405 .900 1 200,000 1,368 506 8401 515.42 42708. 27302 064 376.78, 0586 H-FStud 15 35 1641 91 309, _ 755 846109942 _19934 , 160 -1 004 11 105.115 675 405800 11,200000 1,366 508t 840 37809 33399 191.75 057 44752 0665 H-FStud 15 3.5 12 91 3091140 8.46 0.9998 2657.8 160 1.00 11 1.051.15 675 405800 1,200,000 1,368 5061 840 378.09 333.99, 21714 065 335.641 0.577 H-F Stud_ 16_ 35 _16 8254 283 9701 8134 0 9943 19934 160 100 t 11 105 115 .675 405 800 4I1 200 000 1366 506 8401 449.95( 384871 24835 064 381 371 0585 HFStud 1 1.5 35 _12_1 825' 283 1425 813_09974 2658 1 160 1001 11 1 105J1.15r675 _405800 1 1200000 1368508 8401 449951 _38487} 27143 071 271.031_H-F Stud I 1.5I 3 5r 8I8 25128 3 235 8.11 0 99811 3986760-100 1 1 1.05 1 15I67545800 1 1,200,01 1366 506 840 449 951 384 87 299 05 0 781180 69 SPF Stud I I 2091.8 t_1.60 j 425 725 SPF Stud I15 13 5 16 9 30.9 0 � 8460 9115 T 2098 160 1 100 1 1 1.05 1.154 675 1 425725 .200,00 -1,368 531 78125 378.099 328.30' 287.781 0.541{447.520 0.818 SPF Stud 1 1.6 + 3.5 12 I _91 _30 9,_-11261 8.46 0 9931_-t_2789.1 _L 160 t 1 00 I_1.1 1 OS 1 115+ 675 I 425 725 }1,20000 0 1,3686 531 761.25 378.09 328.301 214.29 .335.641_.. 0 867 III r -t I 1 SPF Stud 1.5 , 3.5 16 8.251 28_,3, 968 8.131 0.9970_1 2091.8 1- 1.60 .1 1_00 1.1 1 A5 1.15 j 675 1 425 725 11,200,000} 1,366 531 781.251 449.951 376.35 243.81 E65 361.371 0.577 SPF Stud I 1.5 3.5 ........12 t 8 251 28.31 14051 8.13. 0.9952 2789.1 ,1. 1E0 _...1.00 1 1 i 1.05 1.15 675 I 425........725 1,200,000 1,366,... 531 761.251 449.951 376.351.__.28762 0.71 271 03 .... 0 490 SPF Stud I 1.5_1 3.5 8 8.25128.3' 23201 8.1, 0.9958 I 4183.8 160 1.00 11 1.05 115 675 425 725 1,200,0001 1,366 531: 761251 449951 376.351 29460f 0.781180.69 0.383 H-F#2 11.5 5.5 16 i 7.7083 16.8. 3132 9.71 0.3909 3132.4 1.80 1 1.00 14 1.3 1 1.10 1.151 850 405 1300 1,300,000 2,033 506 1430 1378.831 969.910 56.18_0.52 152.58; 0.119 T ]_ 1 _ .._ .10 ,.. _ _. Y t 19.61 3132 8.4610.5743 3132.4 _� 1.5 1 1.00 +1.3 1.10 1.15L 850 ��405 1300�1,300,000 2,033 58 1430+1011.45{ 804.60] 58.181 0.83 181.231 0.178 H-F#2 1.5 H-F#2 1.5-1_5.5_L 16 B 25' 18.01 31_321. 8.13' 0 4411 3132 4 L 1 5 r 1 00 1 1 3 1.10 1.15 185 405 1300 1 1,300,0001 2,0331_5081 14301 1203.701 899.13j506.18 0.56'146.34 0.124 SPF#2 i 1_5 5 5_ 16 J 7 7083: 18 81 328711 9.71 0 4327_.._ 328711_1.60 I11T_1.00 1 1.3 1.10 1.15 1 -875 1 425_j 1150 1 400,000 2,093 5311_ 12651 1484.89; 940.30 531.23 0.561 152.54 0 114 { SPF#2 1 1E I 5.5 16 91_ 19.6. 32871 8.461 0 6033 3287.1 1.60 1 1.00 1.341.101-1.15j 875 I 425 1150L1,400,01 2,0931 5311 12651 1089.25 806.0E 531.23. 0.66 181.231 0.189 SPF#2 1 1 5 1 5.5 16_1 8.251+__,18.0} 3287 8.13 0.4790 1, 3287.1 1 1 60') 1.00 1 1.3 1.10 I 1 15+. 875 1 425 1 11501,400,0 2,093 _531 12651_1296.30._ 884 69�_ 531.231__0.60 146.34 _ 0.118 _ I r _ _ _ _ -1 �- t - ._ -II- }- - 4 1 SPF Stud 1 1.5 1 3.5 18 1 14.57111 50.01 70 8466' 0 9957 r 2091 8 I 1 60 1 1 00 1.15 1 425 725 t 1,200,000 .1,3661- 5311 761.251 144.26' 138 14� 17.781 0 131 #81 0.979 SPF#2 1.5 5 5 18 19, 41 5: 660 9.711 0.9941 _3287 1 1 1.60 1.00 1 1.3 1 1.10 1.15 875 4 425 1150 1 400,000, 2,093 531 1265 244 40' 233 80 106.671 0.48 927.02 0.786 6J 0I _ _1 .+ H F#2 1 1.5 5.5 16 19j 47 5'; 6001 9.711 0.9921 t 3132.4 1 60 1.00 1 1.3 '.1.10 1.151 850 I 405 1300 f 1,300,000] 2,03 56� 14301 226.941 219.02! 96.97, 0.441 927.021 0.796 Page 1 D+L+W+,5S 11 CT#14189-Betahny Creek Falls 1 (LOAD CASE _ (42-14) ----------- J_- : _ 1 L+ � ((BASED ON ANSI/AF&PA NDS-1997) SEE SECTION: 2.3.1 1 2.3.1 2.3.1 3.7.1 3.7.1 Ke I __t_0 Demon Bucklin%Factor --- --- 1 +L+W+$/2 - I - 1 T-- I - D _ c 0.801(Constant),..>......_Section 3.7.1.5 1 T _�..