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7~:-.U/U oar/sem 4; CT ENGINEERING Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 206.285.4512 (V) 206.285.0618 (F) RFOFIVFD #15238 FE3 2 4 1016 Structural Calculations River Terrace ��c c PRO,1 Plan 2610 �` �-�•; •, Elevation A , Tigard, ORAUNREGf)li,.c.,�� ��FS 22 T. E��F Design Criteria: 2012 IBC (ORSC, OSSC) 09/17/2015 ASCE 7-10 Wind Speed: 120(ULT); 93(ASD); Kzt=1 .0 Seismic: Ss=0.972, S1 =0.423, SDC=D Roof Snow Load = 25 psf Site Class = D, Bearing = 2000 psf Client: Polygon Northwest Company 109 East 13th Street, Suite 200 Vancouver, WA 98660-3229 P h: 360.695.7700 Fax: 360.693.4442 Architect: Milbrandt Architects 25 Central Way, Suite 210 Kirkland, WA 98033 Ph: 425.454.7130 Fax: 425.646.0945 1 CT ENGINEERING 180 Nickerson St. INC Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company Multiple locations in Tigard,OR DESIGN SUMMARY: The proposed project is to be single-family homes. We understand that these homes are to be constructed in multiple locations throughout Tigard, Oregon. Design parameters are as noted below: The structures are two-story wood-framed. Roof framing is primarily with pre-manufactured pitched chord wood trusses. Upper floor framing is primarily with pre-manufactured parallel chord wood trusses. Floor framing over crawlspace is primarily pre-manufactured wood joists. The foundations are to be conventional spread footings. Wind design is based on the ASCE 7-10 MWFRS (Envelope Procedure)for 120 mph ultimate wind speed, exposure category B, and with a Kzt value of 1.00. Lateral design is based on the ASCE 7-10"equivalent lateral force" procedure with Ss equal to or less than 1.10 and S1 equal to or less than 0.50 and with soil classification"D". Plywood or OSB shearwalls are the primary lateral force resisting system (R=6.5). . Foundations have been sized for Class 4 soils as defined in IBC 1806.2. Codes considered; 2012 IBC, and currently adopted ORSC and OSSC. SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT# : CT# ROOF Roofing 3.5 psf Roofing--future 0.0 psf 5/8"plywood (0.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 SEE SHEET A7 FOR ROOF FRAMING OVER GARAGE 0 r (2.)2X1 f HDR NOR (2)2X1)HDRHDR RB.al 1 [j RB a2 I i •1 1 1 1 r i i L I t- l I I c_L- ❑ rt I J Q a U v d N V) -'L_ Li O cc a ti L r N -i Z F- W Q W V) J W m Q a N 40 ViEr cc:r. i ns I ATTIC •:.:t:: •, !ACCESS i I 1 :..� Ln C :.•::i:::::r::': ':::: SCISSOR TRUSSES "�'""':::'•�•����'••`•�::::••� 2) 12 BOTTOM CHORD " a• : :i: (2)[X10 HDR GT GT.al � RB.a5 _I MIN. -IDR _1- n 1 ❑ _ I GABLE END ITRUSSRB.a6 L I J '® PLAN 2610A ROOF FRAMING PLAN 1/4"=1'-0" ENGLISH REVIVAL P4 NIP CS16 CS16 A r f1 I , } J N 0 i 0 to\ Q 1 ,_,, i_s?.__J .__,/ 1 z z f WASHER li DRYER co I H O_ a. 't 7 - L r 0 T T ■ MST37 6 MST37 0P4SI 8 PLAN 2610A UPPER LEVEL SHEARWALLS 1/4"=1'-D" ENGLISH REVIVAL 420 LSTHD140 I- , i GABLE END TRUSS B•al -- HDR 4X12 HDR — r` MANUFACITURED ROOF r\ TRUSSES AT 24" O.C. T 0 _ 1 I / I 0 (22"x30'1 D61-.1\DATTIC e LACCESS J / P4 B� C16 2T'3/ 1 CS16 STHD14 B.a2 7X14- 'R1 4i .f -- - GLB�B J r�- ^ �� P4 1 1 STHD14 STHD14L2 I W 1 : an p_O ' AFI r' ,E e � I� p 0 I t -' - I 7. Up 0 N1Crol— 0 cc al N 1 t� ; 3= N LI 1- POST N Z -1-1--- j 0 LVL FB F._ L-_- 011 In' 1 ( SII ¢c i 1 1, �e--Le----�, STAIR 1i U \FRAMING/I W t11�, .—\ 7 C "S 1 \\ / NpII.k I 1 Fes - 7 TCI \ / \ / �= ilk " J 4 .'C i I�\ I i L.� � —__ ro\ L€1 —L— 1 1 I 12C JI 0 rc'-= I "I'4 14" FLOOR TRUSSES 0 19.2" O.C. ^ m \\ E 1 W LO N7:_ •a / \ I' — of ' IN �C C W I I \\ I X Ir I ,-i I B.a 8 1; cvG21 RI --- f C=--- W ' ' Irl_ � .'7SXt4 7311 r 1( -li iI 0 \-/ 11'----. 11 S� I� wo X= �'+ 7� t^,. m 412., .,I� FIXTURES r--5 r 1 _ la _Im ABOVE Il 1 h lY X100 RI1 (2)2X8 HP :IJ 2z ROOF 3.I`"(NI X `q FRAMING r_ — —111111) L__ 11 ` II,'" 1 Ii II i ... �` ! LL JJJ H c.,>< B.a12 B.a12 B.a12 7,••1 ,), 1 LSL1.75X14 B.al0 POST ca GT ABOVE B.a12 �� GT ABOVE I 4X4(nlln.) V ----i I----.*4----}i--- (2)2X8 (2)2X8 (2)2X8 (2)2X8 HDR HDR HDR HDR STHD14 STHD14 413) w LOWER LEVEL SHEARWALLS PLAN 2610A UPPER LEVEL FLOOR FRAMING 1/4"=1'-0" ENGLISH REVIVAL 22.-0" 3'-10 ' P3 z" 16'-3" 1.-10/2'e ,STHD14 0 1 y--=". I - r\ _ 314' CONC. SLAB OVER 4" FREE DRAINAGE MATERIAL o ® OVER COMPACTED FILL CT N VERIFY GARAGE SLAB HEIGHT "' co lo 1 WITH GRADING PLAN I -16" I ♦. w n o 314' CONC. a 61 , 41511 fp PATIO SLAB -14" ce 0 SLOPE I 2"DNI v•3 o 6'-3" I-7"I 1'-9I 1'-8" STHD148-13'2 4'-0" 2-23'2"I. i a� } J VARIES : MIN. er------------L ' - .. -3" FROM TOP OF --s- �uM WALL I co II iSTHD14"- ' h 1 / STHD 4 'T , r J I 4 -12 v4"I , • - Z�1-i I1 1 3" I I 1 7 FURNACE J�--J '''21t ABOVE I --1 ® FIXTURE ABOVE p I m r z ' TTT o (- I - LJ z I I; F m CD I18`44,CRAWL D_ in FINISHED FLOOR I r SPACE[ACCESS X11 - • / // AT +0'-0" n � -1' r 1 I L _1 1, L I J L., FTG. i I T 30"�f30"X10"FTG. s' I 111911 _9}y I W/(ti)#4 EA.WAY k 2.-8" k 41 , .4" 1 1I 1 'n 1 I l t LU 1 I T 1...f.__.,' I _ I w 1 ♦ ---H I 9Yz" I-JOISTS AT 19.2" O.C. 'n o I 1 L I I TYPICAL '' T 1- 12'-0" -St n r 14"-0" a.m18"X18°X10"FTG, a 1' >-,i, I W/(2)#4 EA.WAY T -12v4"Iy X[Y I UV TYP.U.N.O. I. I 1717 ♦ -—#-t I L J 12V4"I 7 l L ' r.-..-..r.—�-------LVL_ 1.75X9_5-_--- I _ ° -3 in r I `o ® ,_ r 1 I -• • v' L}J2x4 PONY 1 9-0" ♦ D1 ♦ .1,_._ LVL 1.75X9.5 _ 1 _- WALL IN -5" SLOPE 11/2" L fr..? I L .314* CONC. SLAB, POST 1 T I ;-121/4-1 . TOP OF SLAB ♦ ♦ -- - 8"-103'q" J°13/4" -6Yz" STHD14 17 STHD14 9'-0" 12 " TOP OF 8" 2P3 t3e STEM WALL 51 J 2b-f PLAN 2610A FOUNDATION PLAN 1/4"=1'-0" ENGLISH REVIVAL Title: Job# Dsgnr: TRE Date: 4:25PM, 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 II (c)1983-2003 ENERCALC Engineering Software 14189_Plan_2610.