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Specifications • ASP-°ICP-0viC,l 7s-s14., /72_ CT ENGINEERING Structural Engineers 0 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. U 208.285.4512 (V) 208.285.0818 (F) #15238 Structural Calculations River Terrace4° *I.; • , Plan 7 kd Elevation BA in ,9�� 22. ti Tigard, OR ' 74'4es T. GO' ti\ti° 3 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 T n C T ENGINEERING 180 Nickerson St. Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company Multiple locations in Tigard,OR DESIGN SUMMARY: (Note-Dual reference for Plan 3 also includes Plan 3713) The proposed project is to be single-family homes. We understand that these homes are to be constructed in multiple locations throughout Tigard,Oregon. Design parameters are as noted below: The structures are two-story wood-framed. Roof framing is primarily with pre-manufactured pitched chord wood trusses. Upper floor framing is primarily with pre-manufactured parallel chord wood trusses. Floor framing over crawispace is primarily pre-manufactured wood joists. The foundations are to be conventional spread footings. Wind design is based on the ASCE 7-10 MWFRS(Envelope Procedure)for 120 mph ultimate wind speed, exposure category B,and with a Kzt value of 1.00. Lateral design is based on the ASCE 7-10"equivalent lateral force"procedure with Ss equal to or less than 1.10 and S1 equal to or less than 0.50 and with soil classification"D". Plywood or OSB shearwalls are the primary lateral force resisting system (R=6.5). . Foundations have been sized for Class 4 soils as defined in IBC 1806.2. Codes considered;2012 IBC,and currently adopted ORSC and OSSC. - 1 SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT#: Plan 2613 ROOF Roofing- 3.5 psf Roofing-future 0.0 psf 5/8"plywood(O.S.B.) 2.2 psf Trusses at 24"o.c. 4.0 psf Insulation 1.0 psf (1)5/8"gypsum ceiling 2.8 psf Misc./Mech. 1.5 psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish 4.0 psf NO gypsum concrete 0.0 psf 3/4"plywood (O S.B.) 2.7 psf joist at 12" 2.5 psf Insulation 1.0 psf (1) 1/2"gypsum ceiling 2.2 psf Misc. 2.6 psf FLOOR DEAD LOAD 15.0 PSF m , . NEP Ft RB.blGAB ILE END TRUSS RB bl +i MIN. HDR i •MIN. HD 19 S9.1 19 S9.1 --1 I 1 G-j> I -.1 1 I 1 U I i 1 ROOF TRUSSES IAT 24" O.C. 1W. I I x 1 t n I N G 1 N I 1 I Lr' GABLE WEB ----LI 11 1 1 T- I 1 {Ii 1 1 I K= ' ' 1 2ATIC I e b 1 I A LACCESSJ ` w 20 a S9.1 1 al ce ® A • X 2 I N cooQ I• I J 1 I 19 1 I $9.11 N x A m .01 N MIN. HDR N I I I GABLE WEB r 1 ,--- ----RB.b3 J MIN HDR IN. HDR1MIN. HOR©MIN. HDR 1 yi 1 1 GABLEIEND TRUSS I 1 _-RB.b4• J / 16 SCISSOR/BOTTOM CORD TRUSS B S9.1 SCISSOR TRUSS A CT# 14252 2014.10.17 1/4" = 1'-0" (11x17) PLAN 7B ROOF FRAMING PLAN 1/4"=1'-0' AMERICAN MODERN MST48 r► MST48 • 6 Oi, m .401111001011. A 0 W 0 11 1 �, k 4 . I ® f WASRER - I J- HALL CDENSIDETIRE ORYEx EN11RE CD SIDE 1 o Q JGI0 ‘. MST37\KIM • --,L)/ MST37 • ...> 0 e CT# 14301 2015.03.05 1/4" = 1'-0" (11x17) PLAN 7B UPPER LEVEL SHEARWALLS 1/4"=1'-0" AMERICAN MODERN 1 ' , 9 Anm 59.1 An - -- up GABLEIEND TRUSS I - % I I CONT.j4x12 HDR % -j I 1 711D14 $ D14 ,bl STHDI 1 I ROOF TRUSSES:AT 24' O.C. TYP. I 9'-6 6x6 POST I 6x6 POST 5 5.19 5 ..T 31 MITII 1 tr_' -h On n nmop._ R _AL II JIT. __RI-- E3 n n A Wu F J " U O O W .�I N L t.) • ® P4 ._ ice, •. A 014 S N4 I 13.1 14 L m I- immiNANROMMENRIMmilmont 44 1119^1/ 1 iirti'1F/0'Aw!.www 1116x6 POST ® '�� 'ill � I L - 0Iiii,` ES DEE ROOF TRUSSES _(2)2 0 _ 1_ 2 4" OOH IHIISSt EII♦SI_W 0 AT 24' O.C.I .pp r/ `' a I i ` I 4f& lit �\ 0 19ii•B 161111''ll • ENTIRE O LEDGER •�1l - N Ai —�,1 .1 SIDE �� 2)2x10 HDR Ir© --) D.b15 e SL' lillilali 0 x o ya N q 1 ":—I BLOCKOUT FOR ICI Pi �x I MICROWAVE EXHAUST. ex __J { 0 13"CLEAR _ I3. E.g.J 9, x PICTURE FRAME qL 11 o OPENING. DIMS N '� V m �+O N ARE TO(STUDS. M m c! O , N N m °I x ,,� N M - m II I � I eN ♦ 11 1 I o -0 N W I I I FIXTURES N I ABOVE - I I p I r- 6x6 POST 0 o II .N I .4 oE--Fo 4 'q "! I N •ttjita c ter- sCZ 2x ROOF v W 01 x 1 I11 FRAMING I -� ■ % I 1 ,iI I 9 ''� I I ( B.b9 Imo- J, M= Vce im. D rTTf Rfxr❑ - i -0o I n IIDGERn I Di.1:1 1 S1HD14 STHD14 l I N 4x8 HD 4xB HDR_4x8 HDR 4xB HDR I NI .t p B :'I.,' B.bfO B 10 Allh jl ® 1 IR up o 1 21.3 I� 1 I ` I I f Rk WI' r1B.b18 .b17 ' . 1 Q 4x12 HDR 4x12 HD-` 6x6 POST 2 - - -- --- A W/ACE4 ®® 6x6 POST W/A E4A 6x6 T W/AC4 © ALL HEADERS CHANGED TO (2)2x10 U.N.O. LOWER LEVEL SHEARWALLS PLAN 7B UPPER LEVEL FLOOR FRAMING 1/4'-1'-0' AMERICAN MODERN I -10y2 16'-3" i-1 UY2 Pig 11%11111 dr/ LO 1:17 UV ri e -- sTHDt41 � Imw �44 z STHD1 O • f S' CONC. SLAB 4 Ir u OVER 4" FREE DRAINAGE MATERIAL • W¢ r OVER COMPACTED FILL .� 0 1-1 C. --- i rX-I a V i VERIFY GARAGE SLAB HEIGHT w1-1 'O WITH GRADING PLAN a o ID = 5 n Alk • 0 D1 O N1-1 14 18'-O) 3'-11y1 m II S6.0 I I I J -16" MI MIN I © I I I ,� 31' C0NC• I m© VARIES : MIN. `j %IP I 11 RAN. o AM PATIO SLAB ® SIM.