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Specifications (20) RECEIVFD /4 5 1- sviC( MAY 0 3 2015 El ENGINEERING G R Structural Engineers OF x,qa. t) 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. t- 208.285.4512 (V) 208.285.0618 (F) BUILDIDIVISION #15238 Structural Calculations River Terrace Eo PRO. i .`F. Plan 2610 eG.IN �� • Elevation A 1d N�4REGoTigard, OR �. 22 vc/ <c�� FS Design Criteria: 2012 IBC (ORSC, OSSC) 09/17/2015 ASCE 7-10 Wind Speed: 120(ULT); 93(ASD); Kzt=1 .0 Seismic: Ss=0.972, S1 =0.423, SDC=D Roof Snow Load = 25 psf Site Class = D, Bearing = 2000 psf Client: Polygon Northwest Company 109 East 13th Street, Suite 200 Vancouver, WA 98660-3229 Ph: 360.695.7700 Fax: 360.693.4442 Architect: Milbrandt Architects 25 Central Way, Suite 210 Kirkland, WA 98033 Ph: 425.454.7130 Fax: 425.646.0945 CT ENGINEERING 180 Nickerson St. INC Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company Multiple locations in Tigard,OR DESIGN SUMMARY: The proposed project is to be single-family homes. We understand that these homes are to be constructed in multiple locations throughout Tigard, Oregon. Design parameters are as noted below: The structures are two-story wood-framed. Roof framing is primarily with pre-manufactured pitched chord wood trusses. Upper floor framing is primarily with pre-manufactured parallel chord wood trusses. Floor framing over crawispace 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(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 SEE SHEET A7 FOR ROOF FRAMING OVER GARAGE 0 I— (2)2X10 HDR HDR (2)2X1 J HDRHDR --"÷________ RB.a2 J RB a2 I 1 I 1 I I 1 n F 1 L I r'-1 1 Le0 M Id I Q5— Ix EC >- I- In L U VI O L N --I Z I- W Q W In J Q cn OC QQ7 Vir CC a 1 RS IArne :.:r:::. (ACCESS `:;` -- i - SCISSOR TRUSSES /� 04'.12 BOTTOM CHORD--I (2)2X10 HDR 1•....•ds4.'.:..`11.•..:.•.1T•::...•U.b::•:.U......11':: •Ll:::..:ld. , Il UR A ICT GT.al - ' RB.a5 J 0IN.I1D D I GABLE ENDITRUSSRB.a6 I L I I 411 PLAN 2610A ROOF FRAMING PLAN 1/4"=1'-0" ENGLISH REVIVAL 0 ./CS16 CS16 • L1 II r 4 ri • `i L!1 111 L p V3 (10) (l) CI t q � 1n E- = I Z Z WASHER!i DRYER to t 1 0 0 i l / T T111111115MMII ■ MST37 8 MST37 0 51.2 PLAN 2610A UPPER LEVEL SHEARWALLS 1/4"=1'-0" ENGLISH REVIVAL 0 _� �STHD14 r 'CGABLE END TRUSS B.a1 t -� FOR 4X12 HDR A r MANUFACITURED ROOF /\ TRUSSES AT 24" O.C. T r22"x30'1 -:'•'6-1.1\D ' ATI1C ACCESS ' '® Or 4 � _� /C16 �1/______--STHD14 CS16\ I �"`�' B.a2 7-X14-411G-BEAM \\ - ---- ,. GLB 1-B r -J sCD X j T t D N. Ifro In i STHD14 I STHD14 (2)to I I C 4110 1 •1 j tlry1-`P ^l11�lI �y_ LL W Es! J 3 w ® j V) N I M S!) "IN • W ,i ]- N '= 71, 2 POST I- �r-- i 2 I VI FB �' Z II- II I CL' '1' co L___f 0 ii Lr1 1 EL II ro 1I ��//- STAIR I I /el ,\FRAMING/j X LC 1 1T D Z -S i \ / i N011ly I I ��- 1 I \ / ".=JIII• o \ I Lc) \ / Ili1 I J l -E C I \ / rei_ �JL�� 1___1 c-� ro\ I ` r•-• J 0 5-.4,0 I N rE E---/-/A�'��A' i' =13 14" FLOOR TRUSSES ®19.2" O.C.EY '. m I / �\ ;Ai CO 1m _I In I /\ ll v I �-C g / \B.aBII _I I -r ��C 11114.35?E14 S01 I co o-- -- ' x ti cvc ro 7E acv 4 al 1c ,l, FIXTURES 1 - la ,.'Im ABOVE I =1m I ��h 7 IJ --3I 0-m 2 2/(81-IV nor, E -1--- & B.a9 v .-I 2x ROOF J, LN r X Qs FRAMING 1 I1 1' — — 1 r�� °j L-_ 11 -- Ilr i 11 ` ll-, H K L J-I c"., B.a12 B.a12 B.a12 2 LSL 1.75X14 B.a10 POST co GT ABOVE B.a12 'n GT ABOVE 4X4(min.) V ---i I---4 I•----. 'I_-- (2)2X8 (2)2X8 (2)2X8 (2)2X8 HDR HDR HDR HDR STHD14Q STHD14 CD ER LEVEL SHEARWLLS PLAN 2610A UPPER LOVLEVEL FLOOR FRAMING 1/4"=1'-0" ENGLISH REVIVAL 22'-0" ♦ 3 P3 2" I 16.-3" 1'-l0y ♦ ♦ ,STHD14 0 r -''=— t • k A. E Kie 314' CONC. SLAB OVER 4" FREE DRAINAGE MATERIAL b ® OVER COMPACTED FILL N• I VERIFY GARAGE SLAB HEIGHT I m WITH GRADING PLAN 1 a ' I I -16" I ..--_ n a o 314' CONC. 1 PATIO SLAB -14" cr SLOPE , 2"DN I 'P3 ♦ 6'-3" I-7"I 1'-91 1'-8" STHD148-1Y" ♦ 4'-0" J. 2-23/2 o } - J .- 7� VARIES : MIN. *-_ • __ -3" FROM TOP OF '1' I � M WLLA a 1 I :STHD14` ^I I STHD 4 N J N 1 1 XII 7 FF'I-12 Y4 j o I 11 u IT 1 % N FURNACE -J I ABOVE I---I 1 r 1 LU D7 , j FIXTURE ABOVE—f- 1 LU 1 I I I r1-1 i --A--/ , N Q) IJ r o }- II r 1° -' z N H b+ I L� I J N 18x,4+CRAWL D J FINISHED FLOOR SPA CC I4CCESS L. / // AT +0'-0" I ;.) r r'- ;IT r-, , 4--F— I 1IL LII — \ FTG.- '1 I T 30'X30"X10"FTG. I i 3' 93/ W/( }#4 EA.WAY— - 2'-8" k a i f° j i I I l O 1 T 1.-F..—, f a FT) r 1 I _/ I \ --}- 1 974"I-JOISTS AT 19.2" O.C. _ In O = !-- L4J TYPICAL n .1- 12'-0" S` 14'-0" ", 1 18"X18"X10"FTG. ?� if, m 0 m O I. VW(2)#4 EA.WAY I-1214 Xv c.v TYP.U.N.O. "� t r -T --I-g 1 LI.,_I 1214"1 I ` r"T. LVL 1.75X9.5 o, 3" ril I I o In DI I --~TTI I I r— —11 L J2x4 PONY M1 ♦ 9'-0" ' 4 '8 LVL 1.75X9.5 _L.. WALL I` -5" SLOPE 11/2" -03 1 L r-s" I I : L 31' CONC. SLAB., +FPOST / I ® I ,� �. ir —i1 '' 'N m . r— N '� J- Z —- I a\ L8y. \ \TOP OF SLAB Y -12'x" TOP of 8" STHD14 17•-(_.) Sb'-o" 9'-0" STEM WALL 2P3 a * �-D" 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: 560006 Page 1 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist (c)1983-2003 ENERCALC Engineering Software 14189_Plan_2610.ecw:ROOF FRAMING Description 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 las 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 GluLam 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 I../Defl 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 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:ROOF FRAMING Description 2610A ROOF FRAMING Timber Member Information ;ode Ref: NDS IBC RB.a1 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 Fir,No.2 Hem Fr,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 DataII 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 0.2405II 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 1 @ 