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 Reactions @ 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: Job# Dsgnr: TRE Date: 4:25PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN LkRev: 580006 User:KW-0602997,Ver 5.6.0,1-Dec-2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 14189_Plan_2610.ecw:ROOF FRAMING Description 2610A ROOF FRAMING Timber Member Information ;ode Ref: NDS. IBC RB.al RB.a2 RB.a3 RB.a4 RB.aS 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 Fir,No.2 Hem Fir,No.2 Hem Fir,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 LCenter 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 0.240511 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 LReactions @ 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 OK11 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: Job# Dsgnr:TRE Date: 4:26PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 Page 1 User:Kw-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist _(c)1983-2003 ENERCALC Engineering Software 14189_Plan_2610.ecw:Floor Framing Description 2610A FLR FRMG 1 OF 3 Timber Member Information :ode Ref: NDS IBC B.al B.a2 B.a3 B.a4 B.a5 B.a6 B.a7 Timber Section 4x12 PrIlm: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 Timber Grade Douglas Rr- Rosboro,Bigbeam level,L5L 1.55E iLevel,LSL 1.55E Douglas Fir- Rosboro,Bigbeam level,LSL 1.55E Larch,No.2 2.2E Lardy,No.2 2.2E Fb-Basic Allow psi 900.0 3,000.0 2,325.0 2,325.0 900.0 3,000.0 2,325.0 Fv-Basic Allow psi 180.0 300.0 310.0 310.0 180.0 300.0 310.0 Elastic Modulus ksi 1,600.0 2,200.0 1,550.0 1,550.0 1,600.0 2,200.0 1,550.0 Load Duration Factor 1.150 1.150 1.150 1.000 1.000 1.000 1.000 Member Type Sawn Manuf/Pine Manuf/Pine Manuf/Pine Sawn Manuf/Pine Manuf/Pine Repetitive Status No No No No No No No Center Span Data 1 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 II 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 Job# Dsgnr: TRE Date: 4:26PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 2 r )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 Def I in 0.262 Total Cant.Defl in 0.458 UDefI Ratio 209.5 Title: Job# 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 2610A FLR FRMG 2 OF 3 Timber Member Information :ode Ref: NDS IBC B.a8 B.a9 B.a10 Ball B.a12 B.a13 B.a14 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 iLevel,LSL 1.55E Hem Ar,No.2 Level,LSL 1.55E Level,LSL 1.55E Hem Fr,No.2 Hem Ar,No.2 Douglas Ar- 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 1 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 1 @ Left End DL lbs 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: Job# 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-2003 Timber Beam & Joist Page 1 - (c)1983-2003 ENERCALC Engineering Software 14189_Plan_2610.ecw:Floor Framing Description 2610A FLR FRMG 3 OF 3 LTimber Member Information '.',ode 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 Fr,No.2 Hem Fir,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 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 I IieSUlts 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 @ 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 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: Job# Dsgnr: TRE Date: 4:28PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 Page 1 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist (c)1983-2003 ENERCALC Engineering Software 14189_Plan_2610.ecw: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 Fr- Larch,No.2 Fb-Basic Allow psi 900.0 Fv-Basic Allow psi 180.0 Elastic Modulus ksi 1,600.0 Load Duration Factor 1.000 Member Type Sawn Repetitive Status No Center Span Data Span ft 5.75 Dead Load #/ft 195.00 Live Load #/ft 520.00 Results Ratio= 0.9884 Mmax @ Center in-k 35.46 @ X= ft 2.87 fb:Actual psi 1,156.5 Fb:Allowable psi 1,170.0 Bending OK fv:Actual psi 96.2 Fv:Allowable psi 180.0 Shear OK Reactions @ Left End DL lbs 560.62 LL lbs 1,495.00 Max.DL+LL lbs 2,055.62 @ Right End DL lbs 560.62 LL lbs 1,495.00 Max.DL+LL lbs 2,055.62 Deflections Ratio OK111 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 UDeft Ratio 697.8 TJI JOISTS and RAFTERS I1 t Code ! Code Code I _Suggest Suggest Suggest L !ck l L !ck L !ck !ck Joist I b , d Spa. LL DL M max V ma;11-- El L fb L fv L TL246 L LL360 L max TL deft. LL deft. L TL360 L LL480 L max TL def1,1T deft. LL de(I.!LL defl. 'size&grade width(in.) depth(n) (;n.) (psf) (psf) (ft-lbs) (psi) (psi) (ft.) (ft.) (ft.) (ft.) (ft.) 1, ( .) (in.) 1 (ft.) (ft.) (ft.) (in) ratio (in.) 1 ratio 9.5"TJI 1101 1.75 9.51 19.21_ 40 15 2380 12201 1 40E+08 14.711 27.73 15.231 14.801 14.71 0.66 0A81 13.31 13.45 13.31 0A44 360 0.321_ 495 9.5"TJI 110 1 75 -. 1 4... 0. 9.51 161 40 151 2380 1220; 1.40E+08 16.11 33.27 16.191 15.73115.73 0.72 0.521 14.14 14.29 14.141 0 47; 360 0.341- 495 9.5"TJI 110 1.751 9.51 12! 40 151 2380 1220! 1.40E+08 18.61 44.36 17.82! 17.31 17.31, 0.79, 0.581 I 15.57 15.73 15.57 0.52; 360 0.38 495 9.5"TJI 110 1.751 9 5' 9.61 40 15 2380 1220 1.40E+08 20.804 55.45 19.191,___18.64 18.641_ 0.851 0.621 a 16.77 16.94 16.77 0.5_64 360 0 41 495 --- --- - ---- - -- - ---- - --- ----- 1 9.5'TJI 1101 1.751 9.5 19.21 40 10 2500 1220 1.57E+08 15.811 30.50 16.34 15.371 15.37 0.641 0.51 14.27 13.97 13.97 0 441 384 0.351 480 9,5"TJI"110 1,75 9,5 18 40 10 2500 1220 1.57E+08 17.32 36.60 17.36 16.34 16.34 0.68 0.54 15,17 14.84' 14.84 0.46 384 0.37 480 9.5" 1.751 9.51 12 40 101 2500 1220 1.57E+08 20.0048,8O 19.111 17.98; 17.98 0.7510.60 16.69 16.34 16 34 0.51;1 384 0.411 480 --- - -- - ------- ---' --!---19 ---- ------ ..... .. ..... 1... 9.5"TJI 110' 1.751 9.5, 9.6 40 101 2500 1220: 1.57E+08 22.36161.00 20.58: 19.37! 19.37 0.81 0.651 17.98 17.60 17.60 0.551.. 384 0.441 480 1 9.5"TJI 2101 2.06251 9.51 19.21 40 101 3000 1330, 1.87E+08 17.321 33.25 17.32 16.30! 16. 30 0.68; 0.541 15.13 14.81 14,81 0.46, 384 0.371 480 9.5"TJI 210 2.0625 9.5 16 40 10 3000 1330 1.87E+08 ! 18.97 39.90 18.40 17.32 17.32 0.72 0.58 16.08 15.74.. '15.74 0.49 384 0.39 480' 9.5"TJI 2101 2.0625! 9.51 121 40 101 3000 1330! 1.87E+08 21.911 53.20 20.26! 19.061 19.06i. 0.79: 0.641 17.70 17.32 °17 32' 0.541 384 0.43] 480 210; 2.0625 9.51 9.61 40 101 3000 1330 1.87E+08 24.491 66.50 21.82F 20.53 20.53 0.86 0.681 19.06 188.66 6 18 66. 0.55 8{ 384 0.47 480 I 1 9.5"TJI 2301 2.3125; 1 ......... _. .. .. 9.51 19.21 40 101 3330 1330 2.06E+08 18.251 33.25 17.89 16.831 16.831 0.70 0.561 15.63 15.29 15.29 0.481 384 0.38! 