®W' 3" FROM TOP OF Ir -- ABOVE o '� I STEM WALL 11 SII in cl SLOPE I ® I STH014 IL-- N tN j -.iJSTHDI4 ti 4 I 1 . „, ,_, 4Y4 3-g 12x4 PONY WALL ! 18x24 CRAWL FIXTURE ABOVE—+-I 11 . o ABU66S■-7 a I AT HIGH FDN. h ■ SPACE ACCESS -�I w ' • J 18"x36"x10" FOOTING I `� 0 �ff�J - X2) 4, �3) 1 ,,, P6 N ®' � � ill I ENTIRE SIDE to - I r-- .1Erip CENTER U/WALL _�� I I I I v 17 -I J 1 1 I abh I 56.0 9'-6Y4 . I 16 30"x30"x10" I I Q ®' ■ FINISHED FLOOR I 56.0 FOOTING W/ • io SI 'I AT+0'-0" ,-I (3) #4 EA. WAY ; 0 n 47 n tir 1 .r--- 1 d r--.♦ I r i P.T. 4x4 POST I ♦ 1 TYP. U.N.O. i ♦ ♦ CRAWL S III ♦ DRAINAGE I I 9/4"I-JOISTS AT 19.2"O.C. I � FOOTING I TYPICAL I ALLOW P �� I I DRAINAGE I -121" I 1 -7Yq" 14'-4 "N L J 9-8Y r- aI I I ____22t-,21.....0..____ m --C-.., 30'x30"x10" I j I I FOOTING W di\ Iiii 18"x18"x10" FTG. " '- I (3) 14 EA. WAY -1214" b %2I7 lo ® I W/TIP. U.N.O.14 EW I -E L____- I 6x6 P.T. POST , 1 I a II J 1" 10 et I 6_, I -- 1�" x 9J¢" LVL___ SIM.IMP SIM. 'MI I • PONYEPISSEINENEmmim '111 lini e* N TART FRMG.I II I IM.WA�SIM.® ®' i 1 ,6114167 1 117%117 1, I 1 STHD14 2P3 STHD14In 1 =o "i el = I I 16'-6Y" 9'-5)(2" v 101 1 I 314' CONC. SLAB -6w TOP OF SLAB I 1 I SLOPE 114" 122- TOP OF B" in -----I --L IgM W9LL - E I i---- • Akm 1 17, U) ABU44 �®' ABU44 t�-2Y�' 6'_0' 1 ABU44 I 3y" 7 1 8'-5" 3,)/2" Title: PLAN 2613 Job#14189 Dsgnr:TRE Date: 4:32PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Ree 580006 User:KW-0662997, W-06 7,Ver 5.8.0,1-Dec-2003Timber Beam & Joist Page 1 _(c1963-2603 ENERCALC Engineering Software 14189_Plan_2613.ecw:ROOF FRAMING Description 2613B ROOF FRAMING _Timber Member Information 1 RB.b1 RB.b2 RB.b3 RB.b4 RB.b5 RB.b6 RB.b7 limber Section 2-2x4 2-2x8 2-2x4 2-2x4 2-2x8 2-2x8 2-2x8 Beam Width in 3.000 3.000 3.000 3.000 3.000 3.000 3.000 Beam Depth in 3.500 7.250 3.500 3.500 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 Fleur Fr,No.2 Hen Rr,No.2 Ken Fir,No.2 Hen Flr,No.2 Hen Rr,No.2 Nem Fr,No.2 Hen Rr,No.2 Fb-Basic Allow psi 850.0 850.0 850.0 850.0 850.0 850.0 850.0 Fv-Basic Allow psi 150.0 150.0 150.0 150.0 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No No No Center Span Data II Span ft 5.50 2.50 5.25 3.00 3.00 5.50 4.50 Dead Load #/ft 60.00 225.00 60.00 60.00 225.00 225.00 195.00 Live Load #/ft 100.00 375.00 100.00 100.00 375.00 375.00 325.00 Results Ratio= 0.8084 0.1825 0.7366 0.2405 0.2627 0.8831 0.5124 Mmax 0 Center in-k 7.26 5.62 6.61 2.16 8.10 27.22 15.79 @ X= ft 2.75 1.25 2.62 1.50 1.50 2.75 2.25 fb:Actual psi 1,185.3 214.0 1,080.0 352.7 308.2 1,035.9 601.0 Fb:Allowable psi 1,466.3 1,173.0 1,466.3 1,466.3 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 56.3 26.9 53.8 27.7 37.2 89.2 59.4 Fv:Allowable psi Shear 172.5 Shear 172.5 shea172.5 Shear 172.5 Shear 172.5 Shear 172.5 Shear OK 5 _Reactions 0 @ Left End DL lbs 165.00 281.25 157.50 90.00 337.50 618.75 438.75 LL lbs 275.00 468.75 262.50 150.00 562.50 1,031.25 731.25 Max.DL+LL Ibs 440.00 750.00 420.00 240.00 900.00 1,650.00 1,170.00 Right End DL lbs 165.00 281.25 157.50 90.00 337.50 618.75 438.75 LL lbs 275.00 468.75 262.50 150.00 562.50 1,031.25 731.25 Max DL+LL lbs 440.00 750.00 420.00 240.00 900.00 1,650.00 1,170.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK 0 Center DL Defl in -0.089 -0.002 -0.074 -0.008 -0.003 -0.037 0.015 UDefl Ratio 744.5 18,789.1 856.0 4,587.6 10,873.3 1,764.6 3,717.4 Center LL Defl in -0.148 -0.003 -0.123 -0.013 -0.006 -0.062 -0.024 UDefl Ratio 446.7 11,273.4 513.6 2,752.5 6,524.0 1,058.7 2,230.4 Center Total Defl in -0.236 -0.004 -0.196 -0.021 -0.009 -0.100 -0.039 Location ft 2.750 1.250 2.625 1.500 1.500 2.750 2.250 UDefl Ratio 279.2 7,045.9 321.0 1,720.3 4,077.5 661.7 1,394.0 • Title: PLAN 2613 Job#14189 Dsgnr:TRE Date: 4:35PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev'580006 1 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam &JoistPage (c)1983-2003 ENERCALC Engineering Software 14189_Plan_2613.ecwrCRAWLSPACE FRAMING Description 2613 ABCD CRAWLSPACE FRAMING [Timber Member Information TYP BEM, Timber Section 4x8 Beam Width in 3.500 Beam Depth in 7.250 Le:Unbraced Length ft 0.00 Timber Grade Douglas Rr- Larth,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 #/ft 195.00 Live Load #/ft 520.00 Results Ratio= 0.9884II Mmax @ Center in-k 35.46 @ X= ft 2.87 fb:Actual psi 1,156.5 Fb:Allowable psi 1,170.0 Bending OK fv:Actual psi 96.2 Fv:Allowable psi 180.0 Shear OK Reactions @ Left End DL lbs 560.62 LL lbs 1,495.00 Max.DL+LL lbs 2,055.62 @ Right End DL lbs 560.62 LL lbs 1,495.00 Max.DL+LL lbs 2,055.62 Deflections Ratio OK Center DL Defl in -0.027 UDefl Ratio 2,558.5 Center LL Defl in -0.072 UDefl Ratio 959.5 Center Total Defl in -0.099 Location ft 2.875 UDefl Ratio 697.8 , Title: PLAN 7A Job#14301 Dsgnr. TSW Date: 2:13PM, 1 MAR 16 