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Specifications (52) //A-S7 .C)/ I 3 s3 Sw ��l��s4 RECEIVED CT ENGINEERING SEP 1 2016 Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 206.285.4512 (V) 206.285.0618 (F) CITY OF TIGARD BUILDING DIVISION #15238 Structural Calculations PNR:41 River Terrace �� 1,IG, 60 , Plan 7 Elevation A 411-% RE !�Tigard, OR PO-s T. cWs ylti 03� Design Criteria: 2012 IBC (ORSC, OSSC) ASCE 7-10 Wind Speed: 120(ULT); 93(ASD); Kzt=1 .0 Seismic: Ss=0.972, S1 =0.423, SDC=D Roof Snow Load = 25 psf Site Class = D, Bearing = 2000 psf Client: Polygon Northwest Company 109 East 13th Street, Suite 200 Vancouver, WA 98660-3229 Ph: 360.695.7700 Fax: 360.693.4442 Architect: 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: (Note-Dual reference for Plan 3 also includes Plan 3713) The proposed project is to be single-family homes. We understand that these homes are to be constructed in multiple locations throughout Tigard, Oregon. Design parameters are as noted below: The structures are two-story wood-framed. Roof framing is primarily with pre-manufactured pitched chord wood trusses. Upper floor framing is primarily with pre-manufactured parallel chord wood trusses. Floor framing over crawlspace is primarily pre-manufactured wood joists. The foundations are to be conventional spread footings. Wind design is based on the ASCE 7-10 MWFRS (Envelope Procedure)for 120 mph ultimate wind speed, exposure category B, and with a Kzt value of 1.00. Lateral design is based on the ASCE 7-10"equivalent lateral force"procedure with Ss equal to or less than 1.10 and S1 equal to or less than 0.50 and with soil classification"D". Plywood or OSB shearwalls are the primary lateral force resisting system (R=6.5). . Foundations have been sized for Class 4 soils as defined in IBC 1806.2. Codes considered; 2012 IBC, and currently adopted ORSC and OSSC. SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT#: Plan 7A ROOF Roofing- 3.5 psf Roofing-future 0.0 psf 5/8"plywood(O.S.B.) 22 psf Trusses at 24"a.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 4.0 psf floor finish FLOOR 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 AM gEr r _ ' GABLE END TRUSS RB.al 1 M� A MIN. HDR �� _-I eMIN. HDR , 1 I 111111 - p1 1II I1 1 I I I 1 i ' 1 0 1 iii ' I NIP I 1 I 1 i 1 1 0 ® I GT GT.a2 I s .. ........ ... ... . ............. m. i 0 } -,„....................... ,_ Li . 0 K N i —, b '= r I- 22'x30"1 0 W CCIESSI i z j) cn L___J I cr20 vi 1. 59.1 z v)1 Z -r:.. '— hl r......... . ■-- .....___...._ dam"..-. ...::'"'�7 I r --1 L_ MIN. DRMINHDR MINHDR pXV B J WW2, IMF CT# 14301 2015.03.04 1/4" = 1'-0" (11x17) PLAN 7A ROOF FRAMING PLAN 1/4"=1'-0" ENGLISH REVIVAL MST48 MST48 , _ 0 W 7 ^ J O I H N / . Q 1 (___--) I , Liji j WASHER -r E9911 all ENTIRE i ( DRYER SIDTIE ENTIRE ci„, F 7 SIDE .., I I 0 '41 i 0 l MST37 �, 4L1 Msr37 8 \. 0 0 m 51.2 a Si.2 CT# 14301 2015.03.05 1/4" = 1'-0" (11x17) PLAN 7A UPPER LEVEL SHEARWALLS 1/4"=1'-0" ENGLISH REVIVAL drk 0 19 S9.10 MI - NIP - I ` • GABLEI END TRUSS ----MITT. HDR \ / - -- \ THD14 B.al STH014 ^- STH-D11 ROOF TRUSSES AT 24" O.C. TYP. 9'-6' 6x6 POST 6x6 POST s.Sr1ff?�pS 1.8 SOD 1 - U O N 4 ink m 59.0 In W I 0 in L w oGT ABOVE GT ABOVE Q L._ 1) ® P4 �) � D74 57HD14111 - 1N 14 L r,, 1 ,airgirillinirqlri� .., 11111t , , q. n' ___6,,-)ENTIRE 6x6 POST �� 1�� I SIDE , (2)f14 FLOOR TRUSS • ..I \i_... (2)21(10 HD' i , n1ROOF TRUSSES I \ , x 1 I AT 24" O.C.i--�a_6 /�� • I/o a' i ` 1 41 I 1 �" �I N b 1 ;L =.Ir�� I II aJ 1.1L.... fit-= ENTIRE P6 LEDGER I ''i ,yl,� ��i ' SIDE O - - - E© w 1i 2)2x10 HDR D.a15 ! O 3 ec 1 o m 1 I 1 -,,-4 1 v 1 t ( BLOCKOUT FOR 1 z-2! I MICROWAVE EXHAUST. I Ya I __J o 13" CLEAR cc IT 1 91 I = PICTURE FRAME ox I CS9•"lIFI OPENING. DIMS o II mLA a I N ARE TO q. STUDS. N I ma I " 1 � N� a, IC 0 1 ^ a oI � 4-7e_�� J N W 2 Z 4 N I \ I 59.0 o c, T o m I FIXTURES Nx. m I I I ABOVE r.i I I IC FA I I r- 6x6 POST n Ao ''. 1 4 o N � 1 x H I I .i o 1-r • t,1 ROOF I N .. �ni 2 j Ir� 11 I FRAMING I 9 IT. 11 B a9_I I j 1 _ 59.0 Imo- 44111 " 'v4 --n----- -TILEDCER" .. o GT ABOVE CT ABOVE ,p o ". STHD14 wci STHD14 a 4x8 HD• R 4x5 HDR 4x8 HDR�4x8 HDR vNo 1 B.a10 B•a10 B.a10 B.a10 g S9.0 00 ® 0 a Iii, I 51.2 /;� -- B a17 4x12 H ',DR 6x6 POST Q2/ J 0 W/ACE4 ® 6x6 POST W ACE4 Q ALL HEADERS CHANGED s TO (2)2x10 U.N.O. LOWER LEVEL SHEARWALLS PLAN 7A UPPER LEVEL FLOOR FRAMING ENGLISH REVIVAL -10/2 16'-3" S-10/2 m Nor g) VFW AUBh L. NIF 1111111111101110001....----,iiriN STHD74 --- Q STHD1 J CL Z 3.J" CONC. SLAB O OVER 4" FREE DRAINAGE MATERIAL - OVER COMPACTED FILL a _—L I-- , Z VERIFY GARAGE SLAB HEIGHT a - D WITH GRADING PLAN o O ON I'' 5 o 5 Di Dt 91 0 18'-0)/2" 3'-11y21 1 14 56.0 : 9.-o- t J I ilr--� © . 1 1 3" CONC. , m© VARIES : MIN. Mr 1 I FURN. PAHO SLAB SIM.�� 3" FROM TOP OF Ir - ' ABOVE UP STEM WALL Il I I SLOPE _ P4 JI Q US STHD14 L__41 iiah N J 1 11--r 1 STHD14 ;_I- ti I Z 4/a 3_9 3/4 " I FIXTURE ABOVE— 2x4 PONY WALL 1 18x24 CRAWL \_ ABU66 I AT HIGH FDN. SPACE ACCESS LII i 18"x36"x10" FOOTING Lo NRE © �'I IM (2) #4, (3) #4 I 1 m iI- IlliaI OE ® '1 1�"x 9Yz_LVL M 1 I ENII 1 ■ 1 SIC . I 030 CENTER U/ WALL ; 6 �0 � I17 Ii 1 r 1 S6.0 1-I J 9'-8y4" I& I1 I 1 ; 30"x30"x10" Q ■ I FINISHED FLOOR . 1� I FOOTING W • VP 1? ' AT+O'-O" •:',... F}1 I (3) #4 EA. WAY 1 � 0 n WI1 1 , VP ..r.__•• y 1 LL__ Zi- • P.T. 4x4 POST I I TYP. U.N.O. ♦ (-;-.11hL}J ♦ ♦♦ 11;_y,11`I x)N 9Y"I-JOISTS AT 19.2"O.C. I )T. TYPICAL 0' I I., UP 1 I-1214"I 11'-73" ,0 114'-43/4" 1 F1-1 f ,-+ 1 9'-874" 'I LII tz _J I __ 12'4: x 972" LVL___ "cor- 7-1--30"x30"x10" ~ Aft I 1 I 1 ( I FOOTING W/ iii18"x18"x10" FTG. 1° 1 1 � I (3) #4 EA. WAY 1 -1214" I I W/ (2) #4 EW I I In ® 1 j TYP. U.N.O. `I T� L____ 6x6 P.T. POST I , 1 I I �+ 1 I in L4.1 To 10 &4 I 0 �J __ i " x 93'z" LVL SIM.u_wSIM. ®I : o ^ 2x 1 PONY ,1� JIB o / WALL `D 0 _I iIA ® 1n 1 1-- F:157-1' 1_g ro N TART FRMG.11 L �W SIM.1I �0 5" 1 11111M117SLOPE 11x2" -,,i o i Lam ` I M sT1iD14 m' 31/2" CONC. SLAB 14 16'-6Y2" ,. STHD9,-Sy„ i. E 0 1 _ ( 01 1 f L S6.1 `- .LTi---t -------------------- BU4 TOP OF SLAB A6 4 O I ` .-93/11 I u TOP OF 8" -12 h1 S7 } 6-0" -9/qf STEM WALL 1 4" 9'-4" • 13/4" ABU44 10'-11" Title: PLAN 2613 Job#14189 Dsgnr: TRE Date: 4:29PM, 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 14189_Plan_2613.ecw:ROOF FRAMING (c)1983-2003 ENERCALC Engineering Software Description 2613A ROOF GT reactions [Timber Member Information r GT.al GT.a2 Timber Section 3.125x18 3.125x21 Beam Width in 3.125 3.125 Beam Depth in 18.000 21.000 Le:Unbraced Length ft 0.00 0.00 Timber Grade glas Fir,24F- Douglas Fr,2 V4 V4 Fb-Basic Allow psi 2,400.0 2,400.0 Fv-Basic Allow psi 240.0 240.0 Elastic Modulus ksi 1,800.0 1,800.0 Load Duration Factor 1.150 1.150 Member Type GluLam GluLam Repetitive Status No No [Center Span Data Span ft 16.50 22.00 Dead Load #/ft 270.00 270.00 Live Load #/ft 450.00 450.00 [Results Ratio= 0.6313 0.8338 11 Mmax @ Center in-k 294.03 522.72 @ X= ft 8.25 11.00 fb:Actual psi 1,742.4 2,275.8 Fb:Allowable psi 2,760.0 2,729.4 Bending OK Bending OK fv:Actual psi 130.5 153.5 Fv:Allowable psi 276.0 276.0 Shear OK Shear OK [Reactions @ Left End DL lbs 2,227.50 2,970.00 LL lbs 3,712.50 4,950.00 Max.DL+LL lbs 5,940.00 7,920.00 @ Right End DL lbs 2,227.50 2,970.00 LL lbs 3,712.50 4,950.00 Max.DL+LL lbs 5,940.00 7,920.00 [Deflections Ratio OK Deflection OK Center DL Defl in -0.165 -0.328 UDefl Ratio 1,202.1 805.3 Center LL Defl in -0.275 -0.546 UDefl Ratio 721.3 483.2 Center Total Defl in -0.439 -0.874 Location ft 8.250 11.000 UDefl Ratio 450.8 302.0 Title: PLAN 2613 Job#14189 Dsgnr: TRE Date: 4:32PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 Lk User:3-2 03 ENE,Ver5.8.0,En neering 03 So Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 14189_Plan_2613.ecw:ROOF FRAMING Description 2613A ROOF FRAMING [Timber Member Information RB.al RB.a2 RB.a3 RB.a4 RB.a5 RB.a6 RB.a7 Timber Section 2-2x4 2-2x4 2-2x8 2-2x4 2-2x4 2-2x4 2-2x4 Beam Width in 3.000 3.000 3.000 3.000 3.000 3.000 3.000 Beam Depth in 3.500 3.500 7.250 3.500 3.500 3.500 3.500 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fr,No.2 Hem Fir,No.2 Hem Fr,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,Stud Fb-Basic Allow psi 850.0 850.0 850.0 850.0 850.0 850.0 675.0 Fv-Basic Allow psi 150.0 150.0 150.0 150.0 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,200.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No No No [Center Span Data Span ft 5.50 2.50 5.25 3.00 3.00 5.50 4.50 Dead Load #/ft 60.00 60.00 270.00 60.00 60.00 60.00 60.00 Results Ratio= 0.8084 0.1670 0.9656 0.2405 0.2405 0.8084 0.6815 Mmax @ Center in-k 7.26 1.50 29.77 2.16 2.16 7.26 4.86 @ X= ft 2.75 1.25 2.62 1.50 1.50 2.75 2.25 fb:Actual psi 1,185.3 244.9 1,132.7 352.7 352.7 1,185.3 793.5 Fb:Allowable psi 1,466.3 1,466.3 1,173.0 1,466.3 1,466.3 1,466.3 1,164.4 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 56.3 21.9 101.1 27.7 27.7 56.3 44.8 Fv:Allowable psi 172.5 172.5 172.5 172.5 172.5 172.5 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK [Reactions @ Left End DL lbs 165.00 75.00 708.75 90.00 90.00 165.00 135.00 LL lbs 275.00 125.00 1,181.25 150.00 150.00 275.00 225.00 Max.DL+LL lbs 440.00 200.00 1,890.00 240.00 240.00 440.00 360.00 @ Right End DL lbs 165.00 75.00 708.75 90.00 90.00 165.00 135.00 LL lbs 275.00 125.00 1,181.25 150.00 150.00 275.00 225.00 Max.DL+LL lbs 440.00 200.00 1,890.00 240.00 240.00 440.00 360.