______ __-_______� I<cE I 0.301(Constant)> ,Section 3 7 1 5 .. .......I )..... .... -__-- --_ Cr .....1 - ___- II > Secton 2 3 10 I '� - .. - i - 1 Cf SFb), _----r Cd(Fc)i_ X1997 NDS Cb }(Vedas) r 4 ¢_ Bending Comp.n1 Size Size Rep. Cd(Fp) Cb Cd(Fc) Eq 3 7 1 { 4- NOS 39.2r MaxWall I durationlduratior4factorfactor use I 1 Stud Grade Width 1 Depth Sin+Height I Le/d Vert.Load Hoc Load_l -1.0 load Plate Cd Fb Cd Fc} C( Cf Cr + `------ __......._ 1 1 ( 1� ( YI Cr-4 F it Fc E 1 Fb' F ir' Fc Fce! Fc -fc fc/Fc fb � fb/ 1 in.. .in. in. ft ' y. p!t .Psf... ' .. .. pit f I(Fn) (Pc) ....psi 1 psi psi.. psi pet... psi.......psi..........psi...{..... psi psi psi 1 Fb(1 fc/Fce) H-F Stud 1.5 l 3.5 16 1 7.70831 26.41 •.19851 9 711 0.9962 1 1983.4 ,( 1.60 I 1.15 1 1.1 1.05 1.16 1 .675 I 405..._80 1 120 00 'f,366 506 966 515.42 441.22 278.10 0.63 378.781 0 599 H-F Stud H-F Stud 1 1 5 3 5 18 i 91 30.9! 7651 8.46,30.9 t 7651 8.46 0.9969 0.9986 1 11993.4 3.4 L 1 1.60 4_1.15 1 1.1_1.05.1.15,_675 1.405 800 11,200,0001 1,366 5061 966 378.09 340.9011 194.29_--0 571 447 52 0.674 H-F Stud 1 1.5 I 3.5 16 8.291 28.3.............11501 8.1 ..... 0 1.15 1.1 41.05 115,.675 ( 405._..,.800 1,20000 1,366 06_..._.. 966f 378.09 340.90, 219.05...064 335.641 0.584 H-F Stud 1.5 3.5 16 1 8.251_ 28.3 194-5'-_ 8.13 0 9963 19934 1 1.60 1.15 1.1 1 1.05 1.15 675 405 800 1 1,20 001 1,366 506 9661}}--449.95 39522j 250.161_0.83 361_37LT_0.596 H-F Stud 4 1.5 3.5 15!~ 8.251--28.31 .23901 . ._8.13 0 9959 2657.89960. -3986 7 .1 1 0 1-11.1514-1 1 1 05 1 15 1 675 405 800 1 1 200,00 1,366'1,200,000' 1,366 506' 9661 966 449.95 395.29.95 21 303.40 7011280.69' 0.401 J+' }I - . 1 ...... ... 303.491 0 771 180 B9t...- 0:406 SPF Stud SPF Stud 1 5 1 3.5 16 1.D-1111-15 16 17.70891.20.41 10801080 1 0.9935 j 2091.8 1.60 j 1.15 1.1.1 1.1.05 1.151 675 1 425 725 141,20,000r1,3661 ---5311.875.4381 515.42 431.521 274.29 0.84 376.71N- 0.589 8.46 0.9988 T 2091.8 1.60 1 1.15 1.1 1 1.05 1.15 675 425 725 1,200 0001 1 366 5311875438 378.09 336_17 193.02 0.57 447.521 0.669 SPF Stud 1.5 + 3.5 12 9} 30 9. 1140} 8.46 0.9944 1 2789.1 1.60 t 1.15 1.1 1 105 1.15 675 L 425 725 I 1 20_000 1,3661 5311_875.438 378.09 _336.171 217.14 0.65 335.64 _ 0_577 SPF StudL 1 15 f 3.5 18 j 8.251 _283'_ 9751 8.131.0.9952 2091.8 1- 110�115 1 11�_ 1.05 1.15 675 ' 425 725�120,0001 1,368 531 875.43& 449.95 388.73 247.62' 0.84 361.37? 0.588 SPF Stud I 1.5 I 3.5 12 I 8.25 5-lar 14301 8.131 0.9952 2789.1 1.60 1 1.15 r 1.1:1.05 1.15 I 675 425 725 '1 20 00 -1,6 -- ---� 0 1 -- ._....._ 8.131............._.�......_......._.{.............._.............._..,...................._....._...._ .._..._.............._..._..............._......__......__............_.__....-�._..._....._...._......__._......._.......:....._...._..._._......................_�....._..._._......_..._.. 0 1.388 531 075.438 449.951 388.13 272.38 SPF Stud i 1.5 J 3.5 8 1 8.251t 28.31 23604 0.9922 4183.6 I 1.60fI 1.15 1 1.1 :1.05 1.151 675 I 425 725 41,20,001--�1366' 531 1.....4498...,..........3883' 99681....._0.77'=80.09;................_0396 H-F#2 1_ _I 1__- -__ _�_____ i__ . __ _. _ -___- 875.4381 449_95, 388.13 299_68 0.77 180_894 0.396 1.5 81 0.3593 3132.4 1.60 A05 1300 506 H-F#2 + 1.5 5.5 16 +.Z7089I 19 61 3132 8.461 0.5437 I 3132.4 + 1.60 J 1_15 1.3'1.10 1.15 850-I-405_1300'1,300,000 2,033 506 1644.5j 1011.45 1837.57 506.18_418.0 80 182 01 0.18 H--F-#2 T11.5 5.5 16 8 25' 18.0: 3132 8.13 0.4100 1- 3132 4 _I 1 60 -1.15 1.371.10 t 15 850 1 405 1300 1,30,000 2,033 506 1844.5 1203.70 946,77 506.18 -0.53'141.331 0.178 .... ... -_ f___if-_ . ___.J.._ _I _ __ + _� __ 1_ _ _ ,_ 0 53 146 341 0.124 { I SPF#2 1 1.5 1 5.5 16 1 7.7083'1 16.8 3287 9.71 0.3872 I, 3287.1 1 1.60 1 1.15 1 1.3 1 1.101.15 875.4 425 _11501 1,40, 2,093 531 1454.7511484.89 1015.451 531.231 0 52,152.58 0.114 SPF#2 1.5 5.5 16 9_ 19.6 3287 _ 8.46 0.5595 3287.1 1.0 1.15 I 1.311_10 1.15 875 425 1150. 1,40,00 2,093u 53111454.751.1089.25 85016531.23' 0.62 181.23, 0.169 SPF#2-' 15_4 5.5 16 I8.25 18.01-__3287 8.13 0_4342 1 3287.1 1.60 1 1.15 1.3 i 1.10 1.15 1 875 1-425 1150 1,400,000.2,093_531.1454.751 1296_30-__945.381 _531.23_0.56 146.34' ------0.118 1 SPF Stud 1-15.._1 3.5 }{ 16 1 1457)...0.01 ---704.......8.46 09955... 