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: Job# Dsgnr: TRE Date: 4:26PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 (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.a1 B.a2 B.a3 B.a4 B.a5 B.a6 B.a7 Timber Section 4x12 Pdim: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 iLevel,LSL 1.55E Level,LSL 1.55E Douglas Fir- Rosboro,Bigbeam Level,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 [antiiever 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 r 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 II Title: Job# Dsgnr: TRE Date: 4:26PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN - Rev: 580006 KW-06 Pae 2 (c)19 3-2-03 ENE,Ver5.8.0,En 1 Engineering Timber Beam & Joist g 1 (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: 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 IBCII B.a8 B.a9 B.a10 B.a11 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 Fr,No.2 iLevel,LSL 1.55E level,LSL 1.55E Hem Fr,No.2 Hen 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 1 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 [eactions @ 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 1 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 LkRev: 580006 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 14189_Plan_2610.ecw:FloorFraming Description 2610A FLR FRMG 3 OF 3 Timber Member Information 3ode Ref: NDS IBC B.a15 B.a16 B.a17 B.a18 1 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 Hen Fir,No.2 Hem Fr,No.2 Hem Fir,No.2 Kern 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 1 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 ReactionsII @ 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 Rr- 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 LL■ 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 Reactions111 @ 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 UDefl Ratio 697.8 TJI JOISTS and RAFTERS Code Code Code Suggest Suggest Suggest Lpick Lpick Lpick Lpick y - -1 L Joist r b 1 d Spa.I LL DL M max V max El L fb L fv L TL240-L LL360 L max TL dell. ' LL deft. L TL360 L LL480 L max TL deft 1TL dell LL deft LL defl size&grade width(in.) depth(in)1 (in.) 1 (psf) (psf)1 (ft-lbs) (psi) : (psi) (ft) I (ft.) (ft.) 1 (ft.) (tt.) (in.) 1 (in.) t (ft.) (ft.) (ft.) (in.) I ratio (in.) ratio 1 1 y 9.5"111110 1.75 .5 1 2 4 15 2. 122 1.40E+08 14 71 27 7 1 2 1 1. ..4 14.711: 1 1 1 .4 .44 2 4 9 9 0 360 0 3 5 3 1 80 066 33 3 5 1331 0 360 0.3 95 9.5"TJI 11011.75 9.5 16) 40 15 2380 1220) 1.40E+08 16.111 33.27 16.19115.73 15.731 0.72 0.52 14.14 14.29 14.14 0.471360 0.34 495 9.5"TJ1 110 1.75 9.5 121 40 15 2380 12201 1.40E+08 18.611 44.36 17.821 17.31 17.311 0.79 0.58 15.57 15.73 15 57 0.521 360 0.38 495 9 5 TJI 110 1.75 9.51 9 6 40 15 2380 1220L 1.40E+08 20.801 55 45 19 19 18 64 18.64 0.85 0.62 16.77 16.94 16.77 0.561_ 360 0.41 495 I 9.5"TJ1 1101 1.751 9.51 19.21 40 10 2500 1220i 1.57E+08 15.81! 30.50 16.341 15.37 15.37i 0.641 0.51) I 14.27 13.97 13.97 0.441 384 0.35 480 9.5"TJI 110 1.75 9.5 16 40 10 2500; 1220 1.57E+08 17.32 36.60 17,36 16.34 16.34 0.68 0.54 15.17 14.84 14.84 0.46 384` 0.37 480 9.5"TJ11101 1.75 9.5 121 40 10 2500 1220: 1.57E+08 20.00 48.80 19.111 17.98 17.98 0.75 0.60 16.69 16.34 16.34 0.51' 384 0.41 480 - ---- - -- -- - ---- -- - 9.5"7.111101 1.75. 9.5 9.6 40 10 2500 1220 1.57E+08 22.36 61.00 20.581 19.37 19.37 0.81 0.65 17.98 17.60 17,60 0.55 384 0.44 480 11. 9.5"TJ1 2101, 2.06251 9.5 19.2 40 10 3000 1330: 1.87E+08 17.32 33.25 17.321 16.30 16.30: 0.681 0.541 15.13 14.81 14.81 0.461 384 0.371 480 9.5"TJ1 210 2.0625 9.6 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 210 2.06251 9.51 121 40 10 3000 1330! 1.87E+08 21.91.1 53.20 20.261, 19.061 19.06! 0 79 0 64 17.70 17.32 17,32 0.54 384 0.43 480 9.5"TJ1 210 2.06251 9.5' 9.61 40 10 3000 1330. 1.87E+08 24.49 66.50 21.82r. 20.531 20.53 r 0.86 0.681 19.06 18.66 18.66 0.M 384 0.47 480 9.5"TJI 2301 2.31251 9.5 19.21 40 10 3330 13301 2.06E+08 18.25 33.25 17.891 16.83 16.83; 0.70 0.56, 15.63 15.29 15.29 0.481 384 0 38 480 9.5"TJ1 230 2.3125 9,5 16 1 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 s' 0.41 480 9.5"TJI 2301 2.31251 9.5 12 40 10 3330 1330: 2.06E+08 23.08 53.20 20.921 19.69 19.69! 0.82 0.661 18.28 17.89 17 89 0 56 384 0.45 480 9.5"TJI 2301 2.31251 9.5 9.6 40 10 3330 13301 2.06E+08 25.81 66.50 22.541 21.21 21.211 0.88 0.71 19.69 19.27 19.27 0.60 384 0.48 480 1 11.875"TJI 110 1.751 11.8751 19.2,- 40 10 3160 15601-2.67E+08 17.78 39.00 19.50,- 18.351 17.78 0.67 0.54 17.04 16.67 16.67 0.52 384 0.42 480 11.875"TJI 110 1.75 11.875 16 40 10 3160 1560 2.67E+08 19.47 46.80 20.72 19.50 19.47 0.81 0.65 18.10 17.72 ,,17.72 0.55 384 0.44 480 1 11.875"TJI 1101 1.75 11.8751 121 40 10 3160 1560! 2.67E+08 22.49 62.40 22.811 21.461 21.461 0.89 0.721 19.93 19.50 19.50 0.611 384 0.49) 480 11.875"TJ1 110 1.75 11.875!8 9 6 40 10 3160 1560 2.67E+08 25.14 78.00 24.57) 23.121 23.12 I 0.96 0.771 21.46 21.01 21.01 0.66 384 0.N 480 1 11.875"7J1 2101 2.06251 11.8751 19.21 40 10 3795 16551 3.15E+08 19.481 41.38 20.61 19.391 19.39 0.81 0.65 18.00 17A2 17.62 0.55 384 0.44 480 11.875"TJI 210 2.0625 11.875 16 40 10 3795 1655 315E+08 ''21.34 49.65 21.90 20.61 20.61 0.86 0.69 19.13 18.72 r<.,zA8.72 0.59 384 0.47 480 11.875"TJI 2101 2.0625) 11.875 12 40 10 3795 16551 3.15E+08 24.64 66.20 24.101 22.681 22.68 0.9541 0.761 21.05 20.61 20.61 0.64 384 0.521 480 11.875"TJI 2101 2.0625' 11.8751 9.66 40 10 3795 1655i 3.15E+08 27.55 82.75 25.961 24.43 24.43' 1.02 0.81I 22.68 22.20 22.20 0.69 384 0.55 480 11.875"TJI 230 2.3125 11.8751 19.21 40 10 4215 1655, 3.47E+08 20.531 41.38 21.281 20.031 20.031 0.83 0.671 18.59 18.20 18 20 0.57 384 0.451 480 11.875"TJI 230 2.3125 11.875 16 40 10 4215" 1655 347E+08 "''22.49 49.65 22.62 21.28 21.28 0.89 0.71 19.76 19.34 1934 0.60 384 0.48 i 480 11.875"TJI 2301 2.3125 11.8751 12 40 10 4215 16551 3.47E+08 25.97 66 20 24.89: 23.42 23.42 0.981_ 0.78_1. i 21.74 21.28 21.28 0.671 384 0.53 480 11.875"TJI 2301 2.3125 11.875 9 6 40 10 4215 16551 3.47E+08 29.03 82 75 26.81 25.23 25.23 1.05 -O4---------------24? 