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.089 -0.004 -0.037 -0.008 -0.008 -0.089 -0.043 UDefl Ratio 744.5 7,927.3 1,690.7 4,587.6 4,587.6 744.5 1,254.7 Center LL Defl in -0.148 -0.006 -0.062 -0.013 -0.013 -0.148 -0.072 UDefl Ratio 446.7 4,756.4 1,014.4 2,752.5 2,752.5 446.7 752.8 Center Total Defl in -0.236 -0.010 -0.099 -0.021 -0.021 -0.236 -0.115 Location ft 2.750 1.250 2.625 1.500 1.500 2.750 2.250 UDefl Ratio 279.2 2,972.7 634.0 1,720.3 1,720.3 279.2 470.5 Title: PLAN 7A Job#14301 Dsgnr: TSW Date: 2:13PM, 1 MAR 16 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 KW-06 Timber Beam &Joist Page 1 11 User.3-2-0 3 ENE,Ver 5.8.0,1 Engineering o PLAN 7 ABD.ECW:FIoor Framing _(c)1983-2003 ENERCALC Engineering Software Description 2613A FLR FRMG 1 OF 3 Timber Member Information ;ode Ref.1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined 11 Sal B.a2 B.a3 B.a4 B.a5 B.a6 B.a7 Timber Section 4x12 5.5x19.5 LVL:1.750x14.000 2-2x8 5.5X14 IJC 4x8 2-2x8 Beam Width in 3.500 5.500 1.750 3.000 5.500 3.500 3.000 Beam Depth in 11.250 19.500 14.000 7.250 14.000 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Douglas Fr- Rosboro,Bigbeam iLevel,LSL 1.55E Hem Ar,No.2 Rosboro,Bigbeam Douglas Fr- Hen Fr,No.2 Larch,No.2 2.2E 2.2E Larch,No.2 Fb-Basic Allow psi 900.0 3,000.0 2,325.0 850.0 3,000.0 900.0 850.0 Fv-Basic Allow psi 180.0 300.0 310.0 150.0 300.0. 180.0 150.0 Elastic Modulus ksi 1,600.0 2,200.0 1,550.0 1,300.0 2,200.0 1,600.0 1,300.0 Load Duration Factor 1.150 1.150 1.150 1.000 1.000 1.000 1.150 Member Type Sawn GluLam Manuf/Pine Sawn Manuf/Pine Sawn Sawn Repetitive Status No No No No No No No Center Span Data Span ft 16.50 22.00 4.00 3.50 18.00 4.50 4.50 Dead Load #/ft 75.00 77.00 150.00 195.00 195.00 195.00 75.00 Live Load #/ft 125.00 128.00 400.00 520.00 520.00 520.00 200.00 Dead Load #/ft 168.00 160.00 Live Load #/ft 300.00 100.00 Start ft End ft Results Ratio= 0.9717 0.4315 0.0864 0.4901 0.6447 0.6054 0.5271 Mmax @ Center in-k 81.67 488.60 13.20 13.14 347.49 21.72 16.25 @ X= ft 8.25 11.00 2.00 1.75 9.00 2.25 2.25 fb:Actual psi 1,106.3 1,401.8 230.9 499.9 1,934.1 708.3 618.3 Fb:Allowable psi 1,138.5 3,248.2 2,673.8 1,020.0 3,000.0 1,170.0 1,173.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 55.8 88.6 28.6 56.6 109.3 70.0 61.1 Fv:Allowable psi Shear OK 207.0 Shear OK 345.0 Shear OK 356.5 150.0 300.0 180.0 172.5 Shear OK Shear OK Shear OK Shear OK Reactions ©Left End DL lbs 618.75 2,695.00 300.00 341.25 1,755.00 438.75 528.75 LL lbs 1,031.25 4,708.00 800.00 910.00 4,680.00 1,170.00 675.00 Max.DL+LL lbs 1,650.00 7,403.00 1,100.00 1,251.25 6,435.00 1,608.75 1,203.75 @ Right End DL lbs 618.75 2,695.00 300.00 341.25 1,755.00 438.75 528.75 LL lbs 1,031.25 4,708.00 800.00 910.00 4,680.00 1,170.00 675.00 Max.DL+LL lbs 1,650.00 7,403.00 1,100.00 1,251.25 6,435.00 1,608.75 1,203.75 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.188 -0.173 -0.001 -0.005 -0.166 -0.010 -0.018 UDefl Ratio 1,051.9 1,528.6 34,459.7 7,900.8 1,297.6 5,337.8 3,084.6 Center LL Defl in -0.314 -0.302 -0.004 -0.014 -0.444 -0.027 -0.022 UDefl Ratio 631.1 875.0 12,922.4 2,962.8 486.6 2,001.7 2,416.3 Center Total Defl in -0.502 -0.474 -0.005 -0.019 -0.610 -0.037 -0.040 Location ft 8.250 11.000 2.000 1.750 9.000 2.250 2.250 UDefl Ratio 394.5 556.5 9,398.1 2,154.8 353.9 1,455.8 1,354.9 Title: PLAN 2613 Job#14189 Dsgnr: TRE Date: 4:33PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 Lk User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 i14189_Pl(c)1983-2003 ENERCALC Engineering Software an_2613.ecw:Floor Framing Description 2613A FLR FRMG 2 OF 3 [Timber Member Information11 B.a8 Bag B.a10 Bali B.a12 B.a13 B.a14 Timber Section 2-2x8 2-2x8 4x8 4x10 2-2x8 2-2x8 2-2x8 Beam Width in 3.000 3.000 3.500 3.500 3.000 3.000 3.000 Beam Depth in 7.250 7.250 7.250 9.250 7.250 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fir,No.2 Hem Fir,No.2 Douglas Fr- Level,LSL 1.55E Hem Fir,No.2 Hem Fir,No.2 Hem Fr,No.2 Larch,No.2 Fb-Basic Allow psi 850.0 850.0 900.0 2,325.0 850.0 850.0 850.0 Fv-Basic Allow psi 150.0 150.0 180.0 310.0 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,600.0 1,550.0 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.000 1.150 1.150 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No No No [Center Span Data Span ft 3.00 3.50 3.50 2.50 5.00 2.50 3.50 Dead Load #/ft 75.00 15.00 15.00 120.00 120.00 120.00 120.00 Live Load #/ft 200.00 40.00 40.00 320.00 320.00 320.00 320.00 Dead Load #/ft 160.00 505.00 160.00 160.00 160.00 160.00 Live Load #/ft 100.00 675.00 100.00 100.00 100.00 100.00 Start ft End ft Point#1 DL lbs 2,228.00 LL lbs 3,712.00 @ X ft 1.750 Results Ratio= 0.2694 0.7361 0.1403 0.2590 0.8515 0.2129 0.4172 11 Mmax @ Center in-k 7.22 22.69 5.79 40.89 26.25 6.56 12.86 @ X= ft 1.50 1.75 1.75 1.75 2.50 1.25 1.75 fb:Actual psi 274.8 863.5 188.8 819.2 998.8 249.7 489.4 Fb:Allowable psi 1,020.0 1,173.0 1,345.5 3,208.5 1,173.0 1,173.0 1,173.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 33.2 97.8 21.4 92.3 91.7 31.4 55.4 Fv:Allowable psi 150.0 172.5 207.0 356.5 172.5 172.5 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK ReactionsII @ Left End DL lbs 352.50 910.00 306.25 818.40 700.00 350.00 490.00 LL lbs 450.00 1,251.25 245.00 1,513.60 1,050.00 525.00 735.00 Max.DL+LL lbs 802.50 2,161.25 551.25 2,332.00 1,750.00 875.00 1,225.00 @ Right End DL lbs 352.50 910.00 306.25 1,709.60 700.00 350.00 490.00 LL lbs 450.00 1,251.25 245.00 2,998.40 1,050.00 525.00 735.00 Max.DL+LL lbs 802.50 2,161.25 551.25 4,708.00 1,750.00 875.00 1,225.00 [Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.003 -0.014 -0.003 -0.003 -0.032 -0.002 -0.008 UDefl Ratio 10,410.6 2,962.8 12,641.2 9,677.0 1,887.3 15,098.3 5,502.3 Center LL Defl in -0.004 -0.019 -0.003 -0.005 -0.048 -0.003 -0.011 UDefl Ratio 8,155.0 2,154.8 15,801.5 5,497.3 1,258.2 10,065.6 3,668.2 Center Total Defl in -0.008 -0.034 -0.006 -0.009 -0.079 -0.005 -0.019 Location ft 1.500 1.750 1.750 1.360 2.500 1.250 1.750 UDefl Ratio 4,572.9 1,247.5 7,022.9 3,505.8 754.9 6,039.3 2,200.9 Title: PLAN 2613 Job#14189 Dsgnr: TRE Date: 4:34PM, 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 14169_Plan_2613.ecw:Floor Framing 1 _(c)1983-2003 ENERCALC Engineering Software Description 2613A FLR FRMG 3 OF 3 Timber Member Information U B.a15 B.a16 B.a17 Timber Section 2-2x8 2-2x8 4x8 Beam Width in 3.000 3.000 3.500 Beam Depth in 7.250 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 Timber Grade Hem Fr,No.2 Hem Fr,No.2 Douglas Fr- Hem Fir,No.2 Larch,No.2 Fb-Basic Allow psi 850.0 850.0 900.0 Fv-Basic Allow psi 150.0 150.0 180.0 Elastic Modulus ksi 1,300.0 1,300.0 1,600.0 Load Duration Factor 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Repetitive Status No No No ` Center Span Data Span ft 4.50 4.00 9.00 Dead Load #/ft 15.00 Live Load #/ft 40.00 Dead Load #/ft 310.00 60.00 75.00 Live Load #/ft 350.00 100.00 125.00 Start ft End ft Results Ratio= 0.7045 0.1246 0.5890 0 Mmax @ Center in-k 21.72 3.84 24.30 @ X= ft 2.25 2.00 4.50 fb:Actual psi 826.4 146.1 792.5 Fb:Allowable psi 1,173.0 1,173.0 1,345.5 Bending OK Bending OK Bending OK fv:Actual psi 81.7 15.5 46.4 Fv:Allowable psi 172.5 172.5 207.0 Shear OK Shear OK Shear OK Reactions r @ Left End DL lbs 731.25 120.00 337.50 LL lbs 877.50 200.00 562.50 Max.DL+LL lbs 1,608.75 320.00 900.00 @ Right End DL lbs 731.25 120.00 337.50 LL lbs 877.50 200.00 562.50 Max.DL+LL lbs 1,608.75 320.00 900.00 II_Deflections Ratio OK Deflection OK Deflection OK Center DL Defl in -0.024 -0.003 -0.062 UDefl Ratio 2,230.4 17,201.9 1,734.8 Center LL Defl in -0.029 -0.005 -0.104 UDefi Ratio 1,858.7 10,321.1 1,040.9 Center Total Defl in -0.053 -0.007 -0.166 Location ft 2.250 2.000 4.500 UDefi Ratio 1,013.8 6,450.7 650.5 Title: PLAN 2613 Job#14189 Dsgnr: TRE Date: 4:35PM, 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 , _(c)1983-2003 ENERCALC Engineering Software 14189_Plan_2613.ecw:CRAWLSPACE FRAMING Description 2613 ABCD CRAWLSPACE FRAMING Timber Member Information TYP BEAM Timber Section 4x8 Beam Width in 3.500 Beam Depth in 7.250 Le:Unbraced Length ft 0.00 Timber Grade Douglas Fir- Lardi,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 enter Span Data Span ft 5.75 Dead Load MI 195.00 • Live Load #/ft 520.00 I Results Ratio= 0.9884 Mmax @ Center in-k 35.46 t @ X= ft 2.87 fb:Actual psi 1,156.5 Fb:Allowable psi 1,170.0 Bending OK fv:Actual psi 96.2 Fv:Allowable psi 180.0 Shear OK Reactions @ Left End DL lbs 560.62 LL lbs 1,495.00 Max.DL+LL lbs 2,055.62 @ Right End DL lbs 560.62 LL lbs 1,495.00 Max.DL+LL lbs 2,055.62 Deflections Ratio OK Center DL Defl in -0.027 UDefl Ratio 2,558.5 Center LL Deft 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 • 1 _ I Code ' Code Code Suggest Suggest Suggest Lpick Lpick Lpick I Lpick_ ( ti - ' S.a LL - demax -- -- 246 deed- 0 L dead--1 TL deft. LL d •s1El L tb L Iv L TL240 L LL360 L max TL deft. LL deft. L TL360 L LL480 L max TL def!.TL dell.LL def!.LL dell. ---deed----deed--*----deed-- - Joist b d S•a., LL DL M max V maxI ratio size8•rade width in. death in. in. •s ft-lbs (.Si( ft. ft. ft. 1 ft. I (ft.) in. in. ft. ft. (ft.) (in.) ratio (M.) 9.5"TJI 110 1.75[ 9,5 19 2j 40 15y_ 2380 12201- 1.40E+08 14.711__ 27.73 15 23 14.80 14.71 f 0 66 0.48' 13.31 13.45 13.31 0.44 360 0.32 495 1 - 9.5""TJI 1101 1.75 9.5 16 40 15 2380 1220! 1.40E+08 16.11 33.27 16.191 15.73 15.73 0.721 0.52 14.14 14.29 14.14 0.471 360 0.34 495 9.5"TJI 110; 1.75 9.5® 40 151 2380 12201 1.40E+08 18.61 44.36 17.82' 17.31 17.31 0.79 0.58 15.57 15.73 15.57 0.52) 360 0.38 _,..._495 ._- -- TJI -- , 1.40E+08 20 80 55 45 19.19 18:64 . 