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 Page 1 User.K 297,Ver 5.8.0,1-Dec-2003 Timber Beam &Joist 111 (c)1983-200-200 3 ENERCALC Engineering Software PLAN 7 ABD.ECW:Floor Framing Description 26136 FLR FRMG 1 OF 3 _Timber Member Information :ode Ref.1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowabies are user defined 1 B.b1 B.b2 B.b3 B.b4 B.b5 B.b6 B.b7 Timber Section 4x10 5.5x19.5 LVL:1.750x14.000 2-2x8 5.5X14 IJC 4x8 2-2rZ Beam Width in 3.500 5.500 1.750 3.000 5.500 3.500 3.000 Beam Depth in 9.250 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- Rasboro,Bigbeam Level,LSL L55E Hen Fr,No.2 Rosboro,Bigbeam Douglas Fir- Hen Fir,No.2 Lardy,No.2 2.2E 2.2E Lardy,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 16.00 22.00 4.00 3.50 18.00 4.50 4.50 Dead Load /Mt 60.00 77.00 150.00 195.00 195.00 195.00 75.00 Live Load /Mt 100.00 128.00 400.00 520.00 520.00 520.00 200.00 Dead Load #/ft 168.00 325.00 Live Load #/lt 300.00 375.00 Start ft End ft Results Ratio= 0.9911 0.4315 0.0864 0.4901 0.6447 0.6054 0.9607 Mmax @ Center in-k 61.44 488.60 13.20 13.14 347.49 21.72 29.62 ©X= ft 8.00 11.00 2.00 1.75 9.00 2.25 2.25 lb:Actual psi 1,231.0 1,401.8 230.9 499.9 1,934.1 708.3 1,126.9 Fb:Allowable psi 1,242.0 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 53.6 88.6 28.6 56.6 109.3 70.0 111.4 Fv:Allowable psi 207.0 345.0 356.5 150.0 300.0 180.0 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions 1 @ Left End DL lbs 480.00 2,695.00 300.00 341.25 1,755.00 438.75 900.00 LL lbs 800.00 4,708.00 800.00 910.00 4,680.00 1,170.00 1,293.75 Max.DL+LL lbs 1,280.00 7,403.00 1,100.00 1,251.25 6,435.00 1,608.75 2,193.75 @ Right End DL lbs 480.00 2,695.00 300.00 341.25 1,755.00 438.75 900.00 LL lbs 800.00 4,708.00 800.00 910.00 4,680.00 1,170.00 1,293.75 Max.DL+LL lbs 1,280.00 7,403.00 1,100.00 1,251.25 6,435.00 1,608.75 2,193.75 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK 1 Center DL Dell in -0.240 -0.173 -0.001 -0.005 -0.166 -0.010 -0.030 L/Defl Ratio 801.6 1,528.6 34,459.7 7,900.8 1,297.6 5,337.8 1,812.2 Center LL Defl in -0.399 -0.302 -0.004 -0.014 -0.444 -0.027 -0.043 L/Defl Ratio 480.9 875.0 12,922.4 2,962.8 486.6 2,001.7 1,260.7 Center Total Defl in -0.639 -0.474 -0.005 -0.019 -0.610 -0.037 -0.073 Location ft 8.000 11.000 2.000 1.750 9.000 2.250 2.250 L/Defl Ratio 300.6 556.5 9,398.1 2,154.8 353.9 1,455.8 743.5 • 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 (01983-2003 ENERCALC Engineering Software 14189_Plan_2613.ecw:Floor Framing Description 2613B FLR FRMG 2 OF 3 LTimber Member Information B.b8 B.b9 B.b10 B.b11 B.b12 B.b13 B.b14 Timber Section 2-2x8 2-2x8 4x8 2-2x8 2-2x8 2-2x8 2-2x8 Beam Width in 3.000 3.000 3.500 3.000 3.000 3.000 3.000 Beam Depth in 7.250 7.250 7.250 7.250 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 Hun Fr,No.2 Hem Fr,No.2 Douglas Fr- Hen Fr,No.2 Hen Fir,No.2 Hem Fr,No.2 Hem Fr,No.2 Larch,No.2 Fb-Basic Allow psi 850.0 850.0 900.0 850.0 850.0 850.0 850.0 Fv-Basic Allow psi 150.0 150.0 180.0 150.0 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,600.0 1,300.0 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 LCenter Span Data Span ft 3.00 3.50 3.50 2.50 4.00 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 325.00 220.00 160.00 250.00 325.00 325.00 325.00 Live Load #/ft 375.00 200.00 100.00 250.00 375.00 375.00 375.00 Stall ft End ft Results Ratio= 0.4910 0.2831 0.1403 0.2859 0.8875 0.3467 0.6795 0 Mmax @ Center in-k 13.16 8.73 5.79 8.81 27.36 10.69 20.95 @ X= ft 1.50 1.75 1.75 1.25 2.00 1.25 1.75 fb:Actual psi 500.8 332.1 188.8 335.3 1,041.0 406.7 797.1 Fb:Allowable psi 1,020.0 1,173.0 1,345.5 1,173.0 1,173.0 1,173.0 1,173.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK iv:Actual psi 60.5 37.6 21.4 42.1 110.7 51.1 90.3 Fv:Allowable psi 150.0 172.5 207.0 172.5 172.5 172.5 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK LReactions @ Left End DL lbs 600.00 411.25 306.25 462.50 890.00 556.25 778.75 LL lbs 862.50 420.00 245.00 712.50 1,390.00 868.75 1,216.25 Max.DL+LL lbs 1,462.50 831.25 551.25 1,175.00 2,280.00 1,425.00 1,995.00 @ Right End DL lbs 600.00 411.25 306.25 462.50 890.00 556.25 778.75 LL lbs 862.50 420.00 245.00 712.50 1,390.00 868.75 1,216.25 Max.DL+LL lbs 1,462.50 831.25 551.25 1,175.00 2,280.00 1,425.00 1,995.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK 1 Center DL Defl in -0.006 -0.006 -0.003 -0.003 -0.021 -0.003 -0.012 UDefl Ratio 6,116.2 6,555.9 12,641.2 11,425.8 2,319.4 9,500.1 3,462.1 Center LL Defl in -0.008 -0.007 -0.003 -0.004 -0.032 -0.005 -0.019 UDefi Ratio 4,254.8 6,419.4 15,801.5 7,416.7 1,485.1 6,082.8 2,216.8 Center Total Defl in -0.014 -0.013 -0.006 -0.007 -0.053 -0.008 -0.031 Location ft 1.500 1.750 1.750 1.250 2.000 1.250 1.750 UDefi Ratio 2,509.2 3,243.5 7,022.9 4,497.4 905.4 3,708.4 1,351.4 Title: PLAN 2613 Job#14189 Dsgnr:TRE Date: 4:34PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: KW-0602997,ver 5.8.0,1-Dec-2003 Timber Beam &Joist Page 1 _(c)1983-2003 ENERCALC Engineering Software 14189 Plan_2613.ew:Roor Framing Description 2613B FLR FRMG 3 OF 3 Timber Member Information U B.b15 B.b16 B.b17 B.b18 Timber Section 2-2x8 2-2x8 4x8 4x10 Beam Width in 3.000 3.000 3.500 3.500 Beam Depth in 7.250 7.250 7.250 9.