22.93 22.93 0.721 384 0.57 480 L 1 f 1, 11.875"RFPI 400 2.0625) 11.8751 19.2 40 10 4315 14801 3.30E+08 20.771 37.00 20.931 19.691 19.691 0,821 0.66 18.28 17.89 17.89 0.561 384 0.45, 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"RFPI4001 2.06251 11.8751 12) 40 101 4315 1480! 3.30E+08 26.28 59.20 24.48 23.03 23.03 0.96 0.77) 21.38 20.93 20.939,I)5............ 4...........0.52............480 11.875"RFP14001, 2.0625 11.8751 9.61 40 10 4315 14801 3.30E+08 29.38 74.00 26.371 24.81 24.81! 1.03 0.831 23.03 22,54 22.54 0.70,, 384 0.56 480 Page 1 D+L+S CT#14189-Betahny Creek Falls I LOAD CASE (12-12) (BASED ON ANSI/AF&PA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor- D+L+S c 0.80(Constant)> Section 3.7.1.5 _ Cr_ KcE 0.30(Constant)> Section 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NDS Cb (Varies) > Section 2.3.10 Bending Com Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Max.Wall duration duratonfactor factor use Stud Grade NBdth Depth Spacing,Height Le/d Vert.Load Hor.Loa «1.0 Load @ Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp Fc• Fce Pc fc fc/F'c fb ib/ in. in. in. ft. plf psf pit (FbLfc) 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 0.9916 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 51 .42 441.22 439.37 1.00 0.00 0.000 H-F Stud 1.5 3.5 16 9 30.9 1340 0.9966 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 508 986 378.09 340.90 340.32 1.00 0.00 0.000 H-F Stud 1.5 3.5 12 9 30.9 1785 0.9947 2657.8 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 378.09 340.80 340.00 1.00 0.00 0.000 H-F Stud 1.5 3.5 16 8.25 28.3 1550 0.9921 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 449.95 395.22 393.85 1.00 0.00 0.000 H-F Stud 1.5 3.5 12 8.25 28.3 2070 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 1.00 0.00 0.000 H-F Stud 1.5 3.5 8 8.25 28.3 3100 0.9921 3986.7 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 968 449.95 395.22 393.65 1.00 0.00 0.000 SPF Stud 1.5 3.5 16 7.7083 28.4 1695 0.9952 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 515.42 431.52 430.48 1.00 0.00 0.000 SPF Stud 1.5 3.5 16 9 30.9 1320 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 0.9944 2789.1 1.00 1.15 1,1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 378.09 336.17 335.24 1.00 0.00 0.000 SPF Stud 1.5 3.5 16 8.25 28.3 1525 0.9957 2091.8 1.00 1.15 1.1 1,05 1.15 675 425 725 1,200,000 854 531 875.438 449.95 388.13 387.30 1.00 0.00 0.000 SPF Stud 1.5 3.5 12 8.25 28.3 2030 0.9925 2789.1 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 449.95 388.13 386.67 1,00 0.00 0.000 _-_- 4._9.._._--._8813__..._80 -_. SPF Stud 1.5 3.5 8 8.25 28.3 3050 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 0.2408 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 508 1644.5 1378.83 1031.58 506.18 0.49 0.00 0.000 H-F#2 1.5 5.5 16 9 19.6 3132 0.3652 3132.4 1.00 1.15 1.3 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 0.2858 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 1203.70 946.77 506.18 0.53 0.00 0.000 SPF#2 1.5 ' 5.5 16 7.7083 16.8 3287 0.2737 3287.1 1.00 1.15 1.3 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 0.3905 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1089.25 850.18 531.23 0.62 0.00 0.000 SPF#2 1.5 5.5 16 8.25 18.0 3287 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 5.5 16 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 16 19 41.5 1360 0 0.9969 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 226.94 220.14 219.80 1.00 0.00 0.000 Page 1 D+L+W CT#14189-Betahny Creek Falls I LOAD CASE (12-13) (BASED ON ANSI/AF&PA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D+L+W c 0.80(Constant)> Section 3.7.1.5 _ _ Cr KcE 0.30(Constant)> Section 3.7.1.5 Cf(Pb) Cf(Fe) 1997 NDS Cb (Varies) > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NOS 3.9.2 Maz.Wali duration duration factor factor use Stud Grade Width Depth Spacing Height Le/d Vert.Load Hor.Load <=1.0 Load tg Plate Cd(Fb Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' 'Fc perp' Fc' Fce F'c fc fc/F'c fb Po/ in. in. in. ft. pit 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 1075 9.71 0.9951 1993.4 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 508 840 515.42 427.08 273.02 0.64 376.78 0.586 H-F Stud 1.5 3.5 18 9 30.9 755 8.46 0.9942 1993.4 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 378.09 333.99 191.75 0.57 447.52 0.665 H-F Stud 1.5 3.5 12 9 30.9 1140 8.46 0.9998 2857.8 1.80 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 508 840 378.09 333.99 217.14 0.65 335.64 0.577 H-F Stud 1.5 3.5 16 8.25 28.3 970 8.13 0.9943 1993.4 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 449.95 384.87 246.35 0.64 361.37 0.585 H-F Stud 1.5 3.5 12 8.25 28.3 1425 8.13 0.9974 2857.8 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 449.95 384.87 271.43 0.71 271.03 0.500 H-F Stud 1.5 3,5 8 8.25 28.3 2355 8.13 0.9981 3986.7 1.60 1,00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 508 840 449.95 384.87 299.05 0.78 180.69 0.394 SPF Stud 1.5 3.5 16 7.7083 26.4 1060 9.71 0.9971 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 515.42 415.53 269.21 0.65 376.78 0.577 SPF Stud 1.5 3.5 18 9 30.9 700 8.48 0.9115 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,368 531 761.25 378.09 328.30 177.78 0.54 447.52 0.618 SPF Stud 1.5 3.5 12 9 30.9 1125 8.46 0.9931 2789.1 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 