18.641, 0.85_ 0.62 16.77 16.94 16.77 0 56' 360 0.41 495 95 � 1.75 _ 9.5 9_6.6 40_ __15_ _ 2380 1220 L - 9.5"TJI 110 1.751 9.5; 19.21 40 10 2500 1220 1.57E+08 15.81 30.50 16.341 15.371 15.3710.641 0.511 14.27 13.97 13 97 0.44 384 0.351 480 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 . i 484 0.46 384 0.37 480' 9.5"TJI 1101 1.75 9.51. 121, 40 10 2500 12201 1.57E+08 20.00 48_80 19.111 17.981_ 17_98! 0.75 0.601. 16.69 16.34 16.34 0.51 384 0.41 1 480 9.5"TJI 1101 1.75 9,51 9.61 40 10 2500 12207. 1.57E+08 22.36 61.00 20.581 19.371 19.371 0.81�. 17.60 17.60 0.55 384 0.44( 480 I ��- �� i 9.5"TJI 210, 2.0625 9.5 19.21 40 101 3000 1330; 1.87E+08 17.32 33.25 17.321 16.30 16.30 0.68 0.54 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 19.061_ 19 06 0 79 1 0 64 17 70 17 32 17 32 0.541 38.4 0 43 480 9.5"TJI 210 2.06251 9.5 12 40 101 3000 1330 1.87E+08 21.911 53.20 20.26;1_ i __--._--_i -- ---TJI 62 9• 9. 40 00 1. 9 5" 2101 2.0625 9.51 9.61 101 3000 1330 1.87E+08 24.491 66.50 21.82 20.531 20.53 0.86 0.681 i 19.06 18.66 18.66 0.581 384 0.47 4801 9.5"TJI 2301 2.31251 9.51 19.2. 40 101 •3330 1330 2.06E+08 18.251 33.25 17.89 16.831 16.83 0.70; 0.56 ; 15.63 15.29 15.29 0.48; 384 0.38 480 9.5"TJI 230 2.3125 9.5 16 40 10. 3330 1330 206E+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 2.3125 9.5' 12 40 101 3330 13301 2.06E+08 23.081 53.20 20.921 19.691 19.69 0.82 0.661 18.28 17.89 17.89 0.56 384 0.451,.........480 9.5"TJI 230; 2.3125 9.5 9.6 40 101 3330 1330. 2.06E+08 25.81 66.50 22.54: 21.21 21.211 0.88 0.711 19.69 19.27 19.27 0.601 384 0.48 480 ----1--- -- -----'deed deed-- -+1-- deed --- --- --- deed- -- -- 0 11,875"TJI 110;- 1.75 11.8787 4 5 19.2 40 101, 3160 1560 2.67E+08 17.781 39.00 19.50: 18.35; 17.78 0.671 0.54 I 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 1 19.47 46.80 20.72 19.50 19.47 0.81 0.65 18.10 17.72 17.72 0.55 384 0.44 480 11.875"TJI 110' 1.75 11.8751 12 40 101 3160 15601 2.67E+08 22.49' 62.40 22.81: 21.46 21.461 0.891 0.72 19.93 19.50 19.50 0.611 384 0.49 480 11.875"TJI 110 1.75 11.8751 9.6' 40 10 3160 15601 2.67E+08 25.14 78.00 24.57: 23.12 23.121 0.96 0.771 21.46 21.01 21.01 0:661 384 0.53 480 deed--- - 'deed deed deed -r- deed- ----- ----� I deed- -- deed- 1- 11.875' - - -- deed- -- --1 75 1-� - 4 - 11 875"TJI 2107 2.0625 11.8751 19.21 40 10; 3795 1655 3.15E+08 19.481 41.38 20.61 19.39 19.39 0.81 0.65; 1 18.00 17.62 17.62 0.551 384 0.44 480 11.875"TJI 210 2.0625 11.875 16 40 10 37951 1655 3.15E+08 `21.34 49.65 21.90 20.61 20.61 0.86 0.69 19.13 18.72 18.72 0.59 384 0.47 480 11.875"TJI 210 2 0625 11.8751 12 40 101 3795 1655,._3.15E+08_ 24.64 66.20 24.10.1. 22 681 22.681. 0.951 0.76_121.05 20.61 20.61 0.641. 384 0521 480 1 deed- �---deed-- -deed- deed-- deed -,deed-deed-- ----deed-- deed-- deed -deed-- � 11.875'TJI2101 2.0625 11.8751 9.61 40 101 3795 1655 3.15E+08 27.55, 82.75 25.96 24.43 24.43 1.021 0.81: 22.20 22.20' 0.69 384 0.55 480 I11 ...... 11.875"TJI 2301 2.31251 11.8751 19.2; 40 10 4215 1655 3.47E+08 20.531 41.38 21.281 20.031 20.03 0.83; 0.67 1 18.59 18.20 18.2_,0 0.571 384 0.45 480 11.875"TJI 230 2.3125 11.875 16 t 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 '19.34. 0.60' 384 0.48 480 11.875"TJI 230 2.3125__-11.8751121 40 101_ _4215 1655'4...3.47E+08 25.971 __66.20 24.89' 23.421 23.42' 0.98L__ 0.78 1 21_74 21.28 21.28 0671 _384 0.531 480 ideed- i -,.- 11.875"TJI 230 2.31251 11.875 9.61 40 101 4215 1655 3 47E+08 ,_29 03 82.75 ___ 25.23r 1.05 0.84 23.42 22.93 22.93 ._.0 72 384 0.57, 480 I. 1 -�� I 1 I ' 11.875"RFPI 4001 2.0625 11.8751 19.21 40 10 4315 1480 3.30E+08 20.771 37.00 20.93, 19.691 19.69 0.82, 0.661 18.28 17.89 17.89 0.56: 384 0.451 480 11.875"RFPI 400 2.0625 11.875 16 40 10 4315 1480 3.30E+08 22.76 44.40 22.24 20.93 20.93 0:87 0.70 19,43 19.01 19 01 0.59 384 0,48 480 ' 3.30E+08 26.281 59.20 24.48; 23.031 23.03, 0.961 0.771 21.38 20.93 20.93 0.651 384.1.......0 521 480 11.875"RFPI 4001 2.0625 11.875 12� 40 101 4315 1480; } 11.875"RFPI 4001 2.0625 11.8751 9.6, 40 101 4315 14801 3.30E+08 29.381 74.001 26.371 24.81; 24.811 1.031 0.831 . 23.031 22.54 22.54 0.701 384 0.561 480 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 Bucklin•Factor D+L+S 111111111 111111111•11111 0.80 Constant)> Section 3.7.1.5 1.111.111111=1. - 1111 �__ 0.30 Constant > Section 3.7.1.5--_-_ 1111111== Cf Cr MEI Mil Cf Fc NM 1997 NDS Cb Section 2.3.10 ----Bendin• Com•.L L L'a__ ECIMINIEIMEN3111111•1111M511111•1111111111111111111•11111=1111111 NDS 30 Fla du Cd (o actor factor use PIM" Stud Grad: Vert.Load Hoc Load =1.0 Load C Flat Cd Fb Cd(Fc) Cf Cf Cr �Fc perp E Fc -®®® 1�� •I Fb Fc • perp ib/ H-F Stud 1.5 ®N 7.7083 26.4 1730 0 0.9916 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200000 854 •506® 515.42 441.22 439.37 1.00 0.00 Fb 1 f 0.000 H-F Stud 1.5 9 30.9 1340 0 0.9968 1993.4- 1.00_ 1.15 1.1 1.05 1.15 675 405 800 1.200,000 854 506 378.09 340.90 340.32 1.00 0.00 0.000 H-F Stud 1.5 ® �� 2657.8 1.00 1.1 5 1.1 mo® 675 Tim 000 854 506 966 378.09 340.90 340.00 mu ®®� ]�� 0.9921 0.00 0.000 �� 1.00 1.15 1.05 1.15 675 405 800 1200,000 506 449.95 395.22 393.85 1.00 0.00 0.000 ®®®�� 0.9953 2657.8 1.00 151. ®1.05 1.15 675 405 800 1200000 506 449.95 395.22 39429 1.00 0.00 0.000 g®®Qma ]mummgo 0.9921 3986.7 1.00 1.15 1.05®W 405 800 1,200,000 506 Ili 449.95 395.22 393.65 1.00 0.00 0.000 -_______ EGEMM®®iCaF6IIIDE �� 0.9952 2020-� 1.15 pit®sszmna®1,200,000®[fRW�i 3 1 I 0.00 0.000 SPF Stud ®®m�� 0.9944 2061.8 1.00 1.1s ®®' 1.15 ®�] �i-, �� 0.00 0.000 SPF Stud ®®®�®r'-��' 0.9944 1.00 1.15 ®IM 1.15®�®1,200,000 EGIIEEII®®�t� ®�' 0.9957 2091.8 1.00 1.15 Ku 1.15 875 1,200,000 854 1•o rr ®®®® 0.00 0.000 0-00 0.000 SPF Stud ®®n 8.25 28.3_2030 0 0.9925 2789.1 1.00 1.15 1 1 1.05 1_15 675 425 1200,000 854 87® 44®®®® 0.00 0.000 SPF Stud 8.25 28.3 3050 0 0.9957 4183.6 1.00 1.15 1.1 1.05 1.15 675 425 _ ______-_-- ®1,200,000 854 875.438 449.95 388.13 387.30 1.00 0.00 0.000 �im®®��' ®�' mem 1.15 _�� _-_---_�- •' ®®�� ®�i IK ®® 1.15 �� i"n 1,300,000 1,271 506 1644.5 1378.83 1031.58 506.18 0.60 0.00 0.000 �®��®�' 0.2858 rn�' 1.15 850 ��1,300,000 1,271 506 1644.5 1011.45 837.57 506.18 0.80 0.00 0.000 ® � a 1.15 850 �la 1,300,000®®''M 'M'M 566.18®' 0.00 0.000 SPF#2 1.5 ®NEXIMIENIIIIIIIIIIMICIIIICEEMI ° 1.00 1_15 ®1.10 1.15 111XI �i 1,400.000 1111110•11EIMMILUICEMIUMEIMIEE111111IS 0.00 0 000 lam EIRECialIMEIMMION SPF#2 1.5 ®�� 18.0 3287.1 1.00 1:15 1.10 1.15 ��' 1,400,000 ® ®l'' 0.00 0.000 �� 3287.1 1.00' 1.15 a � 170 - 1.15 zawsze®' 1,400000Nui•�.® 1296.30mozommaim 0.00 0.000 INIIIIIIN111111111•11•111111111111111111MINIIIIMIIIMINIIINIIIMMIIIN _1111111111111___ --111111•11111•11111•--= SPF Stud 1.5 �m® 50.0 545 0 0.9913 2091.8 1.15 1 200.000 875.438 139.02 138.41 1.00 0.00 0.000 magi 1.5 ®0 ]� ' •' 0.9917 �1.00 - 5 ��®®®® ... H-F#2 1.5 5.5 16 19 41.5 1360 0 0.9969 31® 1.00 1.15 1.3 ®®®® 1300 1,300,000 1,278®11644.5 2®®®® 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 Desi.n Bucklin.Factor D+L+W c 0.80(Constant > Section 3.7.1.5 --Cr -®�- �� - Cf b Cf Fc E.. NDS MIN KcE 0.30(Constant)> Section 3.7.1.5� ..__-..____-_.___.... Cd Fb Cb Cd Fc E..3.7-1 I 1111 Cb arias Section 2.3.10 Bendion Com•. __ ®® ®© NDS 3.9.2 Max.Wal duration duration tactor factor � �Vert.Load Hor.Load >1.0 Load C,Plat:Cd Cd Fc Cf Cf E Fb' Fc.er., Fc fc fb/ fmourammuncsisimmimmaimmimmilwas®®mFbI7EM:11111111MIit %00 ®pm®�� 1,200,000�� EE3 _ Gam®®mom ® 0.9942 _� 1.00 ®�� 800 1,200,000 ® �� 0.665 ®®®��IIIIIMM 0.8988 1.00 �®' ®� 1,200,000�� 0.65 335.64 ' ®® MMIOIEL1111111103111111111M 0.9943ld15 N• ®®' ® NI311,200,000 11111111:3 11123 t.XE0.84 361.37 H-F Stud 1.5 H-F Stud 15 ®B 8.25 28.3 2355 8.13 0.9981 3986.7 8.25 28 3 1425 8.13 0.9974 2657. 1.60 1.00 111 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 1.60_ 1 00 1.05 1.5 675 405 800 1.200 000 1,366 506 840 449.95 384.87 299.05 0.78 180.69 0.394 SPF Stud 1.5 ®ri 7.70831M 1060 9.71 0.9971 2091.8 1.60 1.00 1111 1.05®11111111®1,200,000 ® '®ini 415.53 269.21 INN 0.577 SPF Stud 1.5 3.5 16 9 30.9 700 8.46 0.9115 2091.8 1.60 1.00 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 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 378.09 328.30 214.29 0.85 335.64 0.567 SPF Stud 1.5 3.5 16 8.25 28.3 960 8.13 0.9970 2091.8 1.80 1.00 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 449.95 376.35 243.81 0.65 361.37 0.577 SPF Stud 1.5 3_5 12 8.25 28.3 1405 8.13 0.9952 2789.1 1.60. 1.00 1_05 1.15 675 425 725 1,200000 1,366 531 761_25 449.95 376.35 267.62_ 0.71 271.03 0.490 SPF Stud 1.5 3.5 �� 2320 8.13 0.9958 4183.6 1.60 1..00 1.05 1.15 675 425 725 1,200,000 1,386 531 761.25 449.95 376.35 294.60 0.78 180.69 0.383 H-F#2 1.5 7.7083 16.8 3132 9.71 0.3909 3132.4 1.60 1.00 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 1378.83 989.91 506.18 0.52 152.58 0.119 H-F#2 1,5 Hun9 19.6 3132 8.48 0.5743 3132.4 1.60 1.00 ®1.10 1.15 850 405 1300 ;,3 00004®®®10®® 058 506.18 0.6318 1 0.178 ®®��''. ®� ' 1.00 ®®'® r.'I®" ®®m MILIMEFS 1.00 ®MILI® IMMI±;400,000 ®NMEN11ZJ 940.30®11111313fF NINICHEI SPF#2 ® 5.5 ms]� 0.6033 1.00 ®�®�� ' 1.400,000 ®�Q'�-''� 808.08® 0.66I 0.169 ®�®��1,400,000 2,093®M 1296.30 884.69 531.23 0.601iii 0118 SPF#2 ® 5,5 �� 18.0 3287 8.13 0.4790 3287.1 1.80 1.00 _��_---- ��____... __-___- 1,200,000 138.14 17.78 0.13 0.979 SPF Stud 1.5 1111111111150.0 70 8.46 0.9957 2091.8 1.60 ell 1'05 11111111111/11 ® ®® .