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 Timber Grade Han Rr,No.2 Hen Rr,No.2 Douglas Rr- Douglas Rr- larch,No.2 Larch,No.2 Fb-Basic Allow psi 850.0 850.0 900.0 900.0 Fv-Basic Allow psi 150.0 150.0 180.0 180.0 Elastic Modulus ksi 1,300.0 1,300.0 1,600.0 1,600.0 Load Duration Factor 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Repetitive Status No No No No Center Span Data II Span ft 4.50 4.00 9.00 16.00 Dead Load #/ft 15.00 Live Load #/ft 40.00 Dead Load #/ft 160.00 60.00 75.00 60.00 Live Load #/ft 100.00 100.00 125.00 100.00 Start ft End ft L Results Ratio= 0.3104 0.1246 0.5890 0.9911II Mmax @ Center in-k 9.57 3.84 24.30 61.44 @ X= ft 2.25 2.00 4.50 8.00 fb:Actual psi 364.1 146.1 792.5 1,231.0 Fb:Allowable psi 1,173.0 1,173.0 1,345.5 1,242.0 Bending OK Bending OK Bending OK Bending OK fv:Actual psi 36.0 15.5 46.4 53.6 Fv:Allowable psi 172.5 172.5 207.0 207.0 Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 393.75 120.00 337.50 480.00 LL lbs 315.00 200.00 562.50 800.00 Max.DL+LL lbs 708.75 320.00 900.00 1,280.00 @ Right End DL lbs 393.75 120.00 337.50 480.00 LL lbs 315.00 200.00 562.50 800.00 Max.DL+LL lbs 708.75 320.00 900.00 1,280.00 _Deflections Ratio OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.013 -0.003 -0.062 -0.240 UDefl Ratio 4,142.2 17,201.9 1,734.8 801.6 Center LL Defl in -0.010 -0.005 -0.104 -0.399 UDefl Ratio 5,177.8 10,321.1 1,040.9 480.9 Center Total Defl in -0.023 -0.007 -0.166 -0.639 Location ft 2.250 2.000 4.500 8.000 UDefl Ratio 2,301.2 6,450.7 650.5 300.6 TJI JOISTS and RAFTERS I Code Code Code Suggest_ Suggest Suggest Lick- Lpick Lpick _pick Joist b d Spa. LL DL M max V max El L tb Liv L TL240 L LL360 L max TL deft. LL deft. L TL360 L LL480 L mex TL deft TL deft,LL deft LL deg., size&grade width(In.) depth(in.) (In.) (psi) (psi) (ft-lbs) (psi) (pal) (ft.) (ft.) (ft.) (ft.) (ft.) (in.) (in.) (It.) (ft.) (ft) (In.) ratio (in.) ratio 9.5"TJI 1.75 9.5 19.2 40 15 2380 1220 1.40E+08 14.71 27.73 15.23 14.80 14.71 0.66 0.48 13.31 13.45 -< 13.31._ 0_44 360 0.32 495 9.5"TJI 110 1.75 9.5 16 40 15 2380 1220 1.40E+08 16.11 33.27 16.1915.73 15.73 0.72 0.52 14.14 14,29 14.14 0.47 360 0.34 495 9.5"TJI 110 1.75 9.5 12 40 15 2380 1220 1.40E+08 18.61 44.36 17.82 17.31 17.31 0.79 0.58 15.57 15.73 15.57 0.52360 0.38 495 9 _.....___......._....___._.__............ .5 1110 1.75 9.5 9.6 40 15 2380 1220 1.40E+08 20.80 55.45 19.19 18.64 18.64 0.85 0.62 16.77 16.94 16:77 0.5656 360 0.41 495 __ ._...__....__._......_.._._.. 9.5"TJI 110 1.75 9.5 19.2 40 10 2500 1220 1.57E+08 15.81 30.50 16.34 15.37 15.37 0.84 0.51 14.27 13.97 13.97 0.4444 384 0.35 4800 9.6w TJI 110 1.76 9.5 16 40 10 2500 :1220 1.57E+08 17.32 36.60 17.36 16.34 16.34 - 0.68 0.54 15.17 14.84 14,84 0.46 384 0.37 480 9.5"TJI 110 1.75 9.5 12 40 10 2500 12201 1.57E+08 20.00 48.80 19.11 17.98 17.981 0.75 0.60 16.69 16.34 18.34 0.51 384 0.41 480 9.5"TJI 110 1.75 9.5 9.6 40 10 2500 1220 1.57E+08 22.36 61.00 20.58 19.37 19.371. 0.81 0.65 ---17.98 17.60 17.60 0.55 384 0.44 480 9.5"TJI 210 2.0625 9.5 19.2 40 10 3000 1330 1.67E+08 17.32 33.25 17.32 16.30 16.30 0.68 0.54 15.13 14.81 14.81 0.46 384 0.37 480 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 ,18:74 0.49 384 0.39 :480 9.5"TJI 210 2.0625 9.5 12 40 10 3000 1330 1.87E+08 21.91 53.20 20.26 19.06 19.06 0.79 0.64 17.70 17.32 17.32 0.54- 384 0.43_ 480 9.5"TJI 210 2.0625 9.5 9.6 40 10 3000 1330 1.87E+08 24.49 66.50 21.82 20.53 20.53 0.86 0.68 19.06 18.66 18.66 0.58 384 0.47 480 .. __....__..__.. ..._._. 9.5"TJI 230 2.3125 9.5 19.2 40 10 3330 1330 2.06E+08 18.25 33.25 17.89 16.83 18.83 0.70 0.56 15.63 15.29 15.29 0.481 384 0.38 480 9.5"TJI 230 2.3126 9,6 16 ! 40 10- 3330 1330 2.06E+08 19.99 39,90 19.01 17.89 17.89 0.76 0.60 16.60 16.26 ' S,18.25 0.51 384 ``0.41 480 9.5"TJI 230 2.3125 9.5 12 40 10 3330 1330 2.06E+08 23.08 53.20 20.92 19.69 19.69 0.82, 0.66 18.28 17.89 17.89 0.56384 0.45 480 9.5"TJI 230 2.3125 9.5 9.6 40 10 3330 1330 2.06E+08 25.81 66.50 22.54 21.21 21.21' 0.88 0.71 19.69 19.27 19.27 0.60 384 0.48 480 11.875"TJI 110 1.75 11.875 19.2 40 10 3160 1560 2.67E+08 17.78 39.00 19.50 18.35 17.78 0.67 0.54 17.04 18.67 16.67' 0.52 384 0.42 480 11..875"TJI 110 1.75 11.875 16 40 10 3160.!.1580 7187E+08 19.47 •`48.80 20.72 19.50 19.47 . 0.81 0.85 ':18.10 1772•`.,.17:72 0.55 384 0.44 480 11.875"TJI 110 1.75 11.875 12 40 10 3160 1560 2.67E+08 22.49 62.40 22.81 21.48 21.46 0.89 0.72 19.93 19.50 19.50. 