378.09 328.30 214.29 0.65 335.64 0.567 SPF Stud 1.5 3.5 16 8.25 28.3 960 8,13 0.9970 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 449.95 376.35 243.81 0.85 361.37 0.577 SPF Stud 1.5 3.5 12 8.25 28.3 1405 6.13 0.9952 2789.1 1.60 1.OD 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 449.95 376.35 267.62 0.71 271.03 0.490 SPF Stud 1.5 3.5 8 8.25 28.3 2320 8.13 0.9958 4183.8 1.80 1.00 1.1 1.05 1.15 675 425 725 1.200,000 1,368 531 781.25 449.95 378.35 294.80 0.78 180.89 0.383 H-F#2 1.5 5.5 16 7.7083 16.8 3132 9.71 0.3909 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 1378.83 969.91 506.18 0.52 152.58 0.119 H-F#2 1.5 5.5 16 9 19.6 3132 8.46 0.5743 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 1011.45 804.50 506.18 0.63 181.23 0.178 H-F#2 1.5 5.5 16 8.25 18.0 3132 8.13 0.4411 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 1203.70 899.13 506.18 0.56 146.34 0.124 li SPF#2 1.5 5.5 16 7.7083 16.8 3287 9.71 0.4327 3287.1 1.80 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 1484.89 940.30 531.23 0.58 152.58 0.114 SPF#2 1.5 5.5 16 9 19.6 3287 8.46 0.6033 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 1088.25 806.08 531.23 0.66 181.23 0.169 SPF#2 1.5 5.5 16 8.25 18.0 3287 8.13 0.4790 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 1296.30 884.69 531.23 0.60 146.34 0.118 SPF Stud 1.5 3.5 16 14.57 50.0 70 8.46 0.9957 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 144.26 138.14 17.78 0.13####I# 0.979 SPF#2 1.5 5.5 16 19 41.5 660 9.71 0.9941 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 244.40 233.80 106.67 0.46 927.02 0.786 H-F#2 1.5 5.5 16 19 41.5 600 9.71 0.9921 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 13001,300,000 2,033 506 1430 226.94 219.02 96.97 0.44 927.02 0.796 Page 1 D+L+W+.SS CT#14188-Betahny Creek Fells LOAD CASE (12-14) (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+W+912 _ c 0.80(Constant)-Section 3.7.1.5 • Cr ....____._._..._ 1111-- KcE 0.30(Constant)> Section 3.7.1.5 ,Cf(Fb) Cf(Fc) 1997 NDS Cb (Varies) > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Maz.Wat duration duration factor factor use Stud Grade Width Depth Spacing Height Le/d Veil.Load Hor.Load <=1.0 Load Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc• Fce Pc fc fc/F'c fb 15/ In. In. in. ft. plf psf pif (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 28.4 1095 9.71 0.9962 1993.4 1.80 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 515.42 441.22 278.10 0.63 376.78 0.599 H-F Stud 1.5 3.5 16 9 30.9 765 8.48 0.9986 1993.4 1.60 1.15 1.1 1.05 1.15 875 405 800 1,200,000 1,386 508 966 378.09 340.90 194.29 0.57 447.52 0.674 H-F Stud 1.5 3.5 12 9 30.9 1150 8.46 0.9969 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 219.05 0,64 335.64 0.584 H-F Stud 1.5 3,5 16 8.25 28.3 985 8.13 0.9963 1993.4 1.60 1.15 1.1 1.05 1.15 875 405 800 1,200,000 1,366 506 966 449.95 395.22 250.16 0.83 381.37 0.596 H-F Stud 1.5 3.5 12 8.25 28.3 1445 8.13 0.9959 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 275.24 0.70 271.03 0.511 H-F Stud 1.5 3.5 8 8.25 28.3 2390 8.13 0.9960 3988.7 1.80 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 986 449.95 395.22 303.49 0.77 180.89 0.406 SPF Stud 1.5 3.5 16 7,7083 28.4 1080 9.71 0.9935 2091.8 1.80 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 515.42 431.52 274.29 0.84 378.78 0.589 SPF Stud 1.5 3.5 16 9 30.9 760 8.48 0.9988 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,368 531 875.438 378.09 338.17 193.02 0.57 447.52 0.869 SPF Stud 1.5 3.5 12 9 30.9 1140 8.46 0.9944 2789.1 1.80 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 217.14 0.65 335.64 0.577 SPF Stud 1.5 3.5 16 8.25 28.3 975 8.13 0.9952 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 247.62 0.64 381.37 0.588 SPF Stud 1.5 3.5 12 8.25 28.3 1430 8.13 0.9952 2789.1 1.60 1.15 1,1 1.05 1,15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 272.38 0.70 271.03 0.503 SPF Stud ,5 _.__.28 9 1.1 0 _ 1.5 3.5 8 8.25 28.3 2380 8.13 0.9922 4183.6 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 299.68 0.77 180.89 0.398 H-F#2 1.5 5.5 16 7.7083 16.8 3132 9.71 0.3593 3132.4 1.80 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 0.49 152.58 0.119 H-F#2 1.5 5.5 18 9 19.6 3132 8.46 0.5437 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1011.45 837.57 508.18 0.60 161.23 0.178 H-F#2 1.5 5.5 16 8.25 18.0 3132 8.13 0.4100 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 946.77 506.18 0.53 146.34 0.124 SPF#2 1.5 5.5 18 7.7083 18.8 3287 9.71 0.3872 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015,45 531,23 0.52 152.58 0.114 SPF#2 1.5 5.5 16 9 19.6 3287 8.46 0.5595 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,083 531 1454.75 1089.25 850.18 531.23 0.62 181.23 0.169 SPF#2 1.5 5.5 16 8.25 18.0 3287 8.13 0.4342 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1296.30 945.38 531.23 0.56 148.34 0.118 SPF Stud 1.5 3.5 16 14.57 50.0 70 8.46 0.9955 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 144.26 139.02 17.78 0.13#X#M## 0.979 SPF#2 1.5 5.5 16 19 41.5 860 9.71 0.9914 3287.1 1.60 1,15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 106.67 0.45 927.02 0.788 H-F#2 1.5 5.5 16 19 41.5 600 9.71 0.9001 3132.4 1.80 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 226.94 220.14 86.87 0.44 927.02 0.796 Page 1 D+L+S+.5W CT#14189-Batahny Creek Falls I LOAD CASE I (12-18) I (BASED ON ANSI/AFBPA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Bucklin,Factor D+L+S+Wl2 c 0.80 Constant)> Section 3.7.1.5�MM ---..-.-.-.-.-..�®. MOM Cr .111111111 Size Re..