480 9.5"TJI 230 2.3125 9.5 16 ': 40 10 3330 1330 2.06E+08 19.99 39.90 19.01 17.89 17.89 0.75 0.60 16.60 16.25, 16.25 0.51 384 0.41 480 9.5"TJI 2301 2.31251 9.51 121 40 101 3330 1330! 2.06E+08 23.081 53.20 20.92! 19.69' 19.69 0.821 0.661 ( 18.28 17.89 17.89 0.56' 384 0.45 480 9.5"TJI 2301 2.3125 9.5[ 9.61 40 10 3330 13301 2.06E+08 25.811 66.50 22.541 21.21 21.211 0.881 0.71 19.69 19.27 19.27 0.60! 384 0.48 480 1. 11.875'TJI 1101 1.75, 11.875, 19.21 40 101 3160 15601 2.67E+08 17.781 39.00 19.50 18.35' 17.78 0.671 0.541 ! 17.04 16.67 16.67 0.521 384 0.421 480 11.875"TJI 110 1.75 11.875 16 40 10 3160 1560 2.67E+08 ;19.47 46.80 20.72 19.50 19.47 0..81 0.65 18.10 17.72 17.72 0.55 384E 0.44 480 11.875"TJI 1101 1.751 11.8751 121 40 101 3160 15601 2.67E+08 22.49! 62.40 22.811 21.461 21.46' 0.891 0.721 1 19.93 19.50 19.50 0.611 384 0.49] 480 11.875"TJI 1101 1.751 11.8751 9.61 40 101 3160 1560, 2.67E+08 25.141 78.00 24.57! 23.121 23.121 0.96! 0.771 I 21.46 21.01 21.01 0.661 384 0.53 480 I I I 1 --- - - C-- - --- ---- - -- ---- -- -- 17 r 384 4 ---4 11.875"TJI 2101 2.0625 11.875' 1921 40 10 3795 16551.-3.15E+08 19.46] 41.38 20.611- 19.391 19.39 0.811 0.65, 1 18.00 17.62 17.62 0.55, 384 0.44 480 11.875"TX 210 2.0625 11.875 16 40 10 3795 1655 3.15E+08 21.34 49.65 21.90 20.61 20.61 0.86 0.69 19.13 18.72 11.875"TJI 210 2.06251 11.8751 12� 40 10 3795 1655 3.15E+08 24.641 66.20 24.10_1,__ 22.68 22.68 0.951_ 0.76 21.05 20.61 20.61 0.644 384 0.521 480 .-- 25.961 -.- 2 .4 .0 0.81 11.875"TJI 2101 2.0625111.8751 9.61 40 10, 3795 16551 3.15E+08 27.55 82.75 25.961 24.43 24.43 1.021 0.81 22.68 22.20 22.20 0.691 384 0.55 480 1 I i I , 11.875"TJI 2301 2.3125; 11.8751 19.21 40 10 4215 16551 3.47E+08 20.53 41.38 21.281 20.031 20.03' 0.83 0.671 1 18.59 18.20 18.20 0.571 384 0.451 480 11.575"TJI 230 2.3125 11.875 16 40 10 4215 1655 3.47E+08 22.49 49,65 22.62 21.28 21.28 0.89 0.71 19.76 19.34 =`119 34 0.80 384' 0.48 480 11.875"TJI 230 2 31251 11 875 121 40 101 4215 1655), 3.47E+08 25.97!_ 6.6.20 24.89i. 23._4.2 23.421 0.981, 0.78 I 21.74 21.28 21.28 0.67 384 0 531 480 11.875"TJI 230 2 3125 11.875 9 61 40 101 4215 1655 3.47E+08 29 03� __. __ ._.__ 1 _ .._ _._ _._ 82 75 26.811 25.23 25.23 1.05 0.84 1 23 42 22.93 22 93 0 72' 384 0.571 480 1 rC . 11 11.875"RFPI 400; 2.06251 11.8751 19.21 40 101 4315 14801 3.30E+08 20.771 37.00 20.931 19.691 19.69 0.82 0.661 18.28 17.89 17.89 0.561 384 0.451 480 11.875'RFPI 400 2.0625 11.875 16 40 10 4315 1480 3.30E+08 22.76 44.40 22.24 20.93 20.93 0.87 0.70 19.43 19.01 19,01 0.59 384 0.48 480 11.875"RFPI 4001 2.06251 11.8751 12! 401 101 43151 14801 3.30E+081 26.281 59.20 24.48; 23.031 23.03, 0.961 0.771 21.38 20.93 20.93 0.65 384 0.521 480 11.875"RRFPI 400,, 2.06251 11.8751 9.61 40 101 4315 1480: 3.30E+081 29.38, 74.00 26.371 24.81 24.81! 1.03; 0.831 23.03 22.54 22.54 0.70; 384 0.561 480 Page 1 D+L+S CT#14189-Betahny Creek Falls I LOAD CASE (12-12) (BASED ON ANSI/AFBPA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D+L+S c 0.80(Constant)> Section 3.7.1.5 __ Cr _....._ -__ ... _..._-_-_._, Cf(Pb) - Cf(Pc)___.._ 1997 NDS KC0.30(Constant)> Section 2.3.1.5 Cbb (Varies) > Section 2.3.10 Bendier Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Max.Wali duration duration factor factor use Stud Grade Width Depth Spacing Height Laid Vert.Load Hor.Load k>1.0 Load @I Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc• Fce Fc fc fc/F'c fb lb/ in. In. In. ft. p11 psf plf (Fb) (Fc) psi psi psi psi psi psi psi psi psi psi psi Fb"(1-fc/Fce) H-F Stud 1.5 3.5 16 7.7083 26.4 1730 0 0.9916 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000. 854 506 966 515.42 441.22 439.37 1.00 0.00 0.000 H-F Stud_ 1.5 3.5 16 9 30.9 1340 0 0.9966 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 378.09 340.90 340.32 1.00 0.00 0.000 H-F Stud 1.5 3.5 12 9 30.9 1785, 0 0.9947 2657.8 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 968 378.09 340.90 340.00 1.00 0.00 0.000 H-F Stud 1.5 3.5 16 8.25 28.3 1550 0 0.9921 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 449.95 395.22 393.65 1.00 0.00 0.000 H-F Stud 1.5 3.5 12 8.25 28.3 2070 0 0.9953 2857.8 1.00 1.15 1.1_ 1.05 1.15 675 405 800 1,200,000 854 506 966 449.95 395.22 394.29 1.001 0.00 0.000 H-F Stud 1.5 3.5 8 8.25 26.3 3100 0 0.9921 3986.7 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 654 506 966 449.95 395.22 393.65 1.00 0.00 0.000 SPF Stud 1.5 3.5 16 7.7083 26.4 1695 0 0.9952 2091.8 _1.00 1.15 1.1 1.05 1.15 875 425 725 1,200,000 854 531 875.438 515.42 431.52 430.48 1.00 0.00 0.000 OFF Stud , 1.5 3.5 18 9 30.9 1320 0 0.9944 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200`000' 854 531 875.438 378.09 336.17 335.24 1.00 0.00 0.000 SPF Stud 1.5 3.5 12 9 30.9 1760 0 0.9944 2789.1 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.436 378.09 336.17 335.24 1.00' 0.00 0.000 SPF Stud 1.5 3.5 16 8.25 28.3 1525 0 0.9957 2091.8 1.001.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.4381 449.95 388.13 387.30 1.001 0.00 0.000 0 1_--_ SPF Stud 1.5 3.5 12 8.25 28.3 1.00 2030 0 0.9925 2789.1 1.15 .1 1:05 1.15 675 425725 1,200,000 854 531 875.438 449.95 388.13 3(16.87 1.00 0.00 0.000 .__.._.. _..__._ _ ....1..._ SPF Stud 1.5 3.5 8 8.25 28.3 3050 0 0.9957 4183.6 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 449.95 388.13 387.30 1.00 0.00 0.000 H-F-#`2 1.5 5.5 16 7.7083 16.8 3132 0 0.2408 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5y 1378.83 1031.58 506.18 0.49 0.00 0.000 H-F#2 1.5 5.5 16 9 19.6 3132 0 0.3652 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300 000 1,271 506 1644.5 1011.45 837.57] 508.18 0.60 0.00 0.000 H-F#2 1.5 5.5 16 8.25 18.0 3132 0 0.2858 3132.4 1.00 1.15 1.3 1.10,1.15 850 405 1300 1,300,000 1,271 506 1644.51203.70 946.77 506.18 0.53 0.00 0.000 NEIN SPF#2 1.5 5.5 16 7.7083 16.8 3287 0 0.2737 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1484.89 1015.45 531.23 0.52 0.00 0.000 SPF#2 1.5 5.5 16 9 19.6 3287 0, 0.3905 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1089.25 850.16 531.23 0.62 0.00 0.000 SPF#2 1.5 5.5 16 8.25 18.0 3287 0 0.3158 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308, 531 1454.75 1296.30 945.38 531.23 0.56 0.00 0.000 SPF Stud 1.5 3.5 16 14.57 50.0 545 0 0.9913 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 144.26 139.02 138.41 1.00 0.00 0.000 SPF#2 1.5 55 18 19 41.5 1450 0 0.9917 3287.1 1,00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 244.40 235.32 234.34' 1.00 0.00 0.000 H-F#2 1.5 5.5 18 19 41.5 1360 0 0.9969 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 226.94 220.14 219.80 1.00 0.00 0.000 Page 1 D+L+W CT#14189-Betahny Creek Falls I LOAD CASE (12-13) BASED ON ANSI/AFBPA NDS-189 SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Desi,n Bucklin,Factor _-- D+L+W ___ MEIN -____- _ c 0.80(Constan92. Section 3.7.1.5 KcE 0.30 Constant > Section 3.7.1.5=MI 1111111111111111111===.