20918.-.._1 1.60.... 115„{,.1..1___;.1.05_.1.15.....675_,.-1_,425_.1....725-_I1,20,00 1,366. 531.875:438_.,.144.261 139.02 17.781 0.13i#####/#1 0.979 SPF#2 .1 1.5 +_5.5 1 16 191 41.51_-- 86 1 9.711 0.9914 4_ 3287.1 4 1.60 4 1.15 1 1 3 1 1.10 1.151 8751 425 1150}1,400,001 2,093 5311 1454.M-1244.40 235.32' 106.67_1--0.45'927.024 0 786 H-F#2 15 5.5 , 16 1 191 415: 60 9.711 0.9901 I 3132.4 1 1.60 1 1,15 , 1.3 x1.10,1.151 850 405 1300 11,30,0001 2,033, 506, 1844.5; 226.94 220.14 96.97, 0.441 927D21 0.796 Page 1 D+L+S+.5W CTO 14188-Betahny Creek Falls 441 1ILOAD CASE -_D12-15/2 �( � _-!-- 1 _ ------ I I ' 1 Ke__ .1_OO�DesiSn Buckling Factor D+L*S}Wl2' 1 BASED O_NANSI/AFBPA NDS- 1 SEE SECTION:_ 2.3.1 2.3.1 1 2.3.1 1 3.7.1 3.7.1 _1___-_-_ _ c 080}(Constant)> 1Section 3.7.1.5: -1 ; i ... .( t-__.1 1 Cr __- - _ KcE y 0 301(Constantj> Sec9on 3.7.1.5 I I 4 1_ : +- f -_ I _ _- Cf(Fb), Cf-(Fc) _1997 NOSS_ 1 Cb (Vanes) > Sec6on 2.3 10 l 'Bendin Coo?. Size Size Rep. I Cd(Fb) Cb Cd(Fc) Eq 3.7-1 .... g P � t ,. I I 1 1NDS 3 9.21 Mex Wall_duration1duratw factor factor use� � � �., Stud GradD Wk1th Depth Sp69p Height[Le/d Vert.Load Hor Load < 1.0 jLoal Pla Cd OJCd(FO{ Cf C Cr Fb iFcper� Fc 1 E I Fb W.FpPery'_Fc Fee Pc is fc/ c( Fe ( PoI-��W- in.... In In ft '__. plf pef ....0.9935 _... pif � (Fb) .(Fe) I Psi I PSI psi }{ff psi .... Psi 1,200,0001 1,366. .Psi psi �psl psi 1pal 1........ pal I Fb'(1-fc/Fce H F Stud 1 1 5 3 5 16 1 7.70831,,.....30.9• 1970 44.23, 0.9923 4_ 1993.4__) 1 60 1.60 I 1.15 1.1 1 1.05 1.15' 675 1.05 1.15 1 675 1 405 800 1 1 200,000 1,366 506 966 378.09 340.90 246.35 0.72 223.76506 9661 515.42 441.221 39.051 0.771 1 0 470 - 0470 t! H-F Stud � 1 5 3.5 12 1 9 3o.di 13801 4.23 0.9976 t 2657.8 .�1.60 �1.15 §1 1 a 1.05 1 15� 675 � 405 800 1 200,000 1,368 506 968 378.09 340 90� 282.8{ 0 77 167 82 0 403 H-F Stud 1 1.6 I 3.5 __16 8.25 _ 28 3 11951 4.065 0.9960__. 1993.4 1 60 1.15 1 1 :1.05 1 15 j .675 I 405__800 i 1 20%000 1,366 506 9661 449.95( 395 22" 303.49 0 77 180 691 0406 1_._ II ' _ HFStud I 1 5 1 3.5 12 1 8_25 28 1680; 4.065 0.9990 2657 8 1 80 r1.15 i 1.1 X1.05 1 15 875 405 800 1 200,000 1,366 506 9661 449.91 395.22 320.00 506 966 449.95t 395 22� 338.41' 0.861_190 34 0.267 H F Stud 1 5 3 5 8 8 251 28.3 268 4.065 _0.9999 3986 7 1.60 1 1.15 1.1 1.05 1 15 875-1 1 405 800 I 1 200,000 1,366J{ Jt • SPF Stud 1 1.5_1 3.5 16 1 7_70831_ 2841131ST 4.855 0.9907 2091.8 h_ 1.60 1 1.15 i 1.1 1.05 1 15 675 I 425725 1,200,000 1.381 5311875.4381515.422 431.521 333.971 0.771 188.39T 0.392 SPF Stud { 1.5 1 3E .18 91 30 9 965 4.23, 9970 , 2091.8 ' 160 1 1.15 1.1 1.05 1.15 675 1 425 725 1,200,000 1,3661 531 875.4381 378.09. 336.17 245 08 0.73 223.7& 0.466 SPF Stud 1 425 725 a SPF Std i__15i 3.5__16 1 8.251 28.31__ 11801-4.065 0.9922 2091.8 160 I-1_15 I 1 1 .1.05 1.15_6751_4_425]_725 1,200000 1,36011 5311 875.4 851 448.875.4381 951 388.13r 299 6 -0.77 180.6260E5 078' 9 0.396 SPF Stud I 1.5 3.5 12 8.251-1 28.3,. 16601 4.085 0.9973 2789.1_-....r...160 1.15 1 1.1._I.1.05 1.15 675 25 725 }.1.200,000 1,386t 531 875.4318 449.5 388.131 316.19 0.81'135.51 0.334 SPF Stud 1.541 3.5 8 8.251_ 28.31 263041 4.0655 0.9969 4183.6 F 1.60 _1_151 1.11 1.05 1-151 675 I-425 725 1 1,200,0001_-1,366. _5311 875 4381 449E1_ 388.131 333.97, 0.861 90.341 0.257 H-F#2 1 1.5 1 5.5 16 L47.70831__16 8 .31321.._4 855 0.3001.__-,_,_3132 4 V 11 80 1.15 1.3 1.10 1 15 r-85 405. 13001 1 3,,0000rr 2,033 506 1844 1378.83 1031.58f 56 18 0.491 78.29': 0.059 19.6I 31321 3132A LLIE0 1.311 1.10 1.15 I 850_L 405 /033 506 H-F#2 T 1 5_11 5.5_1_1 L _8_2511 18 0 _31321 4.0651_0.34791 r 3132.4 1 1.60 1-1.15 1.3 1.3 11.10 1 155 8504_4 05 1300-1,300,0001 2,033 56 1644.5111203.70' 946.77, 506.18 0.531 41011A% 837E7f 506.18 E60 73.1811 0E89 7; 0.82 SPF#2 7 1.5 5.5 16 17.7083 16.813287, 4.855 0.3304 ( 3287.1. 