-�� Cdf b•Cd Fc E..3.7-1 MEE= KcE 0.30(Constant)> Section 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NDS Cb arias Section 2.3.10 Sandin NDS 3.9.2 Max.Wali duration duratio factor factor use Stud GraderlEMEN Vert.Load Hor.Load =1.0 Load m Plat=Cd Fb Cd Fc, Cf Cf Cr � � Fb ®� F fc ®e fb/ _ in._® In. MOM= 111 INIMIII-N11311111111111111111151 Fc psi_-psi 111111111111111ME ��'� �'1 •si .sl ' IUME � ■ 13M1 H-F Stud 1.5 ® 16 7.7083 26.4 1335 4.855 0.9935 1993.4 1.60 1.15 ®1.05 1.15 675 405 800 1,200000 1,366 506.E 515.42 441.22 339.05 0.77 188.39 0.403 H-F Stud 1.5 18 9 30.9 970 4.23 0.9923 1993.4 1.60 1.15 1.05 1.15 675 405 800 1,200,000 1,366 506 378.09 340.90 248.35 0.72 223.78 0.470 H-F Stud 1.5 ® 12 Em ®''-ngumang 0.9976 aEgiummom1.15 ®1.05 1.15 m®' 800 1,zoo,o0oMIEM®i. 9661E0 340.90 1.05 1 15 675 405 800 1 200 000 1 366 449.95 395.22 303.49 0 77 80 69 0.406 H-F Stud ®®®H-F Stud 8.25 28.3 1195 4.065 0.9960 1993.4 1.60 1.15 8.25 28.3 1680 4.065 0.9990 2657.8 1.60 1.15 ®1.05 1.15 675 405 800 1 200 000 1,366®''W 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 4.085 0.9999 3986.7 1.60 1.15 1.05 1.15 675 405 800 1,200,000 1,368 506 988 449.95 395.22 338.41 0.86 90.34 0.267 SPF Stud 1.5 3.5 16 7.7083 26.4 1315 4.855 0.9907 2091.8 1.60 1.15 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 515.42 431.52 333.97 0.77 188.39 0.392 SPF Stud 1.5 3.5 16 9 30.9 965 4.23 0.9970 2091.8 1.60 1.15 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 245.08 0.73 223.76 0.466 SPF Stud 1.5 3.5 12 9 30.9 1370 4.23 0.9890 2789.1 1.60 1.15 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 1.051.15 675 425 725 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 8.25 28.3 1660 4.065 0.9973 2789.1 1.60 1.15 num 1.15 675 425 725 1,200,000 1,366®875.438 449.95 388.13 316.19 mum 0.334 SPF Stud 1.5 3.5 8.25 28.3 2630 4.085 0.9969 4183.6 1.60 1.15 ®u 1.15 675 425 725 1,200,000 1,366®875.438 449.95 388.13 333.97 90.34 0.257 H-F#2 ®®11111311�'' ®111111211I1 0.3001 3132.4 ®®1Z1®11:1111 405 MIMI 1,300,0001MEICIMIIIIIIMICIM ®i. .INXEMMICI 0.059 ®®®IIIIIIMMINEMINEE®NNEE '®' 3132.4 ®®1.10®ILEIIIIIMEMIEEIll 1,300,0001111MIIIIMIRECOMMINKIMI 506.18 0.60 90.61 0.089 H-F#2 1.5 5.5 8.25 18.0 3132 4.065 0.3479 3132.4 1.60 1.15 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 0.062 SPF#2 1.5 5.5 7.7083 16.8 3287 4.855 0.3304 3287.1 1.60 1.15 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 =EN 5.5 m ;:mircommimmagnizji 3287.1 man® 1.10®numgmina 1 400 000lliMig 531 1454.75 1089.25 850.16®KJES 90.61 0.085 SPF#2 ®21® 18.0 3287 4.065 0.3750 3287.1 1.60 ® 1.10®® 425 1150 1,400,000 2,093 531 1454.75 1296.30 945.38 531.231 73.17 0.059 SPF Stud 11111111111111150.0 255 4.23 0.9959 2091.8 1.80 ®®1.05.® 675 425 111 1,200,000 1,366®875.438 139.02 84.76 0.47 586.43 0.779 1.5 ®m11111111WEININEMIIMME1 0.9925 INEKEINEEDI®®1.10 1.15 875 425 EMI 1,400,000 ®UM11111111112111113111121131 H-F#2 1.5 5.5 16 19 41.5 865 4.855 0.9970 3132.4 1.60 1.15 1.3 1.10 1,15 850 405 1300 1,300,000 2,033 506 1644.5 226.94 220.14 139.80 0.64 463.51 0.594 Page 1 D.L.S+.7E CT#14189-Betahny Creek Falls I LOAD CASE I (12-16) I (BASED ON ANSI/AF&PA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3,7.1 Ke 1.00 Design Buckling Factor D+L+11+EI1.4 c 0.80(Constant)> Section 3.7.1.5 Cr KcE 0.30(Constant)> Section 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NOS Cb (Vanes) > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Max.Wall duration duration factor factor use ' Stud Grade Width Depth Spacing Height Le/d Vert.Load Hor.Load <.1.0 Load§Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc• Fce Fc fc (c/Fc fb fb/ In. in. In. ft. Of psf plf (Fb) (Fc) psi psi psi psi psi psi psi psi psi psi psi Fb"(14clFceL H-F Stud 1.5 3.5 16 7.7083 26.4 1415 3.57 0.9983 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 515.42 441.22 359.37 0.81 138.53 0.335 H-F Stud 1.5 3.5 18 9 30.9 1010 3.57 0.9960 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 258.51 0.75 188.85 0.430 H-F Stud 1.5 3.5 12 9 30.9 1420 3.57 0.8937 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 508 966 378.09 340.90 270.48 0.79 141.63 0.364 H-F Stud 1.5 3.5 16 8.25 28.3 1225 3.57 0.9961 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 311.11 0.79 158.68 0.376 H-F Stud 1.5 3.5 12 8.25 28.3 1710 3.57 0.9947 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 325.71 0.82 119.01 0.315 H-F Stud 1.5 3.5 8 8.25 28.3 2700 3.57 0.9966 3986.7 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 508 966 449.95 395.22 342.88 0.87 79.34 0.244 SPF Stud 1.5 3.5 16 7.7083 28.4 1395 3.57 0.9984 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 515.42 431.52 354.29 0.82 138.53 0.324 SPF Stud 1.5 3.5 18 9 30.9 1000 3.57 0.9918 2091.8 1.80 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 253.97 0.76 188.85 0.421 SPF Stud 1.5 3.5 12 9 30.9 1410 3.57 0.9962 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 288.57 0.80 141.63 0.358 SPF Stud 1.5 3.5 16 8.25 28.3 1210 3,57 0.9932 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 307.30 0.79 158.88 0.366 SPF Stud 1.5 3.5 12 8.25 28.3 1690 3.57 0.9940 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 321.90 0.83 119.01 0.306 .-._ -_ .