0.61 384 0.49 480 11.875"TJI 110 1.75 11.875 9.6 40 10 3160 1560 2.67E+08 25.14 78.00 24.57 23.12 23.12 0.96 0.77 21.46 21.01 21.01 0.66 384 0.53 480 11.675"TJI 210 2.0625 11.875 19.2 40 10 3795 1655 3.15E+08 19.48 41.38 20.61 19.39 19.39 0.81 0.65 18.00 17.62 17.62' 0.55 384 0.44 480 11.875"TJI 210 2.0625 '11.875 -16 40 10 3795 1655 3.15E+08 21.34=; 49.65 21:90 20.81 20.81 0.86 0:89 19.13 18.72 ti, .98,722 >0,59 384 0.47 480 11.875"TJI 210 2.0625 11.875 12 40 10 3795 1655 3.15E+08 24.64 68.20 24.10 22.68 22.68 0.95 0.76 21.05 20.61 20.815 0.64 384 0.52 480 11.875"TJI 210 2.0625 11.875 9.6 40 10 3795 1655 3.15E+08 27.55 82.75 25.96 24.43 24.43 1.02 0.81 22.68 22.20 22.20 0.69 384 0.55 480 _-_- 11,875"TJI 230 2.3125 11.875 19.2 40 10 4215 1855 3.47E+08 20.53 41.38 21.28 20.03 20.03 0.83 0.67 18.59 18.20 18.20! 0.57 384 0.45 480 11.875"7JI)230 2,3125. 11.875 16 40 10. _ 4215 1665 3.47E+08 22.49 49.65 22;82 21.28 21:28 0.89 . 0.71 19.76 19 34 )`'1..15..34 0:60 384 0.48 ;480 11.875"TJI 230 2.3125 11.875 12 40 10 4215 1655 3.47E+08 25.97 66.20 24.89 23.42 23.42 0.98 0.78 21.74 21.28 21.28 0.67 384 0.53 480 11.875"TJI 230 2.3125 11.875 9.6 40 10 4215 1655 3.47E+08 29.03 82.75 26.81 25.23 25.23 1.05 0.84 23.42 22.93 22.93 0.72 384 0.57 480 11.875"RFPI 400 2.0625 11.875 19.2 40 10 4315 1480 3.30E+08 20.77 37.00 20.93 19.69 19.69 0.82 0.66 18.28 17.89 17,88 0.56 384 0.45 480 11.875"RFPI 400 2.0625" .11.875 16 40 10 4315` 1480'3.30E+08 .122.76 '44.40 22:24. 20.93. -'20.93 0.87 0.70 19.43 19.01 r 7G19.01 0.59 384 0.48 480 11.875"RFPI 400 2.0625 11.875 12 40 10 4315 1480 3.30E+08 26.28 59.20 24.48 23.03 23.03 0.96 0.77 21.38 20.93 20.93__-0.651 3841_0.521.. ...480 11.875"RFPI 400 2.0625 11.875 9.6 40 10 4315 1480 3.30E+08 29.38 74.00 26.37 24.81 24.81 1.03 0.83 23.03 22.54 22.541 0.700 384 0.66 480 Page 1 D+L*S CTN 14189-Betahny Creek Falls I LOAD CASE (12-12) (BASED ON ANSIIAFBPA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ks 1.00 Design Buckling Factor D+L+B c 0.80(Constant)> Section 3.7.1.5 Cr KcE 0.30(Constant)> Section 3.7.1.5 CI(Fb) Cf(Fc) 1997 NOS Cb (Vanes s Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fe) Eq.3.7-1 NOS 3.9.2 Maz.Wall duration duration factor factor use Stud trade VNdth Depth Spedng Height Le/d Vert.Load Hor.Load u-1.0 Load 42 Plate Cd(Fb)Cd(Fe) Cf Cl Cr Fb Fc perp Fe E Fb' Fe perp' Fe• Fee re lc fc/F'c lb Ib/ In. In. In. 8. plf Pet pit (Fb) (Fe) Psi psi Psi Pal Pal Pal Psi psi psi psi psi Fb'(1-lc/Fee) H-F Stud 1.5 3.5 16 7.7083 28.4 1730 0.9916 1993.4 1.00 1.15 1.1 1.05 1.15 875 405 800 1,200,000 654 508 966 515.42 441.22 439.37 1.00 0.00 0.000 H-F Stud 1.5 3.5 18 9 30.9 1340 0.9968 1993.4 1.00 1.15 1.1 1.05 1.15 875 405 800 1,200,000 854 506 908 378.09 340.90 340.32 1.00 0.00 0.000 H-F Stud 1.5 3.5 12 9 30.9 1785 0.9947 2857.8 1.00 1,15 1.1 1.05 1.15 875 405 800 1,200,000 854 508 968 37809 340.90 340.00 1.00 0.00 0,000 H-F Stud 1.5 3.5 16 825 28.3 1550 0.9921 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 554 506 986 449.95 395.22 393.85 1.00 0.00 0.000 H-F Stud 1.5 3.5 12 825 28.E 2070 0.9953 2857.8 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 554 506 968 449,95 395.22 39429 1.00 0.00 0.000 H-F Stud 1.5 3.5 8 8.25 25.3 3100 0.9921 3980.7 1.00 1.15 1.1 1.05 1.15, 875 405 800 1,200,000 854 508 966 44905 395.22 393.85 1.00 0.00 0.000 SPF Stud 1.5 3.5 16 7.7083 28.4 1695 0.9952 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 654 531 875.435 515.42 431.52 430.48 1.00 0.00 0.000 SPF Stud 1.5 3.5 16 9 30.9 1320 0.9944 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1.200,000 854 531 875.438 378.09 336.17 335.24 1.00 0.00 0.000 SPF Stud 1.5 3.5 12 9 30.9 1760 0.9944 2759.1 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 675.438 378.09 336.17 335.24 1.00 0.00 0.000 SPF Stud 1.5 3.5 16 825 26.3 1525 0.9057 2091.8 1.00 1.15 1.1 1.05 1.15 875 425 725 1,200,000 854 531 875.438 449.95 388.13 387.30 1.00 0.00 0.000 SPF Stud 1.5 3.5 12 825 28.3 2030 0.9925 2759.1 1.00 1.15 1.1 1.05 1.15 875 425 725 1,200,000 654 531 875.438 449.95 386.13 358.87 1.00 0.00 0.000 SPF Stud 1.5 3.5 8 8.25 28.3 3050 0.9957 4153.6 1.00 1.15 1.1 1.05 1.15 875 425 725 1,200,000 854 531 875.438 449.95 388.13 387.30 1.00 0.00 0.000 H-F#2 1.5 5.5 16 7.7083 18.8 3132 0.2408 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1844.5 1378.83 1031.55 506.15 0.49 0.00 0.000 H-F 02 1.5 5.5 18 9 19.6 3132 0.3852 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 500 1844.5 1011.45 837.57 508.18 0.00 0.00 0.000 H-F 02 1.5 5.5 16 825 18.0 3132 0.2858 3132.4 1.00 1.15 1.3 1.10 1.15 550 405 1300 1,300,000 1,271 506 1844.5 1203.70 948.77 508.18 0.53 0.00 0.000 SPF 02 1.5 5.5 18 7.7083 16.8 3287 0.2737 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1484.89 1015.45 531.23 0.52 0.00 0.000 SPF 12 1.5 5.5 16 9 19.6 3287 0.3905 3287.1 1.00 1.15 1.3 1.10 1.15 575 425 1150 1,400,000 1,308 531 1454.75 1089.25 850.16 531.23 0.62 0.00 0000 SPF 02 1.5 5.5 16 825 16.0 3287 0.3158 3287.1 1.00 1.15 1.3 1.10 1.15 875 , 425 1150 1,400,000 1,308 531 1454.75 1298.30 945.38 531.23 0.58 0.00 0.000 SPF Stud 1.5 3.5 16 14.57 50.0 545 0 0.9913 2091.8 1.00 1.15 1.1 1.05 1.15 075 425 725 1,200,000 554 531 875.436 144.26 139.02 138.41 1.00 0.00 0.000 SPF1/2 1.5 5.5 18 19 41.5 1450 0 0.9917 3257.