• 1.5 ®amminsm 660 mill 0.9941 3287.1 1.60 1.00 ®®'® EESIMal 1.400,000liffEEI®MEM®' '�'' 927.02 0.786 H-F#2 1.5 5.5 16 19 41.5 600 9.71 0.9921 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 226.94 219.02 96.97 0.44 927.02 0.798 Page 1 • D+L+W+,5S CT#14189-Betahny Creek Falls 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 Bucldin7 Factor D+L+W+S/2 c 0.80(Constant)> Sectlon 3.7.1.5C"-- KcE 0.30 Constant > Section 3.7.1.5 --- ------ Cb (Varies) > Section 2.3.10 Cf(Fb) Cf(Fc) 1997 NDS Bending Comp. Size Size Rep. Cd(Fb) Cb Cd Fc] Eq.3.7-1 I NDS 3.9.2 Max.Wall duration duration factor factor use Stud Grade Width Depth Spadni Height Le/d Vert.Load Hor.Load <-1.0 Load g Plat Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc•er• Fc E Fb' Fc•=r•' Fc• Fce F'c _ fc fc/F'c lb lb/ In. in. in. ft. plf psf 1 •if Fb Fc •sl •. psi psi psi psi psi psi psi •si •sl Fb'•1-fc/Fce • H-F Stud 1.5 3.5 16 7.7083 26.4 1095 9.71 0.9882 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 508 966 515.42 441.22 278.10 0.63 376.78 0.599 H-F Stud 1.5 3.5 16 9 30.9 765 8.46 0.9986 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,368 506 966 378.09 340.90 194.29 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 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 250.16 0.63 361.37 0.596 H-F Stud 1.5 3.5 12 8.25 28.3 1445 8.13 0.9959 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95275.24 0.70 271.03 0.511 H-F Stud 1.5 3.5 8 8.25 28.3 2390 8.13 0.9960 3986.7 1.60 , 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 508 395.22 303.49 0.77 180.69 0.406 SPF Stud 1.5 3.5 16 7.7083 26.4 1080 9.71 0.9935 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 515.42 431.52 274.29 0.64 376.78 0.589 SPF Stud 1.5 3.5 16 9 30.9 760 8.46 0.9988 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 193.02 0.57 447.52 0.689 SPF Stud 1.5 3.5 12 9 30.9 1140 8.46 0.9944 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 217.14 0.65 335.64 0.577 SPF Stud 1.5 3.5 16 8.25 28.3 975 8.13 0.9952 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 247.62 0.64 361.37 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 1.5 3.5 8 8.25 28.3 2360 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 0.77 180.69 0.396 H-F#2 1.5 5.5 16 7.7083 16.8 3132 9.71 0.3593 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.58 506.18 0.49 152.58 0.119 H-F#2 1.5 5.5 16 9 19.8 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 1644.5 1011.45 837.57 506.18 0.60 181.23 0.178 H-F#2 1.5 5.5 16 8.25 18.0 3132 8.13 0.4100 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 1644.5 1203.70 946.77 506.18 0.53 148.34 0.124 SPF#2 1.5 5.5 16 7.7083 16.8 3287 9.71 0.3872 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 152.58 0.114 SPF#2 1.5 5.5 16 9 19.6 3287 8.46 0.5595 _ 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1089.25 850.16 531.23 0.62 181.23 0.169 SPF#2 1.5 5.5 16 8.25 18.0 3287 8.13 0.4342 3287.1 .1.80 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1296.30 945.38 531.23 0.56 146.34 0.118 SPF Stud 1.5 3.5 18 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###N## 0.979 SPF#2 1.5 5.5 16 19 41.5 660 9.71 0.9914 3287.1 1.60 _1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 106.67 0.45 927.02 0.786 FI-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/AF&PA NDS-1997 SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 _ _�Desi.n Buckling Factor _- ��__=�IIIII I� = �_0 80(Constant > Section 3.7.1.5............ l'Ji17Jl 1997 NDS_�� 0.30 Constant > Section 3.7.1.5 111111111.1111111111111.111111.11.1.111111.1 ��_ MEMIll Section 2.3.10 ----Benda). Com,LLLMININIIIMIMI '�M�Q®-�� ______-- L. [�1®. duratlo -�• �� _ �___-_�� Stud Grade Width Depth Spacin.Height iii Vert.Load Hor.Load <=1.0 Load Plat=��E ��Fc perp Fc E Pb' Fc perp'��® Poi in. In. in. ft. •If •f If I 800 1,200,000 15366��_ r"' ®' 188.39 ��_®� �®� 0.9935 �� 1.60 1.15 ®�®I'L�II:'� 966 ��' •• __®�� 1.60 _I.15 ®� 15 5 1,200,000 340.90 262.66�I t EEIIIIIIIIIIMUI _®® �®r''�� 0.9976 1.60____ 1.15 ®�1.15 800 1,200,000��6 '''''' 180.69 0.406 0.9960 1 60___..1.15 111111/331.15�� 1,200,000 1111E1111111101966��MM��' 1 _®� �A 4 NIENIII1.60 1..15 ®�®�� 1,200,000 � � 320.00 ® *!I _®®®�� 1680 0.9990 0.9999 3986.7 III311.15 ®1131®1133111 200,000 9661112MMEIESIEEENEIDIELEIMIIIIM SPF Stud 1.5 ®M 7.7083 1315 4.855 0.9907 2091.8 MN 1.15 11 1.05®� 425 ®1,200,000®�� 431.52 333.97 0.77 0.392 1.5 ®m��'''�� 0.9970 1.601_15 6 1.05®lapi 425 ®1 200,coo IMECEIMIEM 875.438 _ ®' 223.76 0.466 SPF Stud 1.5 ®®� 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®875.438 378.09 336.17 260.95 0.78 167.82 0.396 SPF Stud 1.5 28.3 1180 4.085 0.9922 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 875.438 449.95 388.13 299.68 0.77 180.69 0.396 SPF Stud 1.5 ® a�'] 1660 0.9973 2789.1 1.60 115 1.1 1.05 1.15��®1,200,000 1,366®875.438 449.95 388.13��135.51 0.334 SPF Stud 1.5 ®�� 2630 4.065 0.9969 4183.6 1.60 1.15 1.1 11.15 111111111111,200,000 1,366®875.438 449.95 388.13 333.97 0.86 90.34 0.257 H-F#2 ®® . 7.7083 16.8 3132 4.855 0.3001 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1300,000 2,033 506 1644.5 1378.83 1031.58 506.18 0.49 76.29 0.059 H-F#2 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 1011.45 837.57 506.18 0.60 90.61 0.089 __®MINILIIIIIIIII®MM '�'OIMM1.15 ® E IE 1,300,000�mo �_ 506.18 ® 0.062 _�----�� -_____ ----_IIIIIIIII__MIIIIIII _ ®m�r, �� 1.60 1.15 ®1.10 1.15��1,400,000 ®�' r� 850.16®1111221 1 0.057 _�®m��I�i.�i 1.60 .__1.15 ®1.10 1.15��ipo0,0o0®r'- ®Q,�INIIIIIII13110111101111MIKEIMEISMILICIIIIIIIIEIMINIKE1.60 1.15 ®®'®IMILEIN�' 1,400,000 511 ®Q:=1151EDIK.�'®KEI® IIMM ______IIIMINIIMIIIIMIIIMIIMINNI _____ �--- �._ .�...�..�......�..�... C_.......I...-_ M_®m��0®� 0.9959 MIKE 1 200 050 ® i��33SEE ] ______MIIIIIMIIIIMIIIIMIIIIIIIIIIIIIIIMIIIIIIIIII _____-1.400,000-®--_® ® IIIIIIIIIIIIIIIIMIIIIINIIII SPF#2 ®®mmu�� 0.9925 ��®IM® �� MIMI 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+S+El1.4 c 0.80(Constant)> Section 3.7.1.5 KcECb --- •0.30(Constant > Section- 3.7,1.5 _ am 7 Bendin Comp Size Size Rep. Cf(Fb) Cf(Fc) 11997 NDS P Cd(Fb) Cb j Cd(Fc) Eq.3.7-1 - NDS 3.9.2 Max.Wall duration duration factor factor use Stud Grade Width De•th S•acini_,Hei•ht Le/d Vert.Load Hor.Load c.1.0 Load @ Plat=Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc in. in. in, ft. .11 f •Iferp Fc E Fb' Fc perp' Fc' Fce F'c fc fc/F'c fb Po/ H-F Stud 1.5 i3.5n. 16 7.70835. 26.4 1415 f3 0.9983 (Pb)(Fb (Fc) psi j psi psi psi psi psi psi psi 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 515.42 P psi pal psi Fb'•(1-fc/Fc3) 1.22 359.37 0.81 138.53 0.335 H-F Stud 1.5 3.5 16 9 30.9 1010 3.57 0.9960 1.60 1.15 1.1 1.05 1.15 875 405 800 1,200,00 1,366 506 966 378.09 �O.BO 256.51 0.75 188.85 0.430 H-F Stud 1.5 3.5 12 9 30.9 1420 3.57 0.9937 2657.8 1.60 1.15 1.1 1A5 1.15 675 405 800 1,200,000 1,366 506 966 378.09j 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 f1.05 l 1.15 675 405 1,200,000 1,366 506 966 449.95 395.22 311.11 0.79 158.68 0.376 H-F Stud 1.5 t 3.5 12 8.25 28.3 1710 3.57 0.9947 2657.8 1.60 1.1 e 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 3988.7 1.60 1.15 1.1 1.05 L1.15 675 405 800 1,200,000 1,388 506 986 449.95 395.22 342.86 0.87 79.34 0.244 SPF Stud 1.5 3.5 16 7.7083 26.4 1395 3.57 0.9984 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,368 531 875.438 515.42 431.52 354.29 0.82 138.53 0.324 SPF Stud 1.5 3.5 16 9 30.9 1000 3.57 0.9918 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 253.97 0.76 188.85 0.421 SPF Stud 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 1,366 531 875.438 378.091 336.17 268.57 0.80 141.63 0.358 SPF Stud 1.5 3.5 16 8.25 28.3 1210 3.57 0.9932 2091.8 1.60 _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 0.79 158.68 0.366 OFF 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 1.15675 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 2670 3.57 0.9987 4183.6 1.60 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1,366 531 875.438 449.95 388.13 339.05 0.87 79.34 0.236 H-F#2 1.5 5.5 16 7.7083 16.8 3132 3.57 0.2844 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.58 506.18 0.49 56.10 0.044 MEM 1.5 j 5.5 16 9 19.6 3132 3.57 0.4405 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1011.45 837.57 506.18 0.60 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 1.31.15 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 948.77 508.18 0.53 64.26 0.055 SPF#2 1.5 5.5 16 7.7083 16.8 3287 3.57 0.3154 3287.1 1.80 1.15 1.3 ®' 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 9 PF#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 I 425 1150 1,400,000 2,093 531 1454.75 10689,25 650.16 531.23 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 1.15 875 425 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 1.601_.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 1.60 115 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 tliekervan St. CT ENGINEERING Suite 302 7 Seattle.WA •14 fr / * 98109 i - . / Project- i-- .... 13ate-' / . PAX : Menu Page?iamb= (206)236-0418 . FuLs.. eivt)(40-115 itla 305- WM.L. 140/4 (41,176) 305. 4, - 2e1,10 0 ," IV , >- .0 i ‘) V----- -- # 40..... # Lott giVaf-ii)-f-1003 vs.- V* . 181 sti -40. el , ...., . 437 , 4 '. „0, e 0, C, • --AI .- .e-0...., ? , . , . ....... ; , 1J4 1 . . i ___ stn,st.„.1 Engineers E N G I N E E R I N G 180 Nicterson St. N C. 1-3 Suite 3,12 Seattle,WA ProfeniT' fin+: it " 98103 Date:-_ {206} 28S-9512 FAX:Client: vi I ( p� 'tt. - •Page Number (206)285-0618 e 3 mow 'moo: G -� cf.-piss4.= £- ) iptrot G - „ S'-re)ti /a5 �. S ,.. -t".2 tE f1.