= 1511111111111111111997 NDS Cb _ aces Section 2.3.10 -_ Bendinn�onCM Rep_ _-( =� _Q��- _ NDS .0 Max.WallFla Cdrati b dura facto r factor use MEF MI E ®�®® Stud Grade tend De rth�Hei,ht�Vert.Load Hor.Load <=1.0 Load a Plat.Cd Fb Cd Fc Cf Cf Cr Fc.en II I®® ir 7.7083 X__ITIMI 0.9951MIIIIIFb �F_ 1' 1�1 '� _Nrzn1110n mMEIaIni_m .si 2 1 ERRE 1.1 _1.05® M 800 1,200,000 1Ei.®' 376.78 0.586 H-F Stud_ 1.5 3.5 m� ® 0.9942 ��®1.05 1.15- 405 800 1,200,000 378.09�� 0.57Q,= 11111111111122 H Stud 1.5 3.5 amicincommajmixa 0.9998 2657.8 En. 1.00 1.1 105 1.15 ma 405 800 1,200,DOO� i. 378.09 333.89 217.14 0.65 H-F Stud 1.5 3.5 �� ��]�� 0.9943 1993.4 NM 1.00 1.1 1.05® uai 405 800 1,200,000_ H-F Stud ®_3.5 8.25 28.3 0.9974 2657.8 1.1 Ka® 675 405 800 1,200,000®®�® 384.87 246.35 271.07 H-F Stud ® 3.5 NM 8.25 28,3�� 0.9981 3988.7 1.05® 675 ®' 1,200,000 ®®®®®280.63 0.394 MN �� 299.05 180.69 0.394 SPF Stud __ ----� �__� ___�� SPF Stud ®®�®®®_ 1060IIIIIIIMM 0.9971 2091.8 1.00 1.05® 675 425_ 725 1,200,000®� �®®- SPF Stud ��®�®''® 00.9115 2091.8 1.00 �® 675 425 725 1,200,000 ® jjEfffiF] i6� 0.54 0.618 1.00 1.1 1.05 1.15 675 ® 725 1,200000 SPF Stud ®®��� 960 0.9970 2091.8 1.60 1.00 I. 1.05 1.15 - ®1,200,000 1,366 0.65 rR•a 0.577 � � 243.81ILIERECOMIELE 8®'7 0.577 SPF Stud 1.5_win 8.25 28.3 1405 0.9952 2789.1 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,386 761.25 449.95 376.35 0.71 271 03 0.490 SPF Stud 1.5 8.25 28.3 2320 0.9958 4183.6 160 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 761.25 449.95 376.35 29460 0.78 180.69 0.383 ____- _- -_____- HH F�®®�®' �® 9.71 0.3909 3132.4 . 1.-6-61 1.10® . 1300 1,300000 969.91 506.18®' IM�' �' 62 ®®���® 8.46 0.5743 3132.4 ® 1.00m ® 850 405 Ea 1.300,000 H-F#2 ®®� �7® ] 0.4411 ����®MIO �;� 405 ��1� 804 so �� ______- 1 1,300,004 z,o33M�] pMp g.s6 1.5 limn 7.7083 3287M 0.4327 3287.1 1.60 1.00 ___ _�__ _- 1111111101111 �® 875 425 1150 1,400,000 2,093�� 806.08® 0.66 152.58 0.114 1.5 9� 3287 0.8033 3287.1 1.60 1.00 �1.15 _875 425 1150 1,400,000 2,093® 1265 1089.25 806.08 NMI 0.66 1.5 M��� �N' C' U®'' ®" r 1.15 875 425 1,400,000® 1265 1296.30 884.69® 0.60 1� 0.1118 81.23 0 169 Mil 1.5- ��_ ___���- iQ�' ®nrr 7051 0.9957 2081.8 N_.-, I � 0 ����� 9 �_���-_--� ® 1,200,000 1,366®��i���.. .... 0.979 SPF#2 �MI�� ___ -_ _- _ ® �mm 660 9.71 0.9941 __3287_1 1.60 1.00 1.3 1.10 1150 1.400,000 2,093® 1265 �ii.-.g � mago H-F#2 1.5 5.5 16 18 41.5 600 9.71 0.8921 3132.4 1.60 1.00 7C3-1.10 1.15 850 405 1300 1,300,000 2,033 508 1430 226.94 219.02 86.97 0.44 927.02 0.796 Page 1 D+L+W+.5S CT#14189-Betahny Creek Falls I LOAD CASE I (12-14) I (BASED ON ANSI/AFBPA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Desien Bucklin.Factor D+L+W+S/2 _ c_____0 80(ConstantL Section 3.7.1.5 __.._.. Ell ._ Cr KcE 0.30 Constant > Section 3.7.1.5 -�- __ -.. ®=��Cf b Cf Fc 1997 NOS Cb sector'2.3.10 -_--Bendin' Com.. Re.._ -� ��� ®_��- M=�__--IMMEI= duration duratio factor use_ -���_--__- Stud Ored e ems--'IQ'j© ®IU Hor.Load 1111:0231117:=2 Cd Fb d c Cf (M Cr © Fc.en ® ®IIIIIMM_®_0_�L'� ®®® ft. --M���--�j Mai Fc) ��=��� .si �'. ..I �MI�� r,I Fb"1-fc/Fce H-F Stud -®m 7.7083 tr 0.9962 1.60 1.1 1.05��®' 800 1,200,000 556�� 0.599 H-F Stud ®��� 30.9 765 0.9988 1993.4 1.80 1.15_ 1.1 1.05 1.15 675 ®• 800 1,200,000-- 968 �'] 340.90 194.29 447.52 0.674 H-F Stud ® ®� 30.9 1150 0.9969 2657.8 1.60 1.15 1.1 i• 1.15 675 ®' 800 1 200 000 IIIMEIRIMIEWIIIIEM340.90 219.05 0.64 335.64 H-F Stud ®®lin IEE 985 wig 0.9963 1993.4 NCR 1.15 1.1 ®sim®' 800 1,20S,000mpEn. itaximme 250.16 0.63 361.37 H-F Stud ® 35 NommemaimpumEgE 0.9959 2657.8 �® 1.05 1.15 405 1,200,000--- 0.70 0.511 H-F Stud _3.5 ��M _�2390 ma 0.9960 3986.7 � 1.05 1.15 405 M� 1,200,000 9661 � 0.77 180.69 0.406 -- _- --__ -- SPF Stud ® �®''' 0.9935 ®®1.05 1.15 �®1,200,000 431.52 0.64EM IIIMEKEI SPF SPF Stud 30.9 ] 0.9988 2091.8 1.60 1.15 1.1 1.05 1.15 425 725 1,200,000 1,386 ] I 336.17 0.57 0.669 Dam®®EEINKEN=3 30.9 MIN= 0.9944 2789.1 1.60 1.15 1.1 1.05 1.15 Val 425 725 1,200,000 1,366®'mmigimpag®'' mai 0:5-f EIZEM®®mIKEEMISENEDS-DE 0.9952 2091.8 1.80 1.15 1.1 1.05®�� 725 1,200,000 1,366® 449.95 �I j 0.588 SPF Stud ® 8 25 28.3 1430 0.9952 2789.1 1.60 1.15 ®II 1 05 1.15 675_ 425 _725 1,200,000 1,366®_875.438 449.95 388.13 0.70 271.03 8 25 28.3 2360 0.9922 4183.6 1.60 1.15 ®1.05 1.15 675 425 725 1. •', 'i 1,366®875.438 449.95 388.13 0.77 180.89 SPF Stud ®�� -1-- ____-___- _ M-- � MEM M IMM.• If 1.10 1.15 MM 1300 1,300,000 ��1376.83 808.181111011B11111111111=1 ��®m 0.5437 ®'' ® �•® �' 1,300,000- 1011.45 0.60I� C ®®���® 1300 1,300,000���� 0.124 1111.11110011 ®� 0.4100 EMMEN SPF#2 ®® - 7.7083 INUR '�` ®'' ® 1.10 1.15�� 1150 1,400,000 •'3 III 1015.45® 0.52�� SPF#2IIIIIIIIIIIIIIMMIIIIIIIIIIMIIIIIIIIMIIIIIIIMIMIIMI ® 9� 0.5595 3287.1 1.15 1.10 1.15 425 1150 1,400,000 2,093��1089.25 850.16® 0.62 181.23 0.169 SPF#2 ®m���� 0.4342 3287.1 gamTiring1.10 1.15 425 1,400,000 2,093® �•I ®�' 146.34 0.118 MUM ----- _ �_� -- = __ 0.979 IIM-® IIIIIMMIIIIIMIIIIIIIIIIIIIIIII MOM ���� '®`° � 2091.8 ° ®�1.05 wi� ®1,200,000 ®875.438 139.02 I MM 0. 