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 244.40 235.32 234.34 1.00 0.00 0.000 H-F N2 1.5 5.5 18 19 41.5 1360 0 0.9989 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 226.94 220.14 219.80 1.00 0.00 0.000 Page 1 D+L+W CTA 14188-Betahny Creek Falls I LOAD CASE (12-13) (BASED ON ANSI/AFBPA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3,7.1 3.7.1 Ke 1.00 Design Buckling,Factor D+L+W e 0.50(Constant) . Becton 3.7.1.5 Cr KcE 0.30(Constant)> Section 3.7.1.5 Cf(Fb), Cf(Fc) 1997 NDS Cb (Vanest > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Max.Well duration duration factor factor use Stud Grade NBdth Depth Spacing Height La/d Vert.Load Hor.Load es 1.0 Load 0 Plate Cd(Pb)Cd(Fe) Cl Cl Cr Fb Fe perp Fc E Fb' Fc perp' Fe' Fee Fc fe fere lb 06 In, In. In. S. plf paf p0 (Fb) (Fc) pal psi psi pat Pel psi psi psi pal psi psi Fb"(t-f/Pce) H-F Stud 1.5 3.5 18 7.7063 26.4 1075 9.71 0.5951 1993.4 1.80 1.00 11 1.05 1.15 675 405 800 1,200,000 1,368 506 840 515.42 427.05 273.02 0.64 376.78 0.586 H-F Stud 1.5 3.5 18 9 30.9 755 8.46 0.9942 1993.4 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,386 506 840 378.09 333.99 191.75 0.57 447.52 0.865 H-F Stud 1.5 3.5 12 9 30.9 1140 8.48 0.9998 2657.8 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,368 508 840 378.09 333.99 217.14 0.65 335.64 0.577 H-F Stud 1.5 3.5 18 8.25 28.3 970 8.13 0.9943 1993.4 1.60 1.00 1,1 1.05 1.15 675 405 800 1,200,000 1,368 508 840 449.95 384.87 246.35 0.64 361.37 0.555 H-F Stud 1.5 3.5 12 8.25 28.3 1425 6.13 0.9974 2657.5 1.80 1.00 1.1 1.05 1.15 875 405_ 800 1,200,000 1,388 506 840 449.95 384.57 271.43 0.71 271.03 0.500 H-F Stud 1.5 3.5 8 8.25 28.3 2355 8.13 0.9981 3986.7 1.80 1.00 1.1 1.05 1.15 875 405 800 1,200,000 1,368 508 840 449.95 384.67 299.05 0.78 180.69 0.394 SPF Stud 1.5 3.5 18 7.7083 26.4 1060 9.71 0.9571 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,368 531 761.25 515.42 415.53 269.21 0.85 376.76 0,577 SPF Stud 1.5 3.5 18 9 30.9 700 6.46 0.9115 2091.5 1.80 1.00 1.1_1.05 1.15 875 425 725 1,200,000 1,366 531 761.25 379.09 328.30 177.78 0.54 447.52 0.618 SPF Stud 1.5 3.5 12 9 30.9 1125 8.46 0.9931 ' 2789.1 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,386 531 761.25 378.09 328.30 214.29 0.85 335.84 0.587 SPF Stud 1.5 3.5 16 8.25 28.3 960 8.13 0.9970 2091.8 1.60 1,00 1.1 1,05 1.15_ 875 425 725 1,200,000 1,366 531 761.25 449.95 376.35 243.81 0.85 381.37 0.577 SPF Stud 1.5 3.5 12 825 28.3 1405 8.13 0.9952 2789.1 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,386 531 761.25 449.95 376.35 287.62 0.71 271.03 0.490 SPF Stud 1.5 3.5 8 8.25 28.3 2320 8.13 0.9958 41536_ 1.60 1.00 1.1 1.05 1.15 875 425 725 1,200,000 1,388 531 781.25 449.95 376.30 294.80 0.78 180.85 0.383 H-F 02 1.5 5.5 16 7.7083 16.8 3132 9.71 0.3909 3132.4 1.60 1.00 1.3 1.10 1.15 550 405 1300 1,300,000 2,033 508 1430 1378.83 989.91 506.19 0.52 152.58 0.115 H-F 02 1.5 5.5 16 9 19.8 3132 8.46 0.5743 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 508 1430 1011.45 804.50 508.18 0.83 181.23 0.178 H-F 02 1.5 5.5 16 8.25 18.0 3132 8.13 0,4411 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 508 1430 1203.70 899.13 506.18 0.58 148.34 0.124 SPF#2 1.5 5.5 18 7.7083 18.8 3287 9.71 0.4327 3287.1 1.80 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1285 1454.89 940.30 531.23 0.58 152.56 0.114 SPF 02 1.5 5.5 18 9 19.6 3287 8.48 0.6033 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1285 1089.25 806.08 531.23 0.68 181.23 0.189 SPF 02 1.5 5.5 16 8.25 18.0 3287 8.13 0.4790 3287.1 1.80 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 1298.30 884.89 531.23 0.80 146.34 0.118 OFF Stud 1.5 3.5 18 14.57 50.0 70 8.46 0.9957 2091.5 . 