1 1.60 1 1.15 1 1.31.1.10 1.15' 875.1 425 1150 11,400,0 20931 5311 1454.75 1484.89' 1015A51 531.2341 0 521 78 292 0.057 SPF#2 1E j 5.5 16 91 19.6 32874 4.23 0.4750 3287.1 ,, 160 1.15 : 1.3 1 1.10 1.15 875 1 425 1150 1,400 000 2 093 53 _1454.75 1089.2585 16. 531.23___0621 90.611_ 0.085 SPF 92 I 1.5 5.5 16 8.25' 18.0: 3267 4.065 0.3750 1 3287.1 'I 1.60 1 1.15 1 1.3 1.10 1.154 875 L 425 1150 1,400,000 2,099 631 1454.75 1296.30 945.381 531.23 OS6_73.17 _ 0.059 --- J..._..... -�-- - ------ -F _ - -r- 1 ---i- - - i t 1 1 SPF Stud.,_.f 1:5 3.5 18 �...,14.57:.._.._50:01...,.._,,.,,,255�..__._..._423� 0.9959 2091.8 ,1._1..60..,.__1.15.._41._1.1_._�tAS-..1.151.,,.675_I425725_.,.11,200,00011,366 531 875.438 14426 139.02 64.78 0.47588.43' 0.778 SPF#2 1 1.5 5.5 10 19 41.5__--- 9351 4 8551, 0.9925 4_ 3287.11 1.60 1 1.15 1.3 1 1.10 1.1514 875 {t1425 1150 1,400,0001 2,093 531 1454.75__244.0 235.32 151.111_ 0.6463.51' 0.580 H-F#2 1 1.5 1 5.5 16 I 191 41.51 865T 4.8551 0.9970 1 3132.4 I 1.60 1 1.15 1 1.3 (1.10 1.151 850 1 405 , 1300 1 1,300,0001 2,03 506 1644.5]226.941 220.14, 139.801 0.641 463.511 0.594 Page 1 D+L+S+.7E CT#14189-Betahny Creek Falls_1 I (LOAD CASE I (12-16)1 ((BASED ON ANSUAF&PA NDS-1997) 1_ 1SEE SECTION: 1 2.3.1 I 2.3.1 2.3.1 1 3.7.1 I 3.7.1 i 1 1 Ke _�_- 1_OO�Desl�n Buckling Factor�_ D+L+S+E11.4 '-� I I 1 T--- --`- c 1 0801(Constant)> !Section 3.7.1.5 r -A -� j- j �- f Cr-11--, - L �- -�__+-- - - - li KCE 1 0 301(Conatant)> 1Secibn 3.7.1.54 _ tt .. ¢ ) j I r I C((Fb) _ _L -I -� J_ _ I __ Cf(Fc) 197 NDSL_ � - I ..Cb I {(Vanes) ,> Section 2.310 I.. ,._. ,,..., i Bendingl Comp Size;Size Rep I I I Cd(FI:91 Cb Cd(Fc�1 I Eq.3.7-1 1 ... }.._. - -�-- NDS 3 9 2 Max Wall I duration durehonlfactor factor use l Stud Grade!,Width I Depth S r(_acin Height �Le/d Vert.Load,Hor Loads 1 O JLoad @ Plates Cd 1Fb)Cd-(FA1 Cf Cl Cr : Fb Fc perp) Fc E -{-F__F es' Fe' I Fee 1 re I fc fc/Pc I 1b gr/ 1 in m In. 1 ft pff ...._par.... i If-1_ _.. 1(Fb)1(Fc)... �..ps1 I psi...i_...pai.......pal 1 pal ._{......at p..si-1-pa!.....1. psi ....'... .p�...... 1-Pf1 TFb(1 fclFce). H F Stud .1. 1 5 1 3 5 16 1 7.70831 26.4 1415; 3.571 0.9983 1993.4 i 1.60 1 1.15 1 1.1 1 1.05 1.1s4....675 675 1 405 1 800 1,200,001 1,3681 506 9661 515.42 441.221 359.37 0.811 138.531 0.335 H-F Stud 1 1.5 3.5 18__1 9!_30.9 1010: 3.571 0.9960 , 1993.4 1_1.60 1 115,4 1.1 11.05 1.154 675 L405-I 800 1,200,0001 1,3661 506 _ 9661 378.9. 340.901 256.51 0.751 188.85 0.430 H-F Stud 1.5 3 5 12 91 30.91 1420 3.571 0.9937 1 2657.8 . 1 60 1 1.15 1 1 '1.05 1.154 875 1 405 1 800 1,200,0004 1,366( 506 . 966 378.091 340901- 270.48 0.791 141.63 0.364 H-F Studd) 1.5 1 3.5 16 } 8.25_ 28.3 1225 357 099611 1993A 1.60 1 1.15 1.1.11.0511151 675 405 1 800 1200,000 1,366 506 966 449951 395.22 311.11 079 158.68( 0.376 H-F Stud 1 1.5 31 1 11_1 8 251 28 31 1710 3 5.711 09947 7 26571 � 160 1.15 1 1 1 1.0511 15 6751 405 I 800 1,200,0001 1,3661 506 966 449.95' _395 221 325.71 0.82ttt 119.011 0.315 H-F Stud 1.5 1 3.5 8 8.25! 28.31. 2700 3.571 0 9968 1 3986.7 1 60711.15 i 1 1 1.05 1 15 675 {j 405 800 1,200000)1 1,366x-506 966 449.95 395.227 342.86 11871 79341- 0.244 SPF Stud_1. 1.5 .11 3.5 16 1 7.70831--26.4t 1395 3.571 0_9984 2091.8-''--1.60 I 111.15'I 1.1 11.05 1.151 675 1 425 .1_7251,2000001.. 1,3661 _ 531 675.43g�111515.421 431.5-21 354.29 0.821_138.531 --'0.324 SPF Stud 11 + 3 5 __.161 9)__.._30.91 1000 3 57) 09918 ._1.-..20911... 1.60_..} 1.15 1 1.1 115 1.151-675....425.1 725 12090001 11661. 531 875.438 378.091 336171 253.97 0.76 188.851- 0A21 SPF Stud I 1.5 3.5 12 9 30.9 1410 3.57 0.9962 27891 I 1.60 1.15+1.1 1.05 1.15 1 675 I 425 1 725 1,2090001 1,3661 531 875.438 378.091 336.171 268.57 0.80 141.631 0.358 SPF Stud 1.5 3.5 16 I 8.251- 28.31 1210 _3.571 0.9321 2091.8 _-_+- _1.60 1_1_15 1 1.1 ,1 AS 1.151 675 ' 425725 1,200,000 1,3661 531,875.438 449.91 388.13 307.30 0.791 158.681 _0.366 SPF Stud I 1.5 3 5 I 12 8.251- 28.31 1690 3.57 09940 2789.1 110 1.15 1 1.1 1 105 1.151.875 425 1.725 1,2090001 11661 5311875.438 449.951 388.13 321.90 0.83 119.01 0 306 SPF Stud 15 1 35 8 , 8.251' 28.31 2670 3571 09987 1 4183.6 ' 160 1. 