�4 ti:F- �. ?' � : 42 11,5 ` WL� 1-, - ' c : `i`t 1 h,` `f,a, = ?�`' = 1 . ..fir. gg�� /6 '. mak) rt ' ` S (3)2 (Z '9 P Y f" ' n c. Vii- - . 141a :664: . = '°]- 4i 7 µ I , . J11 : t 4 � t w _ n .i5iz,. w ` t " � � 1 B Structural Engineers " 180 Nickerson St. C T ENGINEERING • Suite 302 Seattle,WA INC. �yP 98109 Projec 1 1.-1—. g45 ®o` Date: Oil op • (206)285-4512 ��y ` , ,N,v FAX: Client: 2012 /�/I �'8 ��V`vs T v Page Number: (206)285-0618 fit, �.,( tV�' ,iii -PL, 3Tr-.: .$ P l l7 j 4J fit, � tea- ; sem ` !# ::: •;:n I 2-.'?"- : , ,,,, , •,, ",, e • ; : : ' i : ; : . , : :,,1‹S"—. ,, :. ; ...'. ;., ;, ! • ', . ., .., qv lo6S 11- 6 : 1Z . r ' - ' - : ' t--;-:( :40--1, ' ; ; ; 12-5T-tvwg e x d �F 1 t 77, q CO . t. Lli X . _-_ 4 . . r rF • bit, IL.P,.::4, •,n l 1. t r jel' ': ', ; . 1 . : . . .: ."9-,..)c4F.-14-14D5441=-- ': . � - -_ f 12 "' IA ftsk s , ltd t ' WI 0512._ `' 2X4 i ;. , • , , �y.+ Structural Engineers �^ r d SOF4S 4-,3.6,4 3 16 Design Maps Summary Report Page 1 of 1 USGS 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 • 0 e el on `,. -Pcsi i ? mev.wt A44 twaukie d - cLi N s 0di9g C t harp i € / za 1�A`� 1 1 4 e USGS-Provided Output S5 = 0.972 g Sr,s = 1.080 g SDs = 0.720 g Ss = 0.423 g Sri = 0.667 g SDi = 0.445 g For information on how the SS and S1 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. MCEA Response Spectrum DesignResponseSpectrum 0 1.14? 0.00' 0,72 0.920,.4+4 0,7"8 0. s 0. 0.4# 0.ss t a08.40 0.44 0.32 0. 0.24 0.22 0 S$ 011 0 02 0. 0,00 0.00 0.2 040 O * 0.40 1.00 1.20 1.40 1..00 1._20 2.180 0.00 0.20 0.40 0.40 0.00 1.00 1.20 140 1.50 1.00 2.00 PefiOdo T(g ) 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#14253: Plan 2613 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 11.4.21 Ch.20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec.Spectral Response Ss= 1.10 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec.Spectral Response Si= 0.50 Figure 1613.3.1(2) Figure 22-2 Latitude= Varies N Longitude= Varies W http://earthq uake.usgs.gov/research/hazmaps/ http://geohazards.usgs.qov/designmaps/us/application.php 6. Site Coefficient(short period) Fa= 1.06 Figure 1613.3.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.50 Figure 1613.3.3(2) Table 11.4-2 SMS=Fa*Ss SMS= 1.17 EQ 16-37 EQ 11.4-1 SM,=F„*Si SMI= 0.75 EQ 16-38 EQ 11.4-2 SDs=2/3*SMs Sips= 0.78 EQ 16-39 EQ 11.4-3 SD1=2/3*SMi 5D1= 0.50 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 C)0= 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#14253:Plan 2613 Sips= 0.78 h„ = 18.00(ft) SD,= 0.50 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= 0.50 k= 1'ASCE 7-05(Section 12.8.3) Ti.= 6 ASCE 7-05(Section 11.4.5:Figure 22-15) Cs=SDs/(R/IE) 0.120 W ASCE 7-05(EQ 12.8-2) Cs=SDI/(T*(R/IE)) (for T<TL) 0.440 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(SDI*11)/(T2*(RITE)) (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)/(RITE) 0.038 W ASCE 7-05(EQ 12.8-6)(MIN.if Si>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.120 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-10 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) C,,x = DIAPHR. Story Elevation Height AREA DL w; w; *h,k wx *hxk DESIGN SUM LEVEL Height (ft) h; (ft) (sqft) (ksf) (kips) (kips) Ew; *h;k Vi DESIGN Vi Roof - 18.00 18.00 '1280 0.022 28.16 506.9 0.58 3.21 3.21 2nd 8.00 10.00 10.00 1310 0.028 36.68 366.8 0.42 233 5.54 1st(base) 10.00 0.00 SUM= 64.8 873.7 1.00 5.54 E=V= 7.75(LRFD) E/1.4= 5.54(ASD) DIAPHRAGM FORCES PER ASCE 7-10 SECTION 12.10.1.1 (EQ 12.10-1) Design FPx = DIAPHR. F1 E F; w, E w; FPx = EF;=wo, 0.4*SDs*IE*Wp 0.2*SDs*IE*Wp LEVEL (kips) (kips) (kips) (kips) (kips) Ew1 FPx Max. FPx Min. Roof 3.21 3.21 28.2 28.2 4.38 3.21 8.76 4.38 2nd 2.33 5.54 36.7 64.8 5.70 3.13 11.41 5.70 1st(base) 0.00 0.00 0.0 64.8 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#14253:Plan 2613 NS 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 56.0 ft. V u/t. Wind Speed 3 sea Gast= 120 120mph Figure 1609 Fig. 26.5-1A thru C V asd. Wind Speed 3 sec.Gust=di 1� mph (EO 16-33) Exposure= B B Iw=', 1A 10 N/A N/A Roof Type= Gable Gable Ps3o A= 28.6 28.6'psf Figure 28.6-1 Ps3o B= 4.6 4.6 psf Figure 28.6-1 Ps30 C= 20.7 20.7 psf Figure 28.6-1 Pm D= 4.7 4,7 psf Figure 28.6-1 A= 1.00 1.00 Figure 28.6-1 Krt= 1.00 1.00 Section 26.8 windward/lee= IMO 1.00',(Single Family Home) A*Kn"I : 1 1 Ps=A*Kzt*I*Pe3o= (Eq.28.6-1) PsA= 28.60 28.60 psf (LRFD) (Eq.28.6-1) psB= 4.60 4.60 psf (LRFD) (Eq.28.6-1) psc= 20.70 20.70 psf (LRFD) (Eq.28.6-1) Ps D= 4.70 4.70 psf (LRFD) (Eq.28.6-1) Ps A and C average= 24.7 24.7 psf (LRFD) Ps B end D average= 4.7 4.7 psf (LRFD) a= 3 3 Figure 28.6-1 2a= 6 6 width-2*2a= 14 44 MAIN WIND-ASCE 7-10 CHAPTER 28 PART 2 Areas(N-S) Areas(E-W) (N-S) (E-W) Wind(N-S)(LRFD) Wind(E-W) (LRFD) width factor roof-> 1.00 100 0.89 0.89 16 psf mln. 16 psf min. width factor 2nd-> 1.00 0.89 wind(LRFD)wind(LRFD) DIAPHR. Story Elevation Height AA AB AC AD AA AB AC AD per 28.4.4 per 28.4.4 WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) Vi(N-S) V(N-S) Vi(E-VV) V(E-VV) 30.00 12.0 0 144 0 168 0 128.2 0 469.9 Roof 18.00 18.00 4.0 48 0 56 0 48 0 156.6 0 6.7 12.8 3.98 3.98 7.41 7.41 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 18.70 1st(base) 10.00 0.00 0.00 0 0.00 0.00 AF= 650 Ar= 1307 10.4 20.9 V(ns)= 9.68 V(e-w)= 18.70 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#14253:Plan 2613 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.) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM Wind DESIGN)(LRFD)SUM WindSUM (LRFD)SUMLEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(E-W) V(E-VV) Vi(N-S) V(N-S) Vi(E-VV) V(E-W) Roof - 18.00 18.00 0.00 0.00 0.00` 0.00 6.66 6.66 12.84 12,84 2nd 8.00 10.00 10.00 0,00 0.00 0.00 0.00 3.74 10.40 8.06 20.91 1st(base) 10.00 0.00 0.00 V(ns)= 0.00 V(e-w)= 0.00 V(ns)= 10.40 V(e-w)= 20.91 kips kips kips(LRFD) kips(LRFD) DESIGN WIND-Min./Part 2/Part 1 ASD Wind(NS)(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 12.84 12.84 5.16 5.16 9.95 9.95 2nd 10 0 0 3,74 10.40 8.06 20.91 2.90 8.06 6.25 16.19 1st(base) 0 0 0 V(n-s)= 10.40 V(e-w)= 20.91 V(ns)= 8.06 V(e-w)= 16.19 ki.s LRFD ki.s LRFD ki.s ASD ki.s 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#14253: Plan 2613 SHEATHING THICKNESS tsheathing= 7/16" NAIL SIZE nail size= 0.131"dia.X 2.5"long STUD SPECIES SPECIES= H-F or SPF SPECIFIC GRAVITY S.G.= 0.43 ANCOR BOLT DIAMETER Anc. Bolt dia.= 0.625 ASD F.O.S.= 2.0 SHEARWALL TYPE Table 4.3A Seismic Table 4.3A Wind 7/16"w/8d common v seismic V s allowable V wind V w allowable (15/32"values per (SDPWS-2008) modify per S.G. (SDPWS-2008) modify per S.G. footnote 2) (divide by 2.0 FOS) (divide by 2.0 FOS) (for ASD) (for ASD) I -- 0 1 0 1 P6TN 150 150 150 150 P6 520 242 730 339 P4 760 353 1065 495 P3 980 456 1370 637 P2 1280 595 1790 832 2P4 1520 707 2130 990 2P3 1960 911 2740 1274 2P2 2560 1190 3580 1665 N.G. 10000 4650 10000 4650 GYPSUM THICKNESS tsheathing= 1/2" NAIL SIZE nail size= 1 1/4"long No.6 Type S or W Response Modification Coef. R= 6.5 SHEARWALL TYPE Table 2306.4.7 Seismic Wind 1/2"w/1 1/4"screw V allowable V s allowable V w allowable Blocked (PER 2009 IBC) modify G7 125 R>2 not allowed R>2 not allowed G4 150 R>2 not allowed R>2 not allowed 2G7 250 R>2 not allowed R>2 not allowed 2G4 300 R>2 not allowed R>2 not allowed 2G4 300 150 0 0 T , ROOF BELOW -11 I I I , 4-0" 22'-0" e e 11.-0Y8" 1S-117/8" e o e •• S-11Y2" 7,-03ir 7.-036" 3-11Y2' , t .. 4. 1 e 0 I A 5-0 4-0 SL 5-0.4-0 SL A . . _______t________i______ r — 1 . . EGRESS - EGRESS _I Rear R23 INSt JUNLHAa FLOOR TED Bedroom 3 -'? Bedroom 2 .. - D•32 7 V 4.) 44 ,. 6.*''. GUARD RAIL W/6"HIGH Eii -.4. .y., „,/ 2x4 CURB AT BOTTOM- E4 1.• TOP AT+42"A.F.F. li 6-0.8IPASS .' 4 • 6-08IPASS I .4 i In • i ...1-' 11 S&P : : • • -_ 8'-7)1 3 2- 24"ER E )) 5' 0 II ,4 .-5;/21.W7B ath 0 I1113- -..: u.F.. & 1< o L_ SHOWER' InIx • \ •••—... (), 1'. 7 , 1 .J--5?--- MDF CAP T ex, E--e-ON • il SHELF ABOVE-- r,...1s4ER 1.--.1. ............................ S7 &P ± , - _ tr, /e. I In • • I .O.:''' "• • 1---` 2- 6-0 8 HCW 1 ElIPASS :7? 3 62.-HO CW 0: 4 S &P _ ___ _ r-i 0 01 I----I 122"x30-1 0 4,1..,, -C, ,,,,`: .._________T F3 Bedroom 4 lAcCESSI trl 1 7 i... 0 ce i 0 . I4J 4 ,f • 1X 1 -•,- 2-4 HC r s .P A 11- i r. • -. 7-8--'-- =4-m V 0 48"x34" .-- 1-:=, .3 41'2 SHO.WER ,A LOW WALL,_,A I ..--• Pr' —, I Ze I,. or-A — 11.-5 . 1 1 ,e, • -•-- -__a_Li C.) 9_30,,,F.w, 2.-8Yi Bath` . . .1- . Master Bedroom l' DEE PLATFORM 0 A I, xx I I , , ........: 44 1 ‘...--".....-.0.__...0 - _ 7, •• : ,Er ? `_-' 1 <i -i •_.=._-• co--. • • Front MSTR 5-013-0 F A SAFETY.GLAZING'-'-' L `..- , ( 4-8•%.• ; 4-8444." • 7 -c, . . . • • { 5,-.3y 2-6 5,0 51-.1 2.-65-0F 3-0 1, 3-0. 2,6 5-01-1 6 1. I, 5-3Z 16'-63 4 F-1 ri L.J i......1 PLAN 7A SECOND FLOOR 1/4"..-1'-0" ENGLISH REVIVAL 22'-0" 10'-0" t 12'-0" , 111 ROOF ABOVE 1 J r i , ,` 1 Gar --• 5 D2 REMOVED 2x8 1 FRAMING FOR Z\ ELEC. PANEL a L OOR ABOVE 7. CJI 1n lo Garage 3'. 3'-11Y2" ‘ 1 WALL FINISH: )4" GWB BOLL '-11Y2"BOLLARD V N CEILING FINISH%" TYPE 'X' GWBARE-TAPE ALL GWB , I WRAP BEAMS BELOW CEILING LEVE -RI 0 I-I INSULATE FLOOR ABOVE. , ink ilk 4.2 42"x12" 1/D TREAD . PLATFORM (ADD /,E STEPS AS REQUIRED PER +18"A.F.FME ME 4 . O 5�2� m th GUARD RAIL WITH 6"HIGH FURN 2x4 CURB AT BOTTOM- '®TOP AT+36" ABOVE NOSING '-4* * .,', Rear Kit r Patio r a ]ji 4 24"TB A, 11 Q Pwdr. 5 1` N UP O 1 II Mal 1 4E-.