- SPF Stud 1.5 3.5 8 8.25 28.3 2870 3.57 0.9987 4183.6 1.60 1.15 1.11 1.0 1.05 1.15 875 425 725 1,200,000 1,386 531 875.438 449.95 388.13 339.05 0.87 799.34 0.238 H-F#2 1.5 5.5 16 7.7083 16.8 3132 3.57 0.2844 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.58 506.18 0.49 56.10 0.044 H-F#2 1.5 5.5 18 9 19.8 3132 3.57 0.4405 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1011.45 837.57 506.18 0.60 76.47 0.075 H-F#2 1.5 5.5 16 8.25 18.0 3132 3.57 0.3404 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 948.77 506.18 0.53 64.26 0.055 SPF#2 1,5 5.5 16 7.7083 18.8 3287 3.57 0.3154 3287.1 1.80 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 56.10 0.042 SPF#2 1.5 5.5 16 9 19.6 3287 3.57 0.4618 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1089.25 850.16 531.23 0.62 76.47 0.071 SPF#2 1,5 5.5 16 8.25 18.0 3287 3.57 0.3678 3287.1 1.60 1.15 1.3 1.10 1.15 875 i 425 1150 1,400,000 2,093 531 1454.75 1296.30 945.38 531.23 0.56 64.26 0.052 SPF Stud 1.5 3.5 16 14.57 50.0 285 3.57 0.9981 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 144.26 139.02 72.38 0.52 494.93 0.727 SPF#2 1.5 5.5 16 19 41.5 1020 3.57 0.9910 3287.1 1.60 1.15 1.3 1.10'1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 164.85 0.70 340.83 0.500 H-F#2 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 A ISO'Nickelson St / suite gra / .. r Seattle,WA f 9$109 .Da I Project: C , ..-sem, ear' u: _._ _ - tzar)ass-€ aa PAX client: Page Number (206)Z85-0528 . 1.4 p P 9000 psr 114 . ( /50r, .?. tiff)14 AAA . Kar NA.62,5k is) -,...., 120 to,- - .t :t9 '2.. 4 yr 366"- Wk14,- „ . -------- 2000 )5174APStr V ' 04 *.,P.,, IV ..^.---,10. ' '''''” )012 ijatt Zrnro, 4104r/5)+1°C*3 .4*°. 17-t" 181 Stt .1.4. i 15,Y( 24):;,-.4.5-Cts e0 h a 4- 4- 4 . ,5..., - 44 Iltiv 134-- -.1= , it.: 22.6 z, . .74,A9K i • ----FR, . z.: , ttio frfr..--- 1, 1-... 2.se 13ep F 7Mif**___j • V.6-- Structo.urat Engineers 180 Nickerson St. C T ENGINEERING Suite 30Z N C_ Seattle,WA yi P j Q 98109 Protect: i 1 [ (� Date: (206)285-4512 Client: S1X .0 �14-0111' p"'i,( 1. Page Number: (206)285-0618 Ivo GD I • , c 100 ..: 2 e0/15.1 t \? t� _.. ?. 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P _ b f ' tr........ - 6.9w, y: - . • s It , D { ,4 T Structural Engineers �SDPws �3.6,� 3 i11i '- - � 11, Design Maps Summary Report Page 1 of 1 igusGs Design Maps Summary Report User-Specified Input Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 45.43123°N, 122.77149°W Site Soil Classification Site Class D -"Stiff Soil" Risk Category I/II/III 1 i ', • � sl W� aV� ii a. � � 0Azl l ^9� '� aex ` aPiV/ ityam Awl iii4:::--;:-iiiiii-if:a::::,:aliiiiirtiri'Pt:II.q51P':',*-lillitnigtigglf:li,:titiifoit:*itiOngi;A: , s ""mow« , ^' ¢2.,� . +a,•t« .0 a 3 F3 i hr ¢ Ding Cir hsr>nA 3" ti • 'E eKeat A,'M E 1 USGS-Provided Output SS = 0.972 g SMS = 1.080 g S°S = 0.720 g S3 = 0.423 g SMI = 0.667 g S°1 = 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. MCE*Response Spectrum 0.20 Design Response Spectrum 1.10 040 #: 0, 042 044 t1.7 0,s0 31, con titc.SS ,' asa t £0,44 11« A,22,_ 024, 31 zz 34 #:11 04 0100 010 040 0.4 040 lAM 140 L40 140 140 100 2O 040 o co G„ IAA i111 1.40 1.G 1. 9 140 peri.T(sec) Period,. Cil 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 nota 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.usgs.gov/research/hazmaps/ http://earthquake.usqs.qov/desionmaps/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=F.*Ss SMS= 1.12 EQ 16-37 EQ 11.4-1 SMI=F„*Si SM1= 0.69 EQ 16-38 EQ 11.4-2 SDs=2/3*SMS SDs= 0.74 EQ 16-39 EQ 11.4-3 SDI=2/3*SMI 5D1= 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= 0 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 00= 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 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=SDs/(R/IE) 0.114 W ASCE 7-05(EQ 12.8-2) Cs=SD1/(T*(R/IE)) (for T<TL) 0.407 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(SD,* (T2*(R/IE)) (for T>TL) 0.000 W ASCE 7-05(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7-05(EQ 12.8-5)(MIN.) Cs=(0.5 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) = 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 2.35 525 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;*we, 0.4*SDs*IE*Wp 0.2*SDs*IE*Wp LEVEL (kips) (kips) (kips) (kips) (kips) Ew1 Max.FPx 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 SS 2012 IBC ASCE 7-10 Ridge Elevation(ft)= 30.00 30.00 ft. Roof Plate Ht.= 18.00 18.00 Roof Mean lit.= 24.00 24.00 ft. - -- Building Width= 26.0 56.0 ft. V ult. Wind Speed 3 sec.Guar= 120 120 mph Figure 1609 Fig. 26.5-1A thru C V asd. Wind Speed 3sec.Gmc= 9f!. 93jmph (EQ 16-33) Exposure= B B 6= 1.0 1,0; N/A N/A Roof Type= Gable Gable PS30 A= 28.6 28.6':psf Figure 28.6-1 Ps30 B= 4.6 4.6;psf Figure 28.6-1 Ps30c= 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 KN=', 1.00 1.00Section 26.8 windward/lee= 1.00 1.00'(Single Family Home) A*Ka*I : 1 1 Ps=A*Kzt*I*Pa30= (Eq.28.6-1) Ps A= 28.60 28.60 psf (LRFD) (Eq.28.6-1) Pse= 4.60 4.60 psf (LRFD) (Eq.28.6-1) Psc = 20.70 20.70 psf (LRFD) (Eq.28.6-1) Ps 0= 4.70 4.70 psf (LRFD) (Eq.28.6-1) Ps A end C average= 24.7 24.7 psf (LRFD) Ps B and o 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 wlnd(LRFD)wlnd(LRFD) DIAPHR. Story Elevation Height AA AB Ac A0 AA AB Ac AD per28.4.4 per28.4.4 WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) 30.00 12.0 0 144 0 168 0 102.2 0 374.9 Roof - 18.00 18.00 4.0 48 0 56 0 48 0 125 0 6.7 10.4 3.98 3.98 6.19 6.19 2nd 8.00 10.00 10.00 9.0 108 0 126 0 108 0 396 0 3.7 8.1 5.70 9.68 11.29 17.48 1st(base) 10.00 0.00 0.00 0 0.00 0.00 Ar= 650 AF= 1154 10.4 18.5 V(ns). 9.68 V(e-w)= 17.48 kips(LRFD) kips(LRFD) kips kips Page 1 ASCE 7-10 Part 1 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 1 CT PROJECT#: CT#14189:Plan 2610 SEE SEAW RAPID SOLUTION SPREADSHEET AND INSERT VALUES BELOW MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(N-S) Wind(E-W) Min/Part 2(Max.) Min/Method 1(Max.) Wind(N-S)(LRFD) Wind(E-W)(LRFD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Roof - 18.00 18.00 0.00: 0.00 (0.00 0.00 6.66 6.66 10.40 10.40 2nd 8.00 10.00 10.00 0.00' 0.00 0.00: 0.00 3.74 10.40 8.06 18.47 1st(base) 10.00 0.00 0.00 V(n-s). 