1.15 �®'--r�1-boo.000�-mow® 1oe.67r 0.786 H-F#2 1.5 5.5 16 19 41.5 600 9.71 0.9901 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 226.94 220.14 96.97 0.44 927.02 0.796 Page 1 D+L+S+.5W CT#14189-Betahny Creek Falls LOAD CASE (12-15) (BASED ON ANSI/AFBPA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D+L+S+Wl2 c 0.80(Constant): Section 3.7.1:5 __ _ Cr KcE 0.30(Constant)> Section 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NDS Cb (Varle)_ Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Max.Wall duration duration factor factor use Stud Grade Width Depth Spacing Height Le/d Vert.Load,Hor.Load u=1.0 Load @ Plato Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc` Fce Pc fc fc/F'c fb fb/ in. in. in. ft. plf psf plf (Fb)... (Fct psi psi psi psi psi psi psi psi psi psi psi Fb"(1-fc/Fce) H-F Stud 1.5 3.5 16 7.7083 26.4 1335 4.855 0.9935 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,386 508 966 515.42 441.22 339.05 0.77 188.39 0.403 1 H-F Stud 1.5 3.5 16 9 30.9 970 4.23 0.9923 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 508 986 378.09 340.90 248.35 0.72 223.76 0.470 H-F Stud 1.5 3.5 12 9 30.9 1380 4.23 0.9976 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 968 378.09 340.90 262.88 0.77 167.82 0.403 H-F Stud 1.5 3.5 16 8.25 28.3 1195 4.065 0.9960 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 303.49 0.77 180.69 0.406 H-F Stud 1.5 3.5 12 8.25 28.3 1680 4.065 0.9990 2657.8 1.80 1.15 1.1_1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 320.00 0.81 135.51 0.343 H-F Stud 1.5 3.5 8 8.25 28.3 2665 4.065 0.9999 3986.7 1,60 1.15 1_1 1.05 1.15 675 405 800 1200,000 1,366 506 986 449.95 395.22 338.41 0.86 90.34 0.287 SPF Stud 1.5 3.5 16 7.70.83 26.4 1315 4.855 0.9907 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 515.42 431.52 333.97 0.77 188.39 0.392 SPF Stud 1.5 3.5 16 930.9 965 4.23 0.9970 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 245.08 0.73 223.76 0.468 SPF Stud 1.5 3.5 12 9 30.9 1370 4.23 0.9990 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 260.95 0.78 167.82 0.396 SPF Stud 1.5 3.5 16 8.25 28.3 1180 4.065 0.9922 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 299.68 0.77 180.69 0.396 SPF Stud 1.5 3.5 12 8.25 28.3 9,25 16604.0850.9973 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 316.19 0.81 135.51 0.334 3333_..._......_ ... SPF Stud 1.5 3.5 8 8.25 26.3 2630 4.065 0.9969 4183.6 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 386.13 333.97 0.86 90.34 0.257 H-F#2 1.5 5.5 16 7.7083 16.8 3132 4.855 0.3001 3132.4 1.60 1.15 1.3 1.10 1.15'-850 405 1300 1,300,000 2,033 508 1644.5 1378.83 1031.58 506.18 0.49 76.29 0.059 H-F#2 1.5 5.5 16 9 19.6 3132 4.23 0.4544 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1011.45 837.57 508.18 0.60 90.61 0.089 H-F#2 1.5 5.5 16 8.25 18.0 3132 4.065 0.3479 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 946.77 506.18 0.53 73.17 0.082 SPF#2 1.5 5.5 18 7.7083 16.8 3287 4.855 0.3304 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 76.29 0.057 SPF#2 1.5 5.5 16 9 19.8 3287 4.23 0.4750 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,083 531 1454.75 1089.25 850.16 531.23 0.62 90.61 0.085 SPF#2 1.5 5.5 16 8.25 18.0 3287 4.065 0.3750 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1296.30 945.38 531.23 0.56 73.17 0.059 SPF Stud 1.5 3.5 16 14.57 50.0 255 4.23 0.9959 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,368 531 875.438 144.26 139.02 64.76 0.47 586.43 0.779 SPF#2 1.5 5.5 16 , 19 41.5 935 4.855 0.9925 3287.1 1_80 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 151.11 0.64 463.51 0.580 H-F#2 1.5 5.5 16 19 41.5 865 4.855 0.9970 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 226.94 220.14 138.80 0.64 463.51 0.594 Page 1 D*L+S.,7E CT#14189-Betahny Creek Falls LOAD CASE (12-16) BASED ON ANSI/AFBPA NDS-199 SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Omic Desi.n Bucklin.Factor ___ D+L+S+El1.4 __._ ��� ��- 0.80(Constant)> Section 3.7.15 _ Cr En 0.30 Constant > Section 3.7.1.5El ������_.- __... Cf--ti �(. 0 7997 NDS =� .E. (T '= �Sec5on 2.3.10 ---- ]( �� I�� _Cd Fb•Cd Fc_Q®_ - NDS 3.9.2 Max.Wall duration duration factor factor use Stud Grade Width Depth Spacin.,Height Lord Vert.Load Hor.Load r_1.0 Load C Plat:Cd(Fb)Cd(Fc Cf Cf Cr Fc perp Fc Fc perpFc' Fce F'c flr/ In. in. In. ft. ,If isf plf FbL (Fc is' isi i i .<I „i •sI .I i Fb"1-fc/Fce H-F Stud -® 16agm 1415 3.57 0.9983 1.60 ® 1.1 1.05 1.15 m®' 800 1,200,000 sim®'' 966 515.42 441.22maismaggam 0.335 H-F Stud 1.5 ®mim 30.9 1010 3.57 0.9960 _ 1993.4 1.80 1.15 1.1 7.05® 875 405 800 1,200,000 258.51 0.430 H-F Stud 1.5 ®®� 30.9 1420 3.57 0.9937 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 986 340.90 270.48 0.3 141.63 64 1.5 mma 28.3® 3.57 0.9961 1993.4 1.60 1.15 1.1 ®' 1.15 675 405 800 1,200,000 1,366 966 ®nga 158.68 t-®®WSMIIISII®'® 0.9947 1.15 ®IIII® 675 EMI 800 1 500 0001111EDNIEM 966 ® 0.821ELIIIIIMEHE ®® �®" 0.9966 3986.7 ®®�®�� 805_ 1,200,000 988 0.87 __-��--� -_�--M-_ -� -_ 111111•1111111111111 SPF Stud ®®ff���® 0.9984 2091.8 1.60 1.15 1.1 1.05 725 1,200,000® 515.42 431.52 0.82 Km 0.324 SPF Stud ® �� 1000® 0.9918 2091.8 1.60 1.15 1.1 1.05 1.15 675 725 1,200,000 ®[ 378.09 336.17 0.76 188.85 0.421 SPF Stud ®n®um®"' mEaD® 0.9962 2789.1 1.60 1.15- 1 1 1.05 1.15 675 725 1,200,000 ® 378.09 m 141.63 0.358 1.5 ®m� 28.36® 2091.8 � 1.15 7.1Igo 1.15 675_ 425 725 1,200,000 1,366 531 lamEn 449_95 307.30 158.68 0.366 SPF Stud 1 5 8.25 28.3 1690 0.9940 2789.1 160 1.15 •1.1 1.15 .675 425 725 7,200,000 1,366 531 875.438 449.95 388A3 321.90_0.83 119.01 0.306 SPF Stud 1.5 inn 8.25 28.3 2870 0.9987 4183.6 1.60 1.15 1.1 1.15 675 425 725 1,200,000 531 875.438 449.95 388.13 339.05 0.87 79.34 0.236 ---_ __=__----. ------ 111111111111111110111111111111111111111111 M-®� m® ®®1.10 1.15 11121:11®' 1300 1,300,000.32111110311UMEEMBEO 506.18 1111131110111111111111121 ®®mMILIm®® '®'' 1.60 MEM 1.10 1.15 EMI 405 1300 1,300 00011.3011111111111=1111MMILIan 0.60 Min 0.075 MOM 1.5 IIIIMMILEm ® 1.60 IIIIIIE® 405 1300 1,300 00011EUBNIMMEEMENDIEMMI 506.18 0.055 SPF#2 1.5m 6® 0.3154 3287.1 $ 1.15 ®�® 875 m 1150 1,400,000 2,093 531 1484.89�® 0.52 56.10 0.042 SPF#2 ®�mmEmEmmisf]® 0.4618 3287.1 Mil 1.15 ®lag® 875 m 1150 1,400,000 2,093 531 IOU 1089.25 ® 0.62 76.47 0.071 SPF#2 ®®11111111 18.0 3287 3.57 0.3678 3287.1 1.60 1.15 ® ®iiiiii 1150 1,400,000M 531 1454.75 1296.30 945.38 531.23 0.561a 0.052 NMI 11M111111111111111111111111=11111111 SPF Stud ®Enr®"6® 0.9981® ��®1,200,000 W® �®'-r � 0.727 --_ _ ���_M -----_� _ SPF#2 1.5 5.5 m� 41.56® 0.9910 3287.1 1.60 1.15 1.15 1150 1,400,000 2,093 531 KM 244.40® 164.85 0.70 340.83 0.500 H-F#2 1.5 5.5 16 19 41.5 945 3.57 0.9939 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 226.94 220.14 152.73 0.69 340.83 0.513 Page 1 • 180 Nickerson St. //gal ENGINEERING Suite 302 :ur 98109 Seattle,WA Project:/ sad_. ,: -�, --�__,.. .