1.15111 11.05 115 675 , 425.1_725 1209000/ 1366 531875.438 449.9_51-__388.131_ 339.05 0.871. 79.34 0.236 _1 4 H-F#2 1 1.5 ' 5.5 16-1 7.70831 16.8 -_313213 571 0.2844 I 3132.4 4 1.60_1,1.15_4' 1.3 1.10 1.151 850+405 1300 1,3000004 2,033--5061 1644 5 1378 83__1031581 506.18__--049 56.101-- 0.044 H F#2 1 5 f 5 5 16_1 9j 19.61 3132 3.57 0.4405 3132.4-1.160 1 1.15 1 1.31 1.10 .1.151 850 405-44'1300 1,300,0 21331_ 506 1644.5 1011.451- 837.571 506.18 0.60 76.4.71_ 0.075 I H F#2 1 1 5 1 5 5 16 8 25' 18 0_ 3132 3 57 0_.3404 3132 4 1.60 1.15-1 1.3 1.10 1.15 850 405 1300 1,300,0001 2,033: 506 1844 5I 1203.70 946.771 506.18 0.53 64.261 0.055 SPFp2 15 5.5 J .1 _..._.. __.._._ . .... .. ..... ..... � 16 7.70831 18.81 3287 3 57 0.3154 _3287 1 �1 80 1 15 11.3 1.10 I 1 151 875 � 425 1150 1,400,0001 2,093 531 1454 75 1484.89 1015 4 j_ 531 23 0.52 56.10 0.042 iF il I 1 3287.1 I 1 60 t 1.15 1-1.3 1.10 1.15 1 875 4 425 1150 1A090001 2,093_ 531 1454.75 1089.25+ 850.16 531.23 0.621 76.471 0.071 SPF#2 �1.5_1 5.5 16 1 9 19.6 3287 3.57 0.4618 l_ _ SPF#2 15 5.5 18 8.25 18.0 3287 3.571 0.3678 1 3287.1 160 I 1.15 1.3 1.101 1.15 875 425 1150 1,490,000 2,093 531 1454.75 7296.301 945.38 531.23 016 64.26 0152 I t SPF Stud 1.5 1 3.5 16 1 14.57 50.01 285 3571 0.9981 1. 20918 } 1.60 1 1.15 1 1.1 1.0511.15! 675 1 4251 725 1200,000 1,366] 531 875.438 144.28 139.0 72.38 0.52E 494:93 0.727 -------1- -------4- ----------- 1--------+ L ! I . I 1- - ,...LSP --50° H FF#2_-_-J-- 5 } 5.5 16 4 191 41.5!1.---- 1O20µ 3.571 0.9910 I 3267_1 1_ 1.60 1 1.15 1.31.1.10 1.15 875 425 1 11501_1,400,0001 2,093-�--5311.1454.75 244_40 235_321164_85-__0.701 340.831_ 0_500 1.5 1 5.5 16 , 191 41.51 945; 3.571 0.9939 3132.4 , 1.60 1 1.15 1 1.3 1 1.10 1.15 1 850 1 405-1 130 1,300,0001 2,0331 5061 1844.5 226.941 220.141 152.73 0.691 340.831 0.513 Page 1 s,aau1Oua Ie,rtoJ4s 4 , 7 Ls:1 r<4.4 --a,A4s A 1 ,)4,riZt ..:1 1E, ' ... .V .661. ...Z ' ,.....i.ww..,:_,,_,,,, A 18 .agt-etp Ill4S' "" 'L "7.+6 :G 590,7 --:.-- 50:75-tosii 4. vib ..... 4 7--aivoiro R_ ipla 54!1517-t P''. - 2X5r) 4*-- 6 rof 04.4) --.L.- E01-1-<9_44/0op =04 (-EaL. 4115i _= ft, y),,,,,,).„ czs. jv X14( ,,-.. 7 _.w._._ sik = (5-0.air) -Zfrt % VIA 4101 c 51+00(4.2A9 1, -� ►- . c-4Sfki 0051 ) 9-Iii IS4 42i W 2190-582(9O) uaqumN aSed :4nac =X'Yd 2F51,-52Z(90 ) " „ ._ a e A w,.a.. 0 . . -+.— 3.)010A1 601 86 YM`a11aeag ,,., f ZOE awn arrc 1.I -IS uosla im 0$L 10 Ni0kerspn St. E N G I N E E R I N G Suite;i02 1 N C, Seattle,WA Project: i t t ±~ @ A40.3 14 l)atc: 9810 y �i,^� (206)2NS-3512 S1) 1vrV � FAX: Client: ` Page Number: (206)285-0618 'tV -1-4..9i4: $ri VA-Lae w /64740 2. CL.Itex3 - - o : e' e- s dr- -5K) � 01' '- tr 5—D 5t �� tir W At 0 14,70 141,e0 PIF ,A-sti 2i/kilo-- .vim v� I � Vit. :` _ lam. `4 5, r" 2 ) C = 8.0 Wim: ilfra cis 2.t3 24 t3t 0 1)f Structural Engineers dp 180 Nickerson St. C T ENGINEERING Suite 302 G/• � q�j�� I N C. /�'��' ,t /� Seattle,WA 98109 Project: I , �11 6) 4,p r 4®os G Date: 9,o2--L, 06. D�'i (206) (206)285-4512 •, Client: 2012 • V-d 8 1),PW4-oDS Page Number: (206)285-0618 T . _ t s_ {J P __� ,. __ 4. 19-I - I : 3 32'i • - �►�it 3Z., r.., - 1 1�1.� 2,. .-s--, : : :t :' 21- 20 6' �p� s1 _... � Q� - t • !/f _ �L t. t12,L , It -_ ` 1 to l -I ( �tl • _ � ;69 s 4z- • i-v7. 7 .tet �% A 4SP' . Pi's 1 . -i. _:- r� 4 _ ° ` i, to 2.› /2�2 f ,s :F '1,-; f 4-, .6 Design Maps Summary Report Page 1 of 1 I/ielle'Jr,uouo Design Maps Summary Report User-Specified Input Building Code Reference Document 2012 International Building Code ,.,;'-',:‘.‘. ,,-Ai.,'A, (which utilizes uSGS hazard data available.