*- ls tIa 4'-0 PJ , 2•-8" , -1�um..........., " 02 ®ti I®16"x24"CRAWL I i _N SPACE ACCESS Kitchen -i --Al2x4 35"HIGH o IPONY WALL. i ' +1 I- , DW L 4 •• It" Dining ©�© - I T 13INSULATE FLOOR I OVER CRAWL SPACE I 8'-7}12" o I .' I I COUNTERTOP t 1 �OVER STANDARD I BASE CABINET 1 1 I - +36" A.F.F. I I 1 Il UL APPROVED 36" WIDE FLUSH BEAM 4 , 41IMIJAD P FACTORY-BUILT DIRECT ABOVE VENT GAS FIREPLACE � �e m .' d 6x6 POST I a ® r I W/GWB FINISH ,,, Entry �I� -^ o & ® Ir`I I Y2 1a1 �I o_ 1z; 11 6 Living 2x6 39"HIGH T , lar N AS APP ABLE II WALL W/FINISH PER SITE © TRIM AT TOP w CONDI 0 S �� FETY o SAFETY i r n NG �. GLAZING ' u 11" 12" TILE ....—"Lip oimm 1 HEARTH i a\-6.3-10 F Al-6,3-1 "'i'm zo s 2'-0Y4 12-BY2• }2-8 2 �2'-0 c d II My c Front ! 3'-972 6 5,0 SH 2-6,5-0 rA-. 5-0 F 2,6 570 Porch 1 4 1, 3•-0. I 3.-0. I/ 3.-0" X 3-9 41 �n -0 1 16'-6 ' I 9.-,%' 12 P m -'I1 ® -i 9-0" r, AF 10'-7y" 1.1 S PLAN 7A FIRST FLOOR First Floor �'VENGLISH REVIVAL Second Floor 1/4'=1'-O" Total SF SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: CT#14189:PIan7A Diaph.Level: Roof Panel Height= 8 ft. Seismic V i= 3.08 kips Design Wind N-S V I= 5.16 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V I= 3.08 kips Sum Wind N-S V i= 5.16 kips Min.Lwall= 2.29 ft. per SDPWS-2008 (0.6-0.14Sds)D+0.7 p Qe 0.6D+W pt= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eff, C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM RorM Unet U. OTM ROTM Unet Usum Usum HD (sqft) (ft) (ft) (kif) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. left 1* 256 11.0 11.0 1.00 0.15 1.03 0.00 0.62 0.00 1.00 1.00 56 P6TN P6TN 94 4.92 4.56 0.03 0.03 8.25 5.45 0.27 0.27 0.27 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 4 384 16.0 16.0 1.00 0.15 1.55 0.00 0.92 0.00 1.00 1.00 58 P6TN P6TN 97 7.38 9.65 -0.15 -0.15 12.37 11.52 0.06 0.06 0.06 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 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** 640 43.0 43.0 0.95 0.15 2.58 0.00 1.54 0.00 1.00 1.00 38 P6TN P6TN 63 12.30 69.73 -1.36 -1.36 20.62 83.21 -1.48 -1.48 0.50 perf Ext. right2 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. rght3** 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. right4 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. 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 1280 70.0 67.9=Leff. 5.16 0.00 3.08 0.00 EVwlnd 5.16 EVEa 3.08 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel JOB#:CT#14189.PIan7A • ID:Upper Lefft`(MSTR and BR4) ' >Roof Level wd1= 150 Of V eq 870.0 pounds V1 eq= 478.5 pounds V3 eq= 152.3 pounds V5 eq= 239.3 pounds V w= 1450,0', pounds V1 w= 797.5 pounds V3 w____,..= 253.8 pounds V5 w= 398.8 pounds vhdr eq= 31.6 Pit. 4 H1 head=A v hdr= 52.7 pBH5 head= A 1 X Fdragl eq=43.5 Fdrag2 eq= 13.8 Fdrag5 eq=27.7 Fdrag6 eq=143.5 1 A v_ Fdragl w= 5 Fdragi 0 23.1 Fd2g5 w= -•.1 Fdrag•w=72.5 H 1 pier= v1 eq= 43.5 Of v3 eq= 43.5 plf v5 eq= 43.5 H5 pier= 4.0 v1 w= 72.5 pll v3 w= 72.5 plf v5 w= 72.5 4.0 feet feet H total= 2w/h= 1 2w/h= 1 2w/h= 1 8.0 Fdrag3= ... Fdra• - 13.8 feet n Fdrag1 w=72.5 Fdrag1 w= 23.1 Fdrag7eq= .7 Fdrag8-• 43.5 vA_ P6TN E.Q. Fdrag7w=46.1 Fdrag8w=72.5 P6TN WIND v sill eq= 31.6 pB H1 sill= (0.6-0.14Sds)D 0.6D v sill w= 52.7 plf H5 sill= 3.0 EQ Wind 3.0 feet OTM 6960.0 11600.0 feet R OTM 25310 30628 y UPLIFT -741 -769 V_ Up above 0 0 Up Sum -741 -769 H/L Ratios: L1= 11.0 L2 2.5 L3=, 3.5 L4=', 5.0 L5= 5.5 Htotal/L= 0.294 ► ► ► ► s• Hpier/L1= 0.36 > Hpier/L3= 1.14 < L total= 27.5 feet Hpier/L5= 0.73 0.90 L reduction 4 SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: CT#14189:PIan7A Diaph.Level: 2nd Panel Height= 9 ft. Seismic V i= 2.23 kips Design Wind N-S V i= 2.25 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 5.30 kips Sum Wind N-S V I= 7.40 kips Min.Lwall= 2.57 ft. per SDPWS-2008 (0.6-0.14Sds)D+0.7 p Qe 0.6D+W pt= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eff. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM ROTM Unet Ueum OTM R U U U sum(sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (pIf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) HD Ext. left 1* 0 0.0 0,0 1.00 0,000.00 0,00 0.00 0,00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.27 0.27 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, left4 660 21,5 21.5 1,00 0,15 1.12 2.58 1.11 1.54 1.00 1.00 123 P6TN P6 172 23.86 17.43 0.31 0.20 33.31 20.80 0.60 0.93 0.93 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 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** 660 53,0 53.0 0,91 0.15 1.12 2.58 1.11 1.54 1.00 1.00 55 P6TN P6TN 77 23.86 ##### -1.57 -2.92 33.31 ##### -1.78 -3.26 1.20 pert Ext, right2 0 0,0 00, 1.00 0.00' 0,00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 1320 74.5 69.7=L eff. 2.25 5.16 2.23 3.08 1.00 EVwind 7.40 EVEQ 5.30 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:Plan7A Diaph.Level: Roof Panel Height= 8 ft. Seismic V I= 3.08 kips Design Wind E-W V I= 7.71 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 3.08 kips Sum Wind E-W V i= 7.71 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 LOLeff. 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 U,,,,„ HD (sqft) (ft) (ft) (kif) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Front MSTR* 406 5.0 17.0 1.00 0.15 2.44 0.00 0.98 0.00 1.00 1.00 254 P4 P4 489 10.15 3.21 1.60 1.60 19.55 3.83 3.63 3.63 3.63 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 Bath* 234 4.5 9.5 1.00 0.15 1.41 0.00 0.56 0.00 1.00 1.00 162 P6 P6 313 5.85 1.61 1.11 1.11 11.27 1.92 2.44 2.44 2.44 - - 0 0,0 0,0 1,00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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* 640 9.1 14.0 1.00 0.16 3.85 0.00 1.54 0.00 1.00 1.00 220 P6 P4 424 16.00 5.11 1.29 1.29 30.82 6.10 2.94 2.94 2.94 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 0,0' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1,00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.00 0.0 0.00 0.0 0.00 0.00 0.00 0 00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- - - 0' 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1280 18.6 18.6=L eff. 7.71 0.00 3.08 0.00 EVn,,nd 7.71 EVEo 3.08 Notes: denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel NOTE: 4' GARAGE WALL DESIGNED AS A STANDARD SHEAR WALL BUT CONSTRUCTED AS PART OF DOUBLE PORTAL FRAME GARAGE SHEET TITLE: LATERAL E-W(side to side-left/right) CT PROJECT#: CT#14189:PIan7A Diaph.Level: 2nd Panel Height. 9 ft. Seismic V I= 2.2 kips Design Wind E-W V I= 4.84 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 5 0 kips Sum Wind E-W V i= 12.54 kips Min.Lwall= 2.57 ft. per SDPWS-2008 (0.6-0.14Sds)D+0.7 p Qe 0.6D+W pt= 1.30 Table 4.3.3.5 Wind Wind r.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 level V abv. 2w/h v i Type Type v i OTM ROTMU U (sqft) (ft) (ft) ((WO (kip) (k'� (kip) (kip) p (PIS net sum OTM ROTM Unet Usum 11sum HD (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Front LIV* 306 5.0 '16.5 1.00 0,25' 1.1 3.85 0.52 1.54 1.30 1.00 534 P2 2P3 995 24.03 5.19 4.35 5.95 44.77 6.19 8.90 12.53 12.53 - - 0 0.0 0.0 1.00 0.00 0.•I 0.00 0.00 0.00 1.00 0.00 0--- Front 0' 0.0 0.0 1.00 0.00' +.00 0.00 0.00 0.00 1.00 0.00 0 ___ 0 0.00 0.00 0.00 0. 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1,00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- 0 0.00 0.00 0.00 1.11 0.00 0.00 0.00 2.44 2.44 - - -" 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.0, 0.00 0.00 0.00 0.00 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 1.80' 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0_- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.01 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0_-_ - - 0' 0.0 0.0 1>+0 0.00' 0.00 0.00 0.00 0.00 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 660 11.5 11.5 ,00 0.15 2.42 2.49 1.11 0.77 1.00 1.00 213 P6 P4 426 22.03 4.99 1.57 1.57 44.14 5.95 3.52 3.52 3.52 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- Rear BR23 0 0.0 0+ 1.00 0.75 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 _-_ 0 0.00 0.00 0.00 1.29 0.00 0.00 0.00 0.00 0.00.00 0.00 0.00 0.00 2.94 0.00 - - 0 0.0 ",0,0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 __ 0.00 -ar AB' ` 2 6 4, 8.0 1.10 0. • 1.8 66 0. 0 0.5` .00 0.89 331 P4 P3 631 10.59 1.21 2.81 2.81 22.73 1.44 6.39 6.39 6.39 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.0, 0.00 0 --- ar A:WP 118 2,1 8.6 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - I 100 0. 5 0.4 0.83 0. 0 0.2. 1.00 0.44 671 2P4 P3 631 5.37 0.60 3.58 3.58 11.36 0.72 7.98 7.98 7.98 1.0 '.I •II 1.11 0.01 I II 1.01 4,10 1.01 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 ___ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 : 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--. - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--. 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - - 0 0,0 0.0 1,00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0___ _ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 ' 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- _ - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0___ _ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 ___ - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 ___ - - 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0___ _ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-__ - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -__ - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1320 22.5 22.5=L eff. 4.84 8.83 2.23 3.08 EVnd 13.67 EVEQ 5.30 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:Plan7A SHEARWALL WITH FORCE TRANSFER • ID: Front Upper MSTR* Roof Level w dl= 150 plf V eq 980.0, pounds V1 eq= 490.0 pounds V3 eq= 490.0 pounds V w= 2440.0 pounds V1 w= 1220.0 pounds V3 w= 1220.0 pounds _► - v hdr eq= 59.4 plf •H head= A v hdr w= 147.9 plf 1083Fdragl eq= 342 F2 eq= 342 Y Fdragl w= p F2 -850 H pier= v1 eq= 196.0 plf v3 eq= 196.0 plf P6 E.Q. 5.0 v1 w= 488.0 Of v3 w= 488.0 plf P4 WIND feet Htotal= 2w/h= 1 2w/h= 1 8.083 • Fdrag3 eq= F4 e.