+- -..., .Date: s � _-_ .... _ (2 )285-4522 PAX: Mort Page Number: (206)285.0618 r ., P5 04 ( t a Plar 004)(7-54--g) -:-. 1-20 tai. .. l3 fui k )4/44 el-a 115) 305. . 2e„ =I 14410 fiT 5e1 14221-fit'' o - E -- v irdro- g 1 _4-1 *�. 477° Jae` `J � �= . - 1 45- _ 44. -50E, e Orc-.4 AI • l` f 2-7..x"0 -; fii---1 ir=. 1.01-11 is . `.. f jj+�j i fifre- C Structursi Engineers • 180 Nickerson 5k, ENGINEERING Suite.342 { e N F [ . Seattle,WA Project: r f 3 Ct 1 98109�O+ ,p Tate: (246)285-4522 Client: S)M ��•" . L�(.+X Page Number: (206)285-0618 - .1 1 00 34 P Lire_ 1-.ok e2. , T :. eg � t w/o. 1 `) 1` 1 V .. ,_ s '' ' ue . 31.1: . Structural Engineers • • 180 Nickerson St. C T ENGINEERING Suite 302 �/i `' INC. 4�, Seattle,WA Project: LIP r�LL �7 (W1T��° C,a(1E5 I. �]A ) p• /�' 98109 —rte N w ' 7ti® G Date: � �G v , (206)285-4512 Client: 2072Y'SIv/ �f),Pti is !! �)8 __TTs Page Number: FAX:(206)285-0618 . . W� x4P _ ._- • __ ' .! m ss.,,,,,i 'i� V. ;._ . ( rJ V O , _ �-W 74— , _ - ` 3Z �o` 4,., l' 10 ��}(I 3z . • L • �Z� •-• /,./s-, al _. 4 _ �3 _ ;mss .fr • :(2v2 , : i : .11 7-4:-/L : .-:, t. e;tq , r -4 . : 12.; .k.1.7 47 T ' 14;‘ ...; , vjz,Zj r x e 3 • l r, vv � v .5D (�6, , , - { ")C _Nt f 5 W_ - z ,12-2-1-ti_3.;‘,:b Ir _a w _f :......_ ,.. J: , wl2=X4 ' moi ; Design Maps Summary Report Page 1 of 1 II LEGS 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 DN -"Stiff Soil" Risk Category I/II/III 1 � �fl; n `gym �1., ,,,,. , ,„, ,:4. , 1 ,,f; -ro,,,, ';?.'"„k ": '''AL,'')-k,:- ,/,',-" 0-7"7-ir;..q, Tr d t 'i :,-7';'',.'f-7',.71.--..,, 6Lake Os re�lo14- : j ii ii i b «Z f • • data « „+.,.. • ID'-w= :.... , , ,,.- v,.n. ": ice.%,.. b£ ,.,.� x., S x USGS-Provided Output Ss = 0.972 g SMS = 1.080 g SDS = 0.720 g S: = 0.423 g SMS = 0.667 g S°i = 0.445 g For information on how the SS and Si values above have been f ( deterministic ground motions in the direction of maximum horizontal responsecalculatedrom, please probabilistic return torisk the applicationtargeted) and and select the"2009 NEHRP"building code reference document. MCER Response Spectrum stepDesign Response Spectrum 1.10 8_ 0,12 0.22 0,24 S 040 'iik 0,00 w4 0.02 A 0.0s G, u� 0, t is z 0.2,s tee aa a, c, 00 0.Y #iO 0.40 0.c* (d. 1. 1. 1.i 1_ 1. 3 too !x 2ffi A_St tf 69! 0. 1." 1. 1.40 1. 1--241 2 Per '1 4 .c) P 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/summary.php?template=minimal&latit... 9/14/2015 2012 IBC SEISMIC OVERVIEW SHEET TITLE: 2012 IBC SEISMIC OVERVIEW CT PROJECT#: CT#14189:Plan 2610 Step# 2012 IBC ASCE 7-10 1. RISK CATEGORY TYPE=II Table 1604.5 Table 1.5-1 OCCUPANCY CATEGORY 2. IMPORTANCE FACTOR IE= 1.00 Section 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo. Engr. S.C. = D Section 1613.3.5 Section 11.4.2/Ch.20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec.Spectral Response Ss= 1.02 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec.Spectral Response S1-- 0.45 Figure 1613.3.1(2) Figure 22-2 Latitude= 45.57 N Longitude= -122.83 W N/A (Or by ZIP code) (Or by ZIP code) http://earthquake.usos.gov/research/hazmaps/ http://earthquake.usqs.qov/designmaos/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 SM1=Fv*S, SM1= 0.69 EQ 16-38 EQ 11.4-2 SDs=2/3*SMs Sips= 0.74 EQ 16-39 EQ 11.4-3 SD,=2!3*SM1 SD,= 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 SDC, = D Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11. Wood structural panels - - N/A Table 12.2-1 12. Response Modification Coef. R= 6.5 N/A Table 12.2-1 13. Overstrength Factor Do= 3.0 N/A Table 12.2-1 14. Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 15. Plan Structural Irregularities - No N/A Table 12.3-1 16. Vertical Structural Irregularities - No N/A Table 12.3-2 17. Permitted Procedure Equiv. Lateral Force - Table 12.6-1 Page 1 • 2012 IBC EQUIV.LAT.FORCE SHEET TITLE: 2012 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 CT PROJECT#: CT#14189:Plan 2610 Sps= 0.74 h„ = 18.00(ft) SD1= 0.46 X = 0.75 ASCE 7-05(Table 12.8-2) R= 6.5 C,= 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= 1ASCE 7-05(Section 12.8.3) TL= 6 ASCE 7-05(Section 11.4.5:Figure 22-15) Cs=SDs/(R/IE) 0.114 W ASCE 7-05(EQ 12.8-2) Cs=SD1 I(T*(R/IE)) (for T<T L) 0.407 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(S01*TL)/(TZ*(R/lE)) (forT>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 S1)/(R/IE) 0.034 W ASCE 7-05(EQ 12.8-6)(MIN.if S1>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; w1 *h;k wx *hxk DESIGN SUM LEVEL Height (ft) h; (ft) (sqft) (ksf) (kips) (kips) EW1 *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) E11.4= 5.25(ASD) DIAPHRAGM FORCES PER ASCE 7-10 SECTION 12.10.1.1 (EQ 12.10-1) Design FPx = DIAPHR. F. E F1 w1 E w1 Fpx= EF; *w,,x 0.4*SDS*IE*W, 0.2*SDS*IE*Wp LEVEL (kips) (kips) (kips) (kips) (kips) Ew1 FPx Max. 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)= 30.00 30.00':ft. Roof Plate Ht.= 18.00 18.00 Roof Mean Ht.