-'i4A t A: n 2008) Site Coordinates 45.43123°N, 122.77149°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III 4 31b 4 3 4 , $ Yi H/ WK'S Y 3 I w lilwa[ oc ;+4 ,`"''"^'`` te'. ' M ,*` iiai \ - €FY �i a J b4 .. ; ,-„,,,,, citye / \• 0 'p � ,/ '°"',,„.64 W 1 �'/,/' Fig yg �"'s (,4 r �w its,:_ � ,.,„ f"=. '. -.� �,w ...e <� � �a ,. �.. �,!, " ` .,a USGS—Provided Output • S5 = 0.972 g S, = 1.080 g Soy ••'= 0.720 g S1 = 0.423 g SMI = 0.667 g SDI = 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. MC Pt a por s+ S arumDesignResponseSpectrum 2.15 22 20 0.72 ,. t*a st o. 0.44 0,27 710. 0,00 t Ce.4&Y 0.22 1111 *220.24 91 0.441 t#: 2 eY i t:Y1 0X0 a-a Ate . x.64 D. rt.t b.�l 4, 1. Y, t ao Y,m4 LOO .°0 >Y £i. L 41.485 4, t�. Y. Y. t 4 Y. S. +eriod,T( *c) Period.7f(sec) 20 2.00 Although this information is a product of the U.S.Geological Suryey,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... 9/14/20 15 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 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 N/A (Or by ZIP code) (Or by ZIP code) http://earthquake.usqs.qov/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 SMs=Fa*Ss SMS= 1.12 EQ 16-37 EQ 11.4-1 SMi= FV'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 SDI=2/3*SM1 SDI= 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 S20= 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 Sips= 0.74 h„ = 18.00(ft) SDI= 0.46 X = 0.75 ASCE 7-05(Table 12.8-2) R= 6.5 C1= 0.020 ASCE 7-05(Table 12.8-2) IE= 1.0 T= 0.175 ASCE 7-05(EQ 12.8-7) S1= 0.45 k - 1 ASCE 7-05(Section 12.8.3) TL= 6 ASCE 7-05(Section 11.4.5:Figure 22-15) CS=Sus/(R/IE) 0.114 W ASCE 7-05(EQ 12.8-2) CS=Spi/(T*(R/IE)) (for T<TL) 0.407 W ASCE 7-05(EQ 12.8-3)(MAX.) CS=(Sp,*TL)/(TZ*(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)/OR/IE) 0.034 W ASCE 7-05(EQ 12.8-6)(MIN.if Si>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,X = DIAPHR. Story Elevation Height AREA DL w; w; *h;k w, *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 FPX = DIAPHR. F; E F; w; E w; FPX = EF, *w,,,, 0.4*SpS*lE*wp 0.2*Sus*IE*wp LEVEL (kips) (kips) (kips) (kips) (kips) Ew1 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 N-S E-W F-B S-S 2012 IBC ASCE 7-10 Ridge Elevation(ft)= 30.00 30.00ft. Roof Plate Ht.= 18.00 18.00 Roof Mean Ht.= 24.00 24.00 ft. --- --- Building Width= 26.0 56.0 ft. V u/t. Wind Speed 3 see Geer= 120 120 mph Figure 1609 Fig. 26.5-1A thru C V asd. Wind Speed 3 See Gust= 93 '93 mph (EQ 16-33) Exposure= B B Iw= 1.0 1.0; N/A N/A Roof Type= Gable ` Gable PS30 A= 28.6 28.6'psf Figure 28.6-1 P030 e= 4.6 4.6 psf Figure 28.6-1 Ps3o c= 20.7 20.76 psf Figure 28.6-1 Ps30 o= 4.7 c 4.7 psf Figure 28.6-1 N= 1.00 1.00' Figure 28.6-1 K:t= 1.00 1.00' Section 26.8 windward/lee= 1.00 1.00;(Single Family Home) A*Kzt*I 1 1 Ps=X*Kzt*I*Peso= (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) Ps c = 20.70 20.70 psf (LRFD) (Eq.28.6-1) Ps o= 4.70 4.70 psf (LRFD) (Eq.28.6-1) Ps A and C 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` 1.00' 0.71" 0.71 16 psf min. 16 psf min. width factor 2nd---> 1.00 0.71 j, wind(LRFD)wind(LRFD) DIAPHR. Story Elevation Height AA Aa Ac AD AA Aa 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) kips klps 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 0.00c0.00' 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(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)j 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 4.3p 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 sallowable V wallowable 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= 8I 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 pi,= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL off. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM RoTM Un81 Us„,, OTM ROTM Unci Us,,m U.um 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 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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!1 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 0.00' 0.00 0.00 0.00 0.00 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 0.001 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 '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 1190 77.0 77.0=L eff. 5.16 0.00 2.91 0.00 EVwind 5.16 EVE0 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 pi,= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL off C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM RorM Unet Use,„ OTM Rol-NAU„at Us„m U.m HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. left 1** 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. rightl** 595 '37.5 37.5 0.95' 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 perf 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' 0.00f 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' 0.00rc 0.00 0.00 0.00 0.00 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' 000 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00' 0.00. f 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00E 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00' 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00. 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.006 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 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 1360 97.0 89.8=Leff. 2.90 5.16 2.35 2.91 1.00 EV„,,,,a 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 Usu,n OTM RoTM Unac Usun, Ue., 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 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 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 1.001 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 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 1190 77.0 77.0=L eff. 5.16 0.00 2.91 0.00 Y.;Vwind 5.16 1.VEQ 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 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 C0 w dl V level V abv.V level V abv. 2w/h vi Type Type vi OTM ROTM Uret Us„„, OTM ROTM Unet U:nr Listen HD (sqft) (ft) (ft) (kif) (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 0l0 1.00 0.00 0.00 0.00 0.00 0.00 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 --- --- 00.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 ` 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00` 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 4 0.0 0.0 1.00 0.00: 0.00 0.00 0.00 0.00 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" 0.15f 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 1.00.1 0.00[' 0.00 0.00 0.00 0.00 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 _I 0,0 0.0 1.00 0.00 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 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 1.00 0.00 0.00 0.00 0.00 0.00 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 1,001 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 --- --- 00.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 IMO 0.00' 0.00 0.00 0.00 0.00 1.00 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 --- --- 00.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 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 '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 1360 84.0 76.8=L eff. 2.90 5.16 2.35 2.91 1.00 EVw,: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 pt= 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 eff. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM ROTM Unat Usum OTM ROTM Una( Usum Usum HD (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (p11) (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 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0A 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 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 0.001 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 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 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 Gar 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 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -' - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 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' 0.00.1 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00' 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1190 34.5 34.5=L eff. 8.06 0.00 2.91 0.00 EVwmd 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 LDL eff. C p w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM ROTM U 8c OTM RoTM Unet Usoro U.,,m HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) 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+ 0.001 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 1.004 O.DOi' 0.00 0.00 0.00 0.00 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 1.00ffE 0.15ff1 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 8R23 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 1‘,V wind 14.30 VEQ 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 •H head= A v hdr w= 237.1 plf 1.083 'v Fdragl eq= 363 F2 eq= 363 • Fdragl w= '08 F2 -- 1008 H pier= v1 eq= 170.6 plf v3 eq= 170.6 plf P6 E.Q. 5.0 vi w= 474.1 plf v3 w= 474.1 plf P4 WIND I feet H total= 2w/h= 1 2w/h= 1 8.083 v 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 vsill w= 237.1 plf P6 feet OTM 11720 32574 R OTM 10747 13005 v 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 ►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 •H head= A v hdr w= 368.8 plf 1.083 ','v Fdragl eq= 775 F2 eq= 775 • Fdragl w= 1 F2 -2121 H pier= vl eq= 416.4 plf v3 eq= 416.4 plf P3 E.Q. 5.0 vl w= 1140.0 plf v3 w= 1140.0 plf 2P3 WIND feet H total= 2w/h= 1 2w/h= 1 9.083 v 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 1 i • UPLIFT 615 2691 Up above 60 1198 UP sum 675 3889 HIL Ratios: L1= 2.8 L2= 11.5 L3= 2.8 Htotal/L= 0.53 ► 4 1441 ► Hpier/L1= 1.82 4 14 Hpier/L3= 1.82 L total= 17.0 feet JOB# CT#14189:Plan 2610 ID Rear Upper:BR23" "`. Roof Level w d1= .150. Of V eq 1, 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 _, v hdr eq= 55.8 plf ► 4 H1 head=t v hdr= 155.0 plf H5 head= 1 a,'it Fdragl eq=61.0 Fdrag2 eq= 191.7 Fdrag5 eq= 191.7 Fdrag6 eq=26.1 -' 1 W A Fdragl w= ,•.5 Fdragl, 532.8 Fdrag5 w= 2.8 Fdra•%w=72.7 A H1 pier= vl eq= 90.6 plf v3eq= 90.6 plf v5eq= 90.6 H5pier- 4.0 :'. vl w= 251.9 pH v3 w= 251.9 plf v5 w= 251.9 4.0 feet feet H total= 2w/h= 1 2w/h= 1 2w/h= 0.75 8.0 y Fdrag3= • .1 Fdra• - 191.7 feet A Fdragl w= 169.5313 Fdragl w=532.8 Fdrag7eq= •1.7 Fdrag8e• 26.1 y 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 plf H5 sill= 3.0'. EQ Wind 3.0 feet OTM 11600.0 32240.0 feet R OTM 22624 27378 • y UPLIFT -471 208 y Up above 0 0 Up Sum -471 208 H/L Ratios: L2= 5.0 L3= 11.0 L4=.:.,.. 5.0 L5= 1.5 Htotal/L= 0.31 4 ► 4 101 ►4 ►4 I. Hpier/L1= 1.14 Hpier/L3= 0.36 L total= 26.0 feet Hpier/L5= 2.67 ;0,00..L reduction 2610 A 4-19-16 tiRosebur J6 MAIN 1:47pm xi ore.-,t Products 4 ompant� 1 Of 1 CS Beam 2016.4.0.5 kmBeamEngine 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 II' n 1 / / / 14 0 0 12 0 0 9 a ° 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.#(65p11) 2 1028#(642p)f) 308#(193p1f) 3 334#(208p1f) 79#(50plf) 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" L/737 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 �y�,,�,�� EWP MANAGER Eftron -. Copyright(C)2016 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as when the member,floorjoist,beam or girder,shown on this drawing meets applicable design 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 professional as required for approval.This design assumes product installation according to the manufacturers specifications 503-858-9663