1.80 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 144.26 138.14 17.78 0.13 PAWN* 0.979 SPF 92 1.5 5.5 18 19 41.5 880 9.71 0.9941 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1285 244.40 233.80 108.87 0.413 927.02 0.788 H-F 92 1.5 5.5 16 19 41.5 600 9.71 0.9921 3132.4 1.80 1.00 1.3 1.10 1.15 550 405 1300 1,300,000 2,033 506 1430 228.94 219.02 98.97 0.44 927.02 0.798 Page 1 D+L+W+.58 CTI 14189-Betehny Creek Fah I LOAD CARE I (12-14) I (BASED ON ANSI/AFBPA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ks 1.00 Design Budding_Feetor D+L+W+8/2 c 0.80(Constant). Section 3.7.1.5 Cr ' KeE 0.30(Content). Seellon 3.7.1.5 Cf(Fb) Cf(Fe) 1997 NOS Cb (Vallee) > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Pb) Cb Cd(Fe) Eq.33-1 NOS 3.9.2 Max.Wa9 duration duration factor factor use Stud Grade Width Depth Spadng Height Leld Vert Load Hor.Load e.1.0 Load 6 Plate Cd(Fb)Cd(Fe) Cf Cf Cr Fb Fe perp Fe E Fb' Fc perp' Fe• Fee Fe fe INF'c lb lb/ in. in. In. 8. P9 Pet pit (Fb) (Fe) Psi pet Psi Psi Psi Psi Psi Psi Psi Psi psi Fb"(1-fc/Fce) H-F Stud 1.5 3.5 16 7.7083 26.4 1095 9.71 0.0002 1903.4 1.60 1.15 1.1 1,05 1.15 675 405 800 1200,000 1,368 508 986 515.42 441.22 278.10 0.83 376.78 0.599 H-F Stud 1.5 3.5 16 9 30.9 765 8.46 0,9996 1993.4 1.60 1.15 1.1 1.05 1.15 875 405 800 1,200,000 1,386 506 986 378.09 340.90 194.29 0.57 447.52 0.874 H-F Stud 1.5 3.5 12 9 30.9 1150 8.48 0.9969 2657.8 1.80 1.15 1.1 1,05 1.15 675 405 800 1,200,000 1,366 506 968 378.09 340.90 219.05 0.64 335.84 0.584 H-F Stud 1.5 3.5 16 8.25 28.3. 985 8.13 0.0963 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,368 506 966 449.95 395.22 250.19 0.63 381.37 0.596 H-F Stud 1.5 3.5 12 825 28.3 1445 8.13 0.9959 2657.8 1.60 1.15 1.1 1.05 1.15 875 405 800 1,200,000 1,366 506 966 449.95 395.22 275.24 0.70 271.03 0.511 H-F Stud 1.5 3.5 8 825 28.3 2390 8.13 0.9960 3986.7 1.80 1.15 1.1 1.05 1.15 875 405 800 1200,000 1,368 5011 986 449.95 39522 303.49 0.77 180.69 0.406 SPF Stud 1.5 3.5 16 7.7083 26.4 1080 0.71 0.9935 2091.9 1.60 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1,3116 531 875.439 515.42 431.52 274.29 0.64 378.78 0.589 SPF Stud 1.5 3.5 16 9 30.9 780 8.46 0.9968 2091.8 1.60 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1,386 531 875.438 378.09 338.17 193.02 057 447.52 0.889 SPF Stud 1.5 3.5 12 9 30.9 1140 8.48 0.9944 2789.1 1.80 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1,386 531 875.438 378.09 330.17 217.14 0.85 335.64 0.577 SPF Stud 1.5 3.5 18 825 28.3 975 8.13 0.9952 2091.0 1.60 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1,366 531 975.438 449.95 388.13 247.82 0.64 361.37 0.588 SPF Stud 1.5 3.5 12 8.25 28.3 1430 8.13 0.9952 2799.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 675.430 449.95 388.13 272.38 0.70 271.03 0.503 OFF Stud 1.5 3.5 8 825 28.3 2360 8.13 0.9922 4193.6 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 29986 0.77 190.69 0.396 H-F 02 1.5 5.5 16 7.7053 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 1031.59 506.18 0.49 152.59 0.119 H-F 02 1.5 5.5 16 9 19.6 3132 8.46 0.5437 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1844.5 1011.45 837.57 506.18 0.60 18123 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 1.15 950 405 1300 1,300,000 2,033 506 1644.5 1203.70 946.77 506.18 0.53 146.34 0.124 SPF#2 1.5 5.5 16 7.7083 19.8 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 SPF02 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 0.82 18123 0.169 SPF02 1.5 5.5 18 8.25 18.0 3287 8.13 0.4342 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1298.30 945.38 531.23 0.56 146.34 0.118 SPF Stud 1.5 3.5 18 14.57 50.0 70 8,48 0.9955 2091.8 1.60 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1,388 531 075.438 144.26 139.02 17.78 0.13 969696 0.979 SPF02 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 H-F 02 1.5 5.5 16 19 41.5 600 9.71 0.0901 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 C76 14189-Betahny Creak Falls I LOAD CASE 1 (12-18) I (BASED ON ANSI/AF&PA NDS-199SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor 1 D+L+S•Wf2 r� c 0.80(Constant)> Section 3.7.1.5 I _ KcE 0.30(Constant)> Section 3.7.1.5 Cr Cb (Varies), Section 2.3.10 Bending Comp. Size Size Rep. Cf(Fb) Cf(Fc) 1997 NDS Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Maz.Wa9 duration duration factor factor use Stud Grade Width Depth Spacing Height La/d Vert.Load Hor.Load ••1.0 ,Load W Plate Cd(Fq Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc• Fee Pc k fc/F'c fb Ib/ In. In. In. 8, pit psf p8 (Fb) (Fc) Pei psi Pal psi Psi Pal Pal psi Psi psi psi Fb"(1-fclFce) H-F Stud 1.5 3.5 18 7.7083 28.4 1335 4.855 0.9935 1993.4 1.80 1.15 1.1 1.05 1.15 875 405 800 1,200,000 1,366 506 986 515.42 441.22 339.05 0.77 188.39 0.403 H-F Stud 1.5 3.5 16 9 30.9 970 4.23 0.9923 1993.4 1.60 - 1.15 1.1 1.05 1.15 875 405- 800 1,200,000 1,388 506 968 378.09 340.90 248.35 0.72 223,76 0.470 H-F Stud 1.5 3.5 12 9 30.9 1380 4.23 0.9978 2857.8 1.60 1.15 1.1 1.05 1.15 875 405 800 1,200,000 1,368 506 986 378.09 340.90 262.86 0.77 187.82 0.403 H-F Stud 1.5 3.5 16 8.25 28.3 1195 4.085 0.9960 1993,4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 986 449.95 395.22 303.49 0.77 180.69 0.406 H-F Stud 1.5 3.5 12 825 28.3 1660 4.065 0.9990 2857.8 1.60 1.15 1.1 1.05 1.15 675 - 405 800 1,200,000 1,366 508 988 449.95 395.22 320.00 0.31 135.51 0.343 H-F Stud 1.5 3.5 8 8.25 28.3 2685 4.065 0.9999 3986.7 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,368 508 968 449.95 39522 338.41 0.66 90.34 0.287 SPF Stud 1.5 3.5 16 7.7053 