- 342 feet A Fdrag3 w=850 F4 w=850 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 59.4 plf P6TN 2 0 EQ Wind v sill w= 147.9 plf P6TN feet OTM 7921 19723 R OTM 10124 12251 • UPLIFT -139 472 Up above 0 0 . UP sum -139 472 H/L Ratios: L1= 2.5 L2= 11.5 L3= 2.5 Htotal/L= 0.49 411. I 1.4 I. Hpier/L1= 2.00 0 Hpier/L3= 2.00 L total= 16.5 feet JOB#: CT#14189:'PIan7A SHEARWALL WITH FORCE TRANSFER ID: Front Lower LIV* Floor Level w dl= 150 plf V eq 516.0 pounds V w= 1121.6', pounds Sum V eq 1538.0 pounds V1 eq= 769.0 pounds V3 eq= 769.0 pounds Sum V w= 3853.1 pounds V1 w= 1926.5 pounds V3 w= 1926.5 pounds -_> --> v hdr eq= 113.9 plf •H head= A v hdr w= 285.4 plf 1.083Fdragl eq= 484 F2 eq= 484 Y Fdragl w= '13 F2 -- 1213 307.6 if v3 eq= 307.6 plf P4 E.Q. 5 H pier= v1 eqw= p 5.0 v1 w= 770.6 plf v3 w= 770.6 plf P2 WIND feet H total= 2w/h= 1 2w/h= 1 9.083 v Fdrag3 eq= . F4 e.- 484 feet • Fdrag3 w=1213 F4 w= 1213 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 113.9 p/f P6TN 3.0 EQ Wind v sill w= 285.4 plf P6 feet OTM 13970 34997 R OTM 6777 8201 w v UPLIFT 560 2088 - Up above -139 472 UP sum 421 2560 H/L Ratios: L1= 2.5' L2 8.5 L3= 2.5 Htotal/L= 0.67 4 0 f ►4 ► Hpier/L1= 2.00 o•Hpier/L3= 2.00 L total= 13.5 feet JOB#: CT#14253:Plan 2613 SHEARWALL WITH FORCE TRANSFER ID: Front Upper MSTR Bath* Roof Level w dl= 150 plf V eq 590.0 pounds V1 eq= 295.0 pounds V3 eq= 295.0 pounds V w= 1820.0 pounds V1 w= 910.0 pounds V3 w= 910.0 pounds ► v hdr eq= 62.1 pff -0. •H head= 'Jr' v hdr w= 191.6 pff 1.083 Fdragl eq= 155 F2eq= 155 • Fdragl w= , 9 F2 -479 H pier= v1 eq= 131.1 plf v3 eq= 131.1 pff P6TN E.Q. 3.5 v1 w= 404.4 plf v3 w= 404.4 pff P4 WIND feet H total= 2w/h= 1 2w/h= 1 8.083 Fdrag3 eq= . F4 e.- 155 feet • Fdrag3 w=479 F4 w=479 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 62.1 plf P6TN 3.5 EQ Wind v sill w= 191.6 pff P6 feet OTM 4769 14711 R OTM 3325 4061 1. ♦ UPLIFT 164 1206 Up above 0 0 UP sum 164 1206 H/L Ratios: L1= 2.3 L2= 5.0 L3= 2.3 Htotal/L= 0.85 Hpier/L1= 1.56 I. 1.4 lb. ► Hpier/L3= 1.56 L total= 9.5 feet JOB#:CT#14253.Plan 2613 ID:Rear Upper BR23` Roof Level w dl= 160 plf V3 eq= 760.5 pounds V5 eq= 424.8 pounds 4 V eq 1610.0', pounds V1 = 424.8 pounds V5 w= 1311.2 pounds V w= 49770.0'.. pounds V1 w w= 1311.2 pounds V3 w= 2347.5 pounds v hdr eq= 73.2 p# v hdr= 225.9 plf IRS head= •H1 head= 1 1 Fdragi eq=96.5 Fdrag2 eq= 172.8 Fdrag5 eq= 172.8 Fdrag6 eq=196.5 A A Fdragi w= .;.0 Fdragi , 533.4 Fdrag5 w= 3.4 Fdra•r w=298.0 134.1 p# - v3 eq= 134.1 pIt v5 eq= 134.1 H5 pier= 4.0. Ht .0r= v1 ew=v1 w= 414.0 P# ✓3w= 414.0 plf v5 w= 414.01, feet 4.0 feet......... 2w/h= 1 2w/h= 1 H total= 2w/h= 1 8.0 y Fdrag3= ". Fdra• - 172.8 feet A Fdragf w=297.9524 Fdragi w=533.4 Fdrag7eq= 2.8 Fdrag8e• 96.5 V P6TN E.Q. Fdrag7w=533.4 Fdrag8w=298.0 P4 WIND I vsill eq= 73.2 p# H5 sill= Hl sill= (0.6-0.14Sds)D 0.6D v sill w= 225.9 pIf 3.0 EQ Wind feet t feet OTM 12880.0 39760.0 R OTM 18074 22078 y y UPLIFT -248 846 Up above 0 0 Up Sum -248 846 H/L Ratios: L1= 3.2 L2= 5.0 L3= 5.7 L4= 5.0 L5= 3.2 Htotal/L= 0.36 ► 4 104 r4 0.4 I. Hpier/L1= 1.26 Hpier/L3= 0.71 L total= 22.0 feet 0.95:'.L reduction Hpier/L5= 1.26 :7717; '1 _•.p - - : t '�i1� r .:,:7:„1],:r!, Sir i! raw, - A SPA Tecnnic . TT-100F APRIL 2014 A Portal Frame with Hold Downs for Engineered Applications The APA portal-frame design,as shown in Figure 1,was envisioned primarily for use as bracing in conventional light- frame construction.However,it can also be used in engineered applications,as described in this technical topic.The portal frame is not actually a narrow shear wall because it transfers shear by means of a semi-rigid,moment-resisting frame.The extended header is integral in the function of the portal frame,thus,the effective frame width is more than just the wall segment,but includes the header length that extends beyond the wall segment.For this shear transfer mechanism,the wall aspect ratio requirements of the code do not apply to the wall segment of the APA portal frame. Cyclic testing has been conducted on the APA portal-frame design(APA 2012).Recommended design values for engi- neered use of the portal frames are provided in Table 1.Design values are derived from the cyclic test data using a rational procedure that considers both strength and stiffness. The Table 1 values in this report were developed using the CUREE cyclic test protocol(ASTM E2126),using a flexible load head.Earlier testing was conducted using rigid load heads and the sequential phased displacement(SPD)method, as outlined in SEAOSC(1997)Standard Method of Cyclic(Reversed)Test for Shear Resistance of Framed Walls for Buildings. The design values in Table 1 ensure that the code(IBC)drift limit and an adequate safety factor are maintained.For seismic design,APA recommends using the design coefficients and factors for light-frame(wood)walls sheathed with wood structural panels rated for shear resistance(Item 15 of Table 12.2-1 of ASCE 7-10).See APA Report T2004-59 for more details.For designs where deflection may be less of a design consideration,for example,wind loading while the portal frames are used in tandem with each other,and not used as conventional shear walls,a load factor of 2.5, based on the cyclic test results is used. Since cyclic testing was conducted with the portal frame attached to a rigid test frame using embedded strap-type hold downs, design values provided in Table 1 of this document should be limited to portal frames constructed on similar rigid-base foundations,such as a concrete foundation,stem wall or slab,and using a similar embedded strap- type hold down. 1 ®2014 APA—The Engineered Wood Association PORTAL FRAME DESIGN (MIN. WIDTH =22 1/2"): EQ=480#< EQ (ALLOW)= 1031# WIND = 1390#<WIND (ALLOW)= 1444# Table 1.Recommended Allowable De gn Val. .s for APA Portal Frame Used on a Rigid-Base Allowable Design(ASD)Values per Frame Segment Minimum Width Maximu . eight (in.) ) Sheart•M(lbf) Deflection(in.) Load Factor 8 850 (1190 WIND) 0.33 3.09 16 10 625 (875 WIND) 0.44 2.97 8 1,675 (2345 WIND) 0.38 2.88 24 0.51 3.42 1'-10 1/2" 8 1520 EQ(2128 WIND) 1'-10 1/2" 10 (a n �31 EQ(1444 WIND) oundation for Wind or Seismic Loading (a) Design values are based on the use of Douglas-fir or Southern pine framing.For other species of framing,multiply the above shear design value by the specific gravity adjustment factor=(1—(0.5—SG)),where SG=specific gravity of the actual framing.This adjustment shall not be greater than 1.0. (b) For construction as shown in Figure 1. (c) Values are for a single portal-frame segment(one vertical leg and a portion of the header).For multiple portal-frame segments,the allowable shear design values are permitted to be multiplied by the number of frame segments(e.g.,two=2x,three=3x,etc.). (d) Interpolation of design values for heights between 8 and 10 feet,and for portal widths between 16 and 24 inches,is permitted. (e) The allowable shear design value is permitted to be multiplied by a factor of 1.4 for wind design. (f) If story drift is not a design consideration,the tabulated design shear values are permitted to be multiplied by a factor of 1.15.This factor is permitted to be used cumulatively with the wind-design adjustment factor in Footnote(e)above. Figure 1. Construction Details for APA Portal-Frame Design with Hold Downs • Extent of header with double portal frames(two braced wall panels) • Extent of header with single portal frame (one braced wall panels) Header to jack-stud strap 1. per wind design min 1000 lbf 2'to 18'roughle oof portal on both sides of opening for single or double portal opposite side of sheathing Pony r �— 1 ti wall t height ll iCf Fasten top plate to header with two rows of 16d '' sinker nails at 3"o.c.typ Fasten sheathing to header with 8d common or i Min.3/8"wood structural 12' galvanized box nails at 3"grid pattern as shown tpanel sheathing max „ " total ,-Header to jack-stud strap per wind design. ' wall Min 1000 lbf on both sides of opening opposite ` height • `▪ ., side of sheathing. If needed,panel splice edges shall occur over and be • Min.double 2x4 framing covered with min 3/8" nailed to common blocking 10 thick wood structural panel sheathing with '` s within middle 24"of portal max 8d common or galvanized box nails at 3"o c ` height.One row of 3'o.c. height in all framing(studs,blocking,and sills)typ. nailing is required in each panel edge. Min length of panel per table 1 , Typical portal frame construction 1 Min(2)3500 lb strap-type hold-downsMin double 2x4 post(king (embedded into concrete and nailed into framing) and jack stud).Number of Min reinforcing of foundation,one#4 bar :-.1,. IRa5c02 uds Ber IRC tables ., Ai top and bottom of footing.Lap bars 15"min. a ' O (2). x;. t 4 tL. ;, 3 \ ' : e<A; \P.f " e l Min footing size under opening is 12"x 12".A turned-down Min 1000 lb hold-down slab shall be permitted at door openings. device(embedded into concrete and nailed Min(1)5/8°diameter anchor bolt installed per IRC R403.1.6— into framing) with 2"x 2"x 3/16"plate washer 2 0 2014 APA—The Engineered Wood Association References APA, 2004, Confirmation of Seismic Design Coefficients for the.APA.Portal Frame, APA Report T2004-59, APA—The Engineered Wood Association,Tacoma,WA. APA,2012,Effect of Hold-Down Capacity on IRC Bracing Method PFH and IBC Alternate Method,APA Report T2012L-24, APA—The Engineered Wood Association,Tacoma,WA. ASCE,2010,Minimum Design Load for Buildings and Other Structures.ASCE 7.American Society of Civil Engineers. Reston,VA. ASTM E2126-11,Standard Test Methods for Cyclic(Reversed)Load Test for Shear Resistance of Vertical Elements of the Lateral Force Resisting Systems for Buildings,ASTM International.West Conshohocken,PA. SEAOSC, 1997,Standard Method of Cyclic(Reversed)Test for Shear Resistance of Framed Walls for Buildings,Structural Engineers Association of Southern California.Whittier,CA. • • • We have field representatives in many major U.S.cities and in Canada who can help answer questions involving APA trademarked products.For additional assistance in specifying engineered wood products,contact us: www.apawood.org APA HEADQUARTERS:7011 So.19th St.