0.00 V(e-w)= 0.00 V(n-s)= 10.40 V(e-w)= 18.47 kips kips kips(LRFD) kips(LRFD) DESIGN WIND-Min./Part 2/Part 1 ASD Wind(N-S)(LRFD) Wind(E-W)(LRFD) Wind(N-S)(ASD) Wind(E-W)(ASD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Roof 8 10 10 6.66 6.66 10.40 10.40 5.16 5.16 8.06 8.06 2nd 10 0 0 3.74 10.40 8.06 18.47 2.90 8.06 6.25 14.30 1st(base) 0 0 0 V(n-s)= 10.40 V(e-w)= 18.47 V(n-s)= 8.06 V(e-w)= 14.30 kips(LRFD) kips(LRFD) kips(ASD) kips(ASD) • Part 1 Base Shear Part 2 Base Shear = 0.0 0.0 ratio ratio Page 1 SHEET TITLE: SDPWS SHEARWALL VALUES PER TABLE 4.3A CT PROJECT#: CT#14189: Plan 2610 SHEATHING THICKNESS tsheathing= 7/16" NAIL SIZE nail size= 0.131"dia.X'2.5"long STUD SPECIES SPECIES= H-F or SPF SPECIFIC GRAVITY S.G.= 0.43 ANCOR BOLT DIAMETER Anc. Bolt dia.= 0.625 ASD F.O.S. = 2.0 SHEARWALL TYPE Table 4.3A Seismic Table 4.3A Wind 7/16"w/8d common V seismic V s allowable V wind V w allowable (15/32"values per (SDPWS-2008) modify per S.G. (SDPWS-2008) modify per S. G. footnote 2) (divide by 2.0 FOS) (divide by 2.0 FOS) I (for ASD) (for ASD) — 0 1 0 1 P6TN 150 150 150 150 P6 520 242 730 339 P4 760 353 1065 i 495 P3 980 456 1370 637 P2 1280 595 1790 832 2P4 1520 707 2130 990 2P3 1960 911 2740 1274 2P2 2560 1190 3580 1665 N.G. 10000 4650 10000 4650 GYPSUM THICKNESS tsheathing = 1/2" NAIL SIZE nail size= 1 1/4"long No.6 Type S or W Response Modification Coef. R= 6.5 SHEARWALL TYPE Table 2306.4.7 Seismic Wind 1/2"w/1 1/4"screw V allowable V s allowable V w allowable Blocked (PER 2009 IBC) modify G7 125 R>2 not allowed R>2 not allowed G4 150 R>2 not allowed R>2 not allowed 2G7 250 R>2 not allowed R>2 not allowed 2G4 300 R>2 not allowed R>2 not allowed 2G4 300 150 SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: CT#14189:Plan 2610 Diaph.Level: Roof Panel Height= 8 ft. Seismic V I= 2.91 kips Design Wind N-S V I= 5.16 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V I= 2.91 kips Sum Wind N-S V I= 5.16 kips Min.Lwall= 2.29 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pt= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.G. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL elf. Co w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM ROTM Unet Ueum OTM RoTM Unet Ueun, U,„„, 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. 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 1190 77.0 77.0=Leff. 5.16 0.00 2.91 0.00 EVVwlnd 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 1= 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 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) (kit) (kip) (kip) (kip) (kip) p (pIf) (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 1 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 0.15 1.27 2.58 1.03 1.45 1.00 1.00 70 P6TN P6TN 108 22.32 53.03 -0.83 -1.96 34.62 63.28 -0.78 -1.94 1.52 pert Ext. right2 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. gar RT 85 20.0 20.0 1.00 0.15 0.18 0.00 0.15 0.00 1.00 1.00 7 P6TN P6TN 9 1.32 15.08 -0.71 -0.71 1.63 18.00 -0.85 -0.85 -0.71 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. 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 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -•- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 R 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1360 97.0 89.8=L eff. 2.90 5.16 2.35 2.91 1.00 EVw,nd 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 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 o w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM Roan Unet Usum OTM RorM Unet Ueum U,,,,„ 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 s 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 '; 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext left 3** 0 0.0 0.0 1.00 0,00,' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 ': 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. left 4 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. rightl** 595 ;37.5 37.5 1.00 0.15 2.58 0.00 1.45 0.00 1.00 1.00 39 P6TN P6TN 69 11.62 53.03 -1.12 -1.12 20.62 63.28 -1.16 -1.16 0.55 perf Ext. right2 0 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 Ext. rght3** 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext right4` 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 •-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. rights 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 ' 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 ', 0.0 0.0 1.00 0:00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --• 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 '' 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--• 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 EVnnd 5.16 EVEQ 2.91 Notes: denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: CT#14189:Plan 2610 Diaph.Level: 2nd Panel Height= 9 ft. Seismic V I= 2.35 kips Design Wind N-S V i= 2.90 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V I= 5.25 kips Sum Wind N-S V I= 8.06 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pt= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall Lot.eff. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM RorM tine Usum OTM RorM Unet Usum Usum HD (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (pit) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. left 1** 595 23,0 23.0 0.77 0.15 1.27 2.58 1.03 1.45 1.00 1.00 140 P6TN P6 217 22.32 19.95 0.11 -1.11 34.62 23.81 0.48 -0.79 1.95 pert Ext. left 2 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext gar left 85 3,5 5.0 1.00 0.15 0.18 0.00 0.15 0.00 1.00 0.78 54 P6TN P6TN 52 1.32 0.66 0.23 0.23 1.63 0.79 0.30 0.30 0.30 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. left 4' 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 '< 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0' 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -•- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 ` 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. right1** 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 'i 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- ••- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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;nd 8.06 EVEQ 5.25 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: LATERAL E-W(side to side-left/right) CT PROJECT#: CT#14189:Plan 2610 Diaph.Level: Roof Panel Height= 8 ft. Seismic V I= 2.91 kips Design Wind E-W V I= 8.06 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V I= 2.91 kips Sum Wind E-W V I= 8.06 kips Min.Lwall= 2.29 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 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 Unet Usum Usum HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (Of) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Front MSTR* 595 8.5 17.0 1.00 0.15 4.03 0.00 1.45 0.00 1.00 1.00 222 P6 P4 474 15.11 5.45 1.23 1.23 32.23 6.50 3.28 3.28 3.28 - - 0 '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 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 i 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 0,001 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 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 '' 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1190 34.5 34.5=L eff. 8.06 0.00 2.91 0.00 EV,„„d 8.06 EVEO 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 RorM Unet Usum OTM RonaUnet Usum 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 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 BR-23 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 0,007 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0..0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1660 21.3 21.3=L eff. 6.25 8.06 2.35 2.91 EV,v;,,d 14.30 EVEQ 5.25 Notes: * denotes with shear transfer ABWP Alternate Braced Wall Panel-2308.9.3.2 ** denotes perferated shear wall iSB denotes iSB Shear Panel JOB#: 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= Iv hdr w= 237.1 plf 1.083 Fdragl eq= 363 F2 eq= 363 A Fdragl w= .08 F2 - 1008 H pier= v1 eq= 170.6 plf v3 eq= 170.6 plf P6 E.Q. 5,0 v1 w= 474.1 plf v3 w= 474.1 plf P4 WIND feet H total= 2w/h= 1 2w/h= 1 8.083 v Fdrag3 eq= ; F4 e.- 363 feet . Fdrag3 w= 1008 F4 w=1008 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 85.3 p/f 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 4 0 4 01 0 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 j V eq 840.0 pounds V w= 2240.0 pounds Sum V eq 2290.0 pounds V1 eq= 1145.0 pounds V3 eq= 1145.0 pounds Sum V w= 6270.0 pounds V1 w= 3135.0 pounds V3 w= 3135.0 pounds --► v hdr eq= 134.7 plf A H head= $T v hdr w= 368.8 plf 1.083 II W Fdragl eq= 775 F2 eq= 775 A Fdragl w= ‘ 1 F2 -2121 H pier= vi eq= 416.4 plf v3 eq= 416.4 plf P3 E.Q. 5.0 v1 w= 1140.0 plf v3 w= 1140.0 Of 2P3 WIND feet H total= 2w/h= 1 2w/h= 1 9.083 Fdrag3 eq= 7 F4 e.- 775 feet ` Fdrag3 w=2121 F4 w=2121 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 134.7 p/f P6TN 3.0 EQ Wind v sill w= 368.8 plf P4 feet OTM 20800 56950 R OTM 10747 13005 1 v UPLIFT 615 2691 Up above 60 1198 UP sum 675 3889 H/L Ratios: L1= 2.8 L2= 11.5 L3= 28 Htotal/L= 0.53 4 0 4 041 0 Hpier/L1= 1.82 Hpier/L3= 1.82 L total= 17.0 feet JOB#:CT#14183:Plan 2610 ID:Rear Upper BR23` Roof Level _.. w dl= 150 p/f V eq 1450.0 pounds V1 eq= 317.2 pounds V3 eq= 996.9 pounds V5 eq= 135.9 pounds V w= 4030.0 pounds V1 w= 881.6 pounds V3 w= 2770.6 pounds V5 w= 377.8 pounds vhdreq= 55.8 p/f Hl head=W vhdr= 155.0p/r I H5 head= W 1 Fdragl eq=61.0 Fdrag2 eq= 191.7 Fdrag5 eq= 191.7 Fdrag6 eq=26.1 1 A Fdragl w= ,•.5 Fdragl, 532.8 Fdrag5 w= 2.8 Fdrag'w=72.7 A H1 pier= vl eq= 90.6 p/f v3 eq= 90.6 p/f v5 eq= 90.6 H5 pier= 4.0 <. v1 w= 251.9 pif 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 V Fdrag3= • .1 Fdra• - 191.7 feet A Fdragl w= 169.5313 Fdragl w=532.8 Fdrag7eq= •1.7 Fdrag:-• 26.1 V IMN E.Q. Fdrag7w= 532.8 Fdrag8w= 72.7 A P6 WIND I v sill eq= 55.8 pif Hl sill= (0.6-0.14Sds)D 0.613 vsillw= 155.0 p/f H5 sill= 3.0 EQ Wind '! 3.0 feet OTM 11600.0 32240.0 feet R OTM 22624 27378 V UPLIFT -471 208 V Up above 0 0 Up Sum -471 208 H/L Ratios: L1= 3.5 L2= '' 5.0 L3= 11.0 L4= '< '5.0 L5= " 1.5 HtotaUL= 0.31 it ► 4 ►4 04 ►4 ► Hpier/L1= 1.14 ' Hpier/L3= 0.36 L total= 26.0 feet Hpier/L5= 2.67 0.90 L reduction ti RoseburgJ6MAIN 4-19-16 1:47pm ,t T�r�1'zvdueBS Cuncg:anx1 of 1 CS Beam 2016.4.0.5 kmBeamFngine 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: U480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued & Nailed Filename: Beam1 1400 1200 9 0 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 3821(23800 103#(65p1f) 2 1028#(642p1f) 308#(19309 3 334#(208p1f) 79#(50p1f) Design spans 13' 9.375" 11' 9.375" Product: 9 1/2" RFPI-20 19.2" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1409.'# 2820.'# 49% 5.73' Odd Spans D+L Negative Moment 1730.'# 2820.'# 61% 14' Total Load D+L Shear 698.# 1220.# 57% 13.99' Total Load D+L End Reaction 485.# 1151.# 42% 0' Odd Spans D+L Int.Reaction 1336.# 1775.# 75% 14' Total Load D+L TL Deflection 0.2243" 0.6891" U737 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=125e/ Wind=160% SIMPSON Allpoductnamesaetrademaksofthen especfiveowners KAMI L.HENDERSON Copyright(C)2016 by Simp�n Stmng-Tie Comparry Inc.ALL RIGHTS RESERVED. EWP MANAGER PACIFIC LUMBER&TRUSS "Passng isdefined aswhen the member,foorjold,beam orgirder,shown on thisdrawing meetsapplicable desgn criteria forloads,Loading Condition$and Spanslided on thissheet.The BEAVERTON,OREGON 97005 desgn mud be reviewed by a qualified desgnerordesgn professonal as required forappmval.Thisdeogn assumes product indallation according to the manufacturers specifications. 503-858-9663