= 24.00 24.00 ft. -- -- Building Width= 26.0 56.0ft. V ult. Wind Speed 3 Sec Gast=': 120 120 mph Figure 1609 Fig. 26.5-1A thru C V asd. Wind Speed 3 Sec Gust=61214.41111044,mph (EQ 16-33) Exposure= B B Iw= 1,0 1.0'i N/A N/A Roof Type=, Gable Gable Ps30 A= 28.6 28.5 psf Figure 28.6-1 PS30 B=` 4.6 4.6 psf Figure 28.6-1 Ps3o c= 20.7 20.7 psf Figure 28.6-1 PS300= 4.7 4.7 psf Figure 28.6-1 = 1.00 1.00: Figure 28.6-1 Kr= 1.00 1.00` Section 26.8 windward/lee= 1.00 1.00;(Single Family Home) )\eKn«I 1 1 Ps=X`Kzt`I"`Pe30= (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 = 4.70 4.70 psf (LRFD) (Eq.28.6-1) Ps A end C average= 24.7 24.7 psf (LRFD) PsBendDeverege= 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 wind(LRFD)wind(LRFD) DIAPHR. Story Elevation Height AS AB Ac AD A5 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 kips(LRFD) klps(LRFD) kips kips Page 1 ASCE 7-10 Part 1 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 1 CT PROJECT#: CT#14189:Plan 2610 SEE SEAW RAPID SOLUTION SPREADSHEET AND INSERT VALUES BELOW MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(N-S) Wind(E-W) Min/Part 2(Max.) Min/Method 1(Max.) Wind(N-S)(LRFD) Wind(E-W)(LRFD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(E-VV) V(E-W) Vi(N-S) V(N-S) Vi(E-W) V(E-VV) Roof - 18.00 18.00 0.00 0.00 0.00: 0.00 666 666 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(ns)= 0.00 V(e-w). 0.00 V(ns)= 10.40 V(e-w)= 18.47 kips kips kips(LRFD) kips(LRFD) DESIGN WIND-Min./Part 2/Part 1 ASD Wind(N-S)(LRFD) Wind(E-W)(LRFD) Wind(N-S)(ASD) Wind(E-W)(ASD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Roof 8 10 10 6.66 6.66 10.40 10.40 5.16 5.16 8.06 8.06 2nd 10 0 0 3.74 10.40 8.06 18.47 2.90 8.06 6.25 14.30 1st(base) 0 0 0 V(n-s)= 10.40 V(e-w)= 18.47 V(ns)= 8.06 V(e-w)= 14.30 ki.s(LRFD) kips(LRFD) kips(ASD) _ kip (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) I (for ASD) (for ASD) — 0 1 0 1 P6TN 150 150 150 150 P6 520 242 730 339 P4 760 353 1065 495 P3 980 456 1370 637 P2 1280 595 1790 832 2P4 1520 707 2130 990 2P3 1960 911 2740 1274 2P2 2560 1190 3580 1665 N.G. 10000 4650 10000 4650 GYPSUM THICKNESS tsheathing= 1/2" NAIL SIZE nail size= 1 1/4"long No.6 Type S or W Response Modification Coef. R= 6.5 SHEARWALL TYPE Table 2306.4.7 Seismic Wind 1/2"w/1 1/4"screw V allowable V a 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 klps 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 eft. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM ROTM Unet Usum OTM ROTM Unet Usum Usum HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (pif) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. left 1 595 39.5 39.5 1.00 0.15 2.58 0.00 1.45 0.00 1.00 1.00 37 P6TN P6TN 65 11.62 58.84 -1.22 -1.22 20.62 70.21 -1.28 -1.28 -1.22 Ext. left 2 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. left 3** 0 0.0 0.0 1.00 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 ' 0.0 0.0 1.00' 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. left 4 0 0.0 0.0 1,00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. rightl** 595 37.5 37.5 1.00 0,15' 2.58 0.00 1.45 0.00 1.00 1.00 39 P6TN P6TN 69 11.62 53.03 -1.12 -1.12 20.62 63.28 -1.16 -1.16 0.55 pert Ext. right2' 0 0.0 0,0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. rght3** 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext, right4 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. right5 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 ` 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 `• 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 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 0 0.0 0,0 1,00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1190 77.0 77.0=Leff. 5.16 0.00 2.91 0.00 EVw+nd 5.16 EVEo 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 LDL e%. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM RorM Unet Veum OTM RoTM Unet Usum Usum HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (pif) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. left 1** 595 23.0 23.0 0.77 0.15 1.27 2.58 1.03 1.45 1.00 1.00 140 P6TN P6 217 22.32 19.95 0.11 -1.11 34.62 23.81 0.48 -0.79 1.95 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 "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 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 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 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 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 P6-TN 108 22.32 53.03 -0.83 -1.96 34.62 63.28 -0.78 -1.94 1.52 pert Ext. right2; 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. gar RT 85 20.0 20.0 1.00 0.15 0.18 0.00 0.15 0.00 1.00 1.00 7 P6TN P6TN 9 1.32 15.08 -0.71 -0.71 1.63 18.00 -0.85 -0.85 -0.71 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. nght4 0 0.0 0.0 1,00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. rights 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1,00 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1,00 0,001 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 EVn,;fd 8.06 EVER 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 eft. C 0 w dl V level V abv.V level V abv. 2w/h vi Type Type vi OTM ROTM Unet Usum OTM ROTM Unet Usum Usum HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (pif) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. left 1 595 i 39.5 39.5 1.00 0.15 2.58 0.00 1.45 0.00 1.00 1.00 37 P6TN P6TN 65 11.62 58.84 -1.22 -1.22 20.62 70.21 -1.28 -1.28 -1.22 Ext. left 2 0 0.0 0.0 1.00 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. left 3*` 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext left 4 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.001 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 Ext. right1"* 595 37.5 37.5 1.00 0.15': 2.58 0.00 1.45 0.00 1.00 1.00 39 P6TN P6TN 69 11.62 53.03 -1.12 -1.12 20.62 63.28 -1.16 -1.16 0.55 pert Ext. right2; 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 0.001 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 0.001 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 Ext. right4 0 0,0 0.0 1,00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. rights' 0 [[ 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.001 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 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 0.00sS 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0,0 0,0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1190 77.0 77.0=Leff. 5.16 0.00 2.91 0.00 EV wind 5.16 EVEQ 2.91 Notes: denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: CT#14189:Plan 2610 Diaph.Level: 2nd Panel Height= 9 ft. Seismic V i= 2.35 kips Design Wind N-S V i= 2.90 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 5.25 kips Sum Wind N-S V i= 8.06 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pc= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eff. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM RoTM Unet Veum OTM RorM Unet Unuen U.., HD (sqft) (ft) (ft) (kip (kip) (kip) (kip) (kip) p (pIf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. left 1** 595 23,0 23.0 0.77 0.15 1.27 2.58 1.03 1.45 1.00 1.00 140 P6TN P6 217 22.32 19.95 0.11 -1.11 34.62 23.81 0.48 -0.79 1.95 pert Ext. left 2 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. gar left 85 3.5 5,0 1.00 0.151 0.18 0.00 0.15 0.00 1.00 0.78 54 P6TN P6TN 52 1.32 0.66 0.23 0.23 1.63 0.79 0.30 0.30 0.30 - 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. left 4' 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. rightl** 595 !37.5 37,5 0,95 0,15' 1.27 2.58 1.03 1.45 1.00 1.00 70 P6TN P6TN 108 22.32 53.03 -0.83 -1.96 34.62 63.28 -0.78 -1.94 1.52 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. gar RT 85 20.0 20.0 1.00 0.15 0.18 0.00 0.15 0.00 1.00 1.00 7 P6TN P6TN 9 1.32 15.08 -0.71 -0.71 1.63 18.00 -0.85 -0.85 -0.71 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. right4 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. rights 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0,00', 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1,00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 64.0 76.8=L eff. 2.90 5.16 2.35 2.91 1.00 EVwind 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 Ge 0.60+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 Unet Usum OTM RoTM Line Veum Usum HD (soft) (ft) (ft) (kif) (kip) (kip) (kip) (kip) p (pIf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) 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 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int KIT 0 0.0 0.0 1,00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 : 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gar Rear 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gar Rear 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Rear 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 - - 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 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 EV wind 8.06 EVEl 2.91 Notes: denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: LATERAL E-W(side to side-left/right) CT PROJECT#: CT#14189:Plan 2610 Diaph.Level: 2nd Panel Height= 9 ft. Seismic V i= 2.35 kips Design Wind E-W V i= 6.25 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 5.25 kips Sum Wind E-W V i= 14.30 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pt= 1.30 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eft, C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM ROTM Unet Uenm OTM RoTM Unet Ueum Ucum HD (sqft) (ft) (ft) (kV) (kip) (kip) (kip) (kip) p (pif) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Front LIV* 595 5.5 17.0 1.00 0.15- 2.24 4.03 0.84 1.45 1.30 1.00 542 P2 2P3 1140 26.85 3.53 4.83 6.06 56.41 4.21 10.80 14.08 14.08 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Front - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -' - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00' 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int KIT 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Rear Kit/Gar 980 8.3 16.0 1.00 0.15 3.69 0.00 1.39 0.00 1.00 1.00 217 P6 P4 444 16.22 5.01 1.47 1.47 33.19 5.98 3.56 3.56 3.56 - - 0 ': 0.0 0.0 1.00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Rear BR23 0 3.5 26.0 1.00 0.75' 0.00 4.03 0.00 1.45 1.00 0.78 694 2P4 2P3 1151 17.00 17.16 -0.06 -0.47 36.26 20.48 5.57 5.64 5.64 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gar Alley 85 4.0 8.0 1.00 0.15 0.32 0.00 0.12 0.00 1.00 0.89 44 P6TN P6TN 80 1.41 1.21 0.06 0.06 2.88 1.44 0.43 0.43 0.43 - - 0 0.0 0.0 1.00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gar ABWP 0 0.0 0.0 1.00 0.00-'- 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0- 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 '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 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 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 ` 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 EVv,nd 14.30 EVE0 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 o- • •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 v1 w= 474.1 plf v3 w= 474.1 plf P4 WIND feet H total= 2w/h= 1 2w/h= 1 8.083 Fdrag3eq= - F4-.- 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= 4.3 L2= 8.5 L3= 4.3 Htotal/L= 0.48 H ► Hpier/L1= 1.18 Hpier/L3= 1.18 L total= 17.0 feet o. 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 1.- A •H head= A v hdr w= 368.8 plf 1.083 y _ Fdrag1 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 y Fdrag3 eq= 7 F4 e.- 775 feet A 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 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 Hpier/L1= 1.82 ••Hpier/L3= 1.82 L total= 17.0 feet • JOB#:CT#14189:Plan 2610 ID:Rear Upper BR23• -- Roof Level w dl= 150 pH V eq 1450.0 pounds V1 eq= 317.2 pounds V3 eq= 996.9 pounds V5 eq= 135.9 pounds V w= 4030.0 pounds V1 w= 881.6 pounds V3 w= 2770.6 pounds V5 w= 377.8 pounds �....... v hdr eq= 55.8 pH ► ► A H1 head=4' vhdr= 155.0 pH IH5head= 1 Fdragl eq=61.0 Fdrag2 eq= 191.7 Fdrag5 eq= 191.7 Fdrag6 eq=26.1 1 A Fdragl w= •.5 Fdragl 532.8 Fdragi w= 2.8 Fdra•-w= 72.7 A H1 pier= v1 eq= 90.6 pH v3 eq= 90.6 pH v5 eq= 90.6 H5 pier= 4.0 v1 w= 251.9 pH v3 w= 251.9 pH v5 w= 251.91 4.0 _. feet feet H total= 2w/h= 1 2w/h= 1 2w/h= 0.75 8.0 y Fdrag3= • .6 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 vsill eq= 55.8 plf H1 sill= (0.6-0.14Sds)D O.6D vsill w= 155.0 pH 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: L1= 3.5 L2= 5.0 L3= 11.0 L4= 5.0 L5= 1.5 Htotal/L= 0.31 ► • 16,1 11.4 16.4 Hpier/L1= 1.14 Hpier/L3= 0.36 L total= 26.0 feet Hpier/L5= 2.67 0.90 L reduction