•Tacoma,Washington 98466•(253)565-6600•Fax:(253)565-7265 APA PRODUCT SUPPORT HELP DESK:(253)620-7400•E-mail:help@apawood.org Form No.TT-100F Revised April 2014 DISCLAIMER:The information contained herein is based on APA—The Engineered Wood Association's continuing programs of laboratory testing,product research,and comprehensive field experience.Neither APA nor its members ensumeamimm make any warranty,expressed or implied,or assume any legal liability or responsibility for the use,application of,and/or reference to opinions,findings,conclusions,or recommendations included in this publication.Consult q PA your local jurisdiction or design professional to assure compliance with code, construction,and performance A requirements.Because APA has no control over quality of workmanship or the conditions under which engineered wood products are used,it cannot accept responsibility of product performance or designs as actually constructed. 3 ©2014 APA—The Engineered Wood Association IRO Nickerson St. CT ENGINEERING Suite 302 Protect: f-VCrn 0C1. e P Date: 1'GJ. I , S202W s12 Client: 2,50.5,60,2 292Q5,6,.5,1-) Page Nuntbor: (206)285-0618 Ve, '5,07) 6'"I2 CfriP )11V1-7-ASt)61-6q) 0 _ d:__6 .ot,r4 d' " X16`` )Z" kiz �r S1ot 6k2S_1W-K FDR- ?‘5 ,44 11 r.. %ami' s' 13611a) ivc- 8604/16 CE2o,ti Cbo)� Mk,- � ) J -_ 68 MO- q;, 6„5 kA.-_ Gel ) S X I& 1A-V(2 44- 1\2A4.4 ,;� N 1e(4,9V J V6s 33t Pa A01 I +SP?6,--)Kr Structural Engineers WOOD FRAME CONSTRUCTION MANUAL 631 to Table 2,2A, Uplift Connection Loads from Wind i, `' •• _ . (For Roof-to-Wall,Wall-to-Wall,and Wall-to-Foundation) _ lg. 700-yr.Wind Speed 3-second gust(mph) 110 115 120 130 140 150 160 170 180 195 Roof/Ceiling Assembly Roof Span(ft) Unit Connection Loads(pif)1'43'4'6'6'1 Design Dead Load 12. 118 128 140 164 190 219 249 281 315 369 24 195 213 232 •272 315 362 412 465 521 612 S O psf8 36 272 298 324 380 441 506 576 650 729 856 m 48 350 383 417 489 567 651 741 836 938 1100 rri 71 60 428 468 509 598 693 796 906 1022 1146 1345 171 • 12 70 80 92 116 142 171 201 233 267 321 24 111 129 148 188 231 278 328 381 437 528 in CO 10 psf 36 152 178 204 260 321 386 456 530 609 736 48 194 227 261 333 411 495 585 680 782 944 Z 60 236 276 317 406 501 604 714 830 954 1153 12 46 56 68 , 92 118 147 177 209 243 297 24 69 87 106 146 189 236 286 339 395 486 15 psf 36 92 118 144 200 261 326 396 470 549 676 48 116 149 183 255 333 417 507 602 704 866 60 140 180 221 310 405 508 618 734 858 1057' 12 22 32 44 68 94 123 153 185 219 273 24 27 45 64 104 147 194 244 297 353 444 10 20 psf 36 32 58 84 140 201 266 336 410 489 616 ti 48 38 71 105 177 255 339 429 524 626 788 60 44 84 125 214 309 412 522 638 762 961 12 - 8 3 20 44 70 99 129 161 195 249 24 - 22 62 105 152 202 255 311 402 25 psf 36 24 80 141 206 276 350 429 556 48 - 27 99 177 261 351 446 548 710 60 - 29 118 213 316 426 542 666 865 1 Tabulated unit uplift connection loads shall be permitted to be multiplied by 0.75 for framing not located within 6 = feet of corners for buildings less than 30 feet in width(W),or W/5 for buildings greater than 30 feet in width. _ • 2 Tabulated uplift loads assume a building located in Exposure B with a mean roof height of 33 feet. For buildings located in other exposures,the tabulated values for 0 psf roof dead load shall be multiplied by the appropriate adjustment factor in Section 2.1.3.1 then reduced by the appropriate design dead load. ' 3 Tabulated uplift loads are specified in pounds per linear foot of wall. To determine connection requirements, multiply the tabulated unit uplift load by the multiplier from the table below corresponding to the spacing of the . connectors: Connection Spacing(in.) 12 16 19.2 24 48 Multiplier I 1.00 I 1.33 I 1.60 I 2.00 4.00 i 4 Tabulated uplift loads equal total uplift minus 0.6 of the roof/ceiling assembly design dead load. s Tabulated uplift loads are specified for roof-to-wall connections. When calculating uplift loads for wall-to-wall'or wall-to-foundation connections,tabulated uplift values shall be permitted to be reduced by 73 pif(0.60 x 121 plf) for each full wall above. " 6When calculatin u lift loads for ends of headers irders,multi I the tabulated unit u lift load b 1 2 of the ig P /g p Y P Y /: header/girder span(ft.). Cripple studs need only be attached per typical uplift requirements._: T - For jack rafter uplift connections,use a roof span equal to twice the Jack rafter length.The jack rafter length includes the overhang length and the jack span. 6 Tabulated u lift loads for 0 sf dest n dead load are included for inter olation or use with actual roof dead loads. 4. P P g P ifik AMERICAN WOOD COUNCIL 180 Nierson St. CT ENGINEERING Sultc 3ck02 Seattle,WA /� 'N O'�n _, (206) Project: SYR a- 5)l`lll 65. Date: 9810 285-4512 FAX: Client: Page Number: (206)285-0618 • f pl\ `r\D Wig* CQ MAO r4t 7' E 2,2 i alS J l o. Q - u L ,gyp, g • 15 � D2 ►, 'CoNitAm 4P1E (A - IGAINP l°8 Ili , • . .;—± • .• : • -- . • ; . • • . r r 4.5/.):. • • • .4q • •i _ .),10c67:- Li\vg,.-zr)/i3 s er) v• _ ( 4)(i)•(1',0) 6'4) -• to0Wrialo 1 I 4,9 < (21 • 7 6:r • 14= 61-6y .(12A)(P.,-5 44'0;4 46- (t) -r'p cco 617 qP)-? • . q, cies -- 4e ito), ct,_. (5y 411,A), Dt,„I Structural Engineers TRUSS TO WALL CONNECTION '4'1 N/U lit.; f OF TRUSS CONNECTOR TO TRUSS PLIES TO TOP PLATES ul'I u I 11 1 H1 (6) 0.131"X 1.5" (4) 0.131"X 2.5" 400 0h 1 H2.5A (5) 0.131" X 2.5" (5) 0.131"X 2.5" .',!, 1111 1 SOWC15600 4{,.. .-..i 2 H10-2 (9) 0.148"X 1.5" (9) 0.148" X 1.5" Bibi 7b11._. 2 (2)H2.5A (5) 0.131"X 2.5" EA. (5) 0.131"X 2.5" EA. 1i l02.'0 i 2 (2)SDWC15600 - _-...- 3 (3)SDNC15600 - )/n 1.i(1 ROOF FRAMING PER PLAN 8d AT 6" O.C. 2X VENTED BLK'G. ra i 00.131" X 3" TOENAIL '''•` AT 6" O.C. ger r H7IA & SDw 15600 STn F \ COMMON/GIRDER TRUSS -11-- PER PLAN TRUSS TO WALL CONNECTION TO EACH H1 STYLE BEARING/SHEAR WALL PER TRUSS PLY PER TABLE ABOVE PLAN AND SCHEDULE SCALE 3/4"=1'-0" (BEAM/HEADER AT SIMILAR) 1141 TYP. RAISED HEEL TRUSS TO WALL CONNECTION [ TRUSS TO WALL CONNECTION ?P[ VAI.Ut #OF TRUSS CONNECTOR TO TRUSSUPI PLIES TO TOP PLATES .11 T Ft 1 H1 (6) 0.131"X 1.5" (4) 0.131"X 2.5" 4001_ 415 1 H2.5A (5) 0.131"X 2.5" (5)0.131"X 2.5" 5:7, 110 - 1 SDWC15600 - 1- 2 H10-2 (9) 0.148"X 1.5" (9) 0.148" X 1.5" 107D I ._7(1(1 2 (2)H2.5A (5) 0.131" X 2.5" EA. (5) 0.131"X 2.5" EA. 107n -2n'._.. 2 (2)SDWC15600 - - 370 su 3 (3)SDWC15600 - - 145:; 3A5 ADD A35 0 48"0.C. ROOF FRAMING PER PLAN FOR.H2.5A AND iiiiis4 SDWC STYLE '' Bd AT 6" O.C. CONNECTIONS 2X VENTED BLK G. Illitart•-*% 11.11.11Ilth..'1% ligI 1 H2.5A & SDWC15600 STYI F COMMON/GIRDER TRUSS PER PLAN TRUSS TO WALL CONNECTION TO EACH Hi STYLE BEARING/SHEAR WALL PER TRUSS PLY PER TABLE ABOVE PLAN AND SCHEDULE SCALE: 3/4"= 1'-0" (BEAM/HEADER AT SIMILAR) i 19 1 TYPICAL TRUSS TO WALL CONNECTION [ 0 RoseburgJ2 7MAIN :39p 6 1:39pm A Forest Prochtcts Company 1 of 1 CS Beam 2016.4.0.5 kmBeamEngine 4.13.19.1 Materials Database 1547 Member Data Description: Member Type: Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued & Nailed Filename: Beam1 !aliTia.141141iliFklii!600ii,igniiiikligatiiCjAt'!Ciiiie:MIORAiNVOOtet;NikrAt2;;''''.7,T":;40.?":ra0%.14i! / 1450 11 70 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" 499# 2 14' 5.000" Wall DFL Plate(625psi) 3.500" 3.500" 1342# -- 3 26' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 397# -4# Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 391#(245p1f) 108#(67p1f) 2 1033#(645p1f) 310#(194p1f) 3 323#(202p1f) 73#(46p1f) Design spans 14' 2.375" 11' 4.375" 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 1492.'# 2820.'# 52% 5.9' Odd Spans D+L Negative Moment 1762.'# 2820.'# 62% 14.42' Total Load D+L Shear 714.# 1220.# 58% 14.41' Total Load D+L End Reaction 499.# 1151.# 43% 0' Odd Spans D+L Int.Reaction 1342.# 1775.# 75% 14.42' Total Load D+L TL Deflection 0.2501" 0.7099" L/681 6.61' Odd Spans D+L LL Deflection 0.2039" 0.3549" L/835 6.61' Odd Spans L Control: Max Int.React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All product names are trademarks of their respective owners KAMI L.HENDERSON Sarong-Tie Copyright(C)2016 by Simpson Strong-Tie Company Ina ALL RIGHTS RESERVED. EWP MANAGER PACIFIC LUMBER&TRUSS "Passing is defined as when the member,floor joist,beam orgirdet shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The BEAVERTONOREGON 97005 design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturers specifications. ' 503-858-9663