26.4 1315 4.855 0.9907 2091.8 1.80 1.15 1.1 1.05 1.15 875 425 72S 1,200,000 1,368 531 675.438 515.42 431.52 333.97 0.77 188.39 0.392 SPF Stud 1.5 3.5 18 9 30.9 965 4.23 0.9970 2091.8 1.60 1.15 1.1 1.05 1.15 875 425 ' 725 1,200,000 1,368 531 875.438 378.09 336.17 245.08 0.73 223.78 0.486 SPF Stud 1.5 3.5 12 9 30.9 1370 4.23 0.9990 2789.1 1.80 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,368 531 875.438 378.09 336.17 260.95 0.78 187.82 0.396 SPF Stud 1.5 3.5 16 8.25 26.3 1160 4.065 0,9922 2091.8 1.60 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1,386 531 875.438 449.95 388.13 299.68 0.77 160.69 0.398 SPF Stud 1.5 3.5 12 8.25 28.3 1660 4.085 0.9973 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 398.13 316.19 0.81 135.51 0.334 SPF Stud 1.5 3.5 6 8.25 28.3 2830 4.065 0.9969 4183.6 1.80 1.15 1.1-1.05 1.15 675 425 725 1,200,000 1,356 531 675.438 448.95 388.13 333.97 0.86 90.34 0.257 H-F#2 1.5 5.5 16 7.7083 16.8 3132 4.655 0.3001 3132.4 1.60 1.15 1.3 1.10 1.15 950 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.58 508.18 0.49 76.29 0.059 H-F#2 1.5 5.5 18 9 19.8 3132 4.23 0.4544 3132.4 1.80 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 508 1644.5 1011.45 637.57 506.18 0.60 90.81 0.080 H-F#2 1.5 5.5 16 8.25 16.0 3132 4.065 0.3479 ' 3132.4 1,60 1,15 1.3 1.10 1.15 850 405 .1300 1,300,000 2,033 508 1644.5 1203.70 946.77 506.18 0.53 73.17 0.062 SPF 02 1.5 5.5 16 7.7083 16.8 3287 4.855 0.3304 3287.1 1.80 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1464.89 1015.45 531.23 0.52 78.29 0.057 SPF#2 1.5 5.5 18 9 18.8 3287 4.23 0.4750 3287.1 1.80 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 90.61 0.085 SPF 02 1.5 5.5 16 8.25 18.0 3297 4.085 0.3750 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 73.17 0.059 SPF Stud 1.5 3.5 16 14.57 50.0 255 4.23 0.9959 2091,8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,368 531 875.438 144.28 139.02 64.76 0.47 586.43 0.779 SPF 112 1.5 5.5 16 19 41.5 935 4.855 0.9925 3287.1 1.80 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 151.11 0.84 463.51 0.580 H-F#2 1,5 5.5 18 19 41.5 885 4.855 0.9970 3132.4 1.80 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1844.5 228.94 220.14 139.80 0.64 463.51 0.594 Page 1 D+L+S+.7E CTO 14159-Betahny Creek Falls I LOAD CASE I (12-19) 1 (BASED ON ANSIIAFBPA NDB-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Bucking Factor D+L+S+Ery. c 0.80(Constant)> Section 3.7.1.5 Cr KcECf(Pb) Cf(Fe) 1997 NOS Cb 0.30(Constant)> Section 3.7.1.5 Cd(Pb) Cb Cd(Fc) Eq.3.7-1 Cb (Varies) > Section 2.3.10 Bending Comp. Size Size Rep. NOS 3.9.2 Max.Well duration duration factor factor use Stud Grade Wdth Depth Spacing Height Lard Vert.Load Her.Load ae 1.0 Load at Plate Cd(Fb)Cd(Fe) Cf Cf Cr Fb Fc perp Fe E Fb' Fc perp' Fe• Fce Fe fc Ie/Ft fb BN in. In. In. 6. P9 pal p0 (Fb) (Fe) psi psi psi Psi psi psi Psi psi pal psi psi Fb"(1-fdFce) H-F Stud 1.5 3.5 16 7.7053 26.4 1415 3.57 0.9983 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,368 506 966 515.42 441.22 359.37 0.51 138.53 0.335 H-F Stud 1.5 3.5 16 9 30.9 1010 3.57 0.9960 1993.4 1.80 1.15 1.1 1.05 1.15 675 405 . 800 1,200,000 1,366 508 988 378.09 340.90 258.51 0.75 188.85 0.430 H-F Stud 1.5 3.5 12 9 30.9 1420 3.57 0.9937 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,386 506 968 378.09 340.90 270.48 0.79 141.63 0.384 H-F Stud 1.5 3.5 16 8.25 28.3 1225 3.57 0.9981 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,385 506 986 449.95 395.22 311.11 0.79 159.68 0.376 H-F Stud 1.5 3.5 12 825 26.3 1710 3.57 0.9947 2657.8 1.60 1.15 1.1 1.05 1.15 875 405 800 1,200,000 1,388 506 966 449.95 395.22 325.71 0.82 119.01 0.315 H-F Stud 1.5 3.5 8 5.25 28.3 2700 3.57 0.9966 3986.7 1.80 1.15 1.1 1.05 1.15 875 405 B00 1,200,000 1,368 508 988 449.95 39522 342.88 0.87 79.34 0.244 SPF Stud 1.5 3.5 18 7.7083 28.4 1395 3.57 0.9984 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,386 531 875.438 515.42 431.52 354.29 0.82 136.53 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 1,368 531 875.438 378.09 336.17 253.97 0.76 168.85 0.421 SPF Stud 1.5 3.5 12 9 30.9 1410 3.57 0.9962 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 288.57 0.80 141.63 0.358 SPF Stud 1.5 3.5 18 5.25 28.3 1210 3.57 0.9932 2091.8 1.80 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,386 531 875.438 449.95 388.13 307.30 0.79 15666 0.366 SPF Stud 1.5 3.5 12 8.25 28.3 1890 3.57 0.9940 2789.1 1.80 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1,366 531 875.435 449.95 388.13 321.90 0.83 119.01 0.308 SPF Stud 1.5 3.5 8 8.25 25.3 2570 3.57 0.9987 4183.6 1.80 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,385 531 875.438 449.95 385.13 339.05 0.87 79.34 0.236 H-F 62 1.5 5.5 16 7.7083 16.8 3132 3.57 02844 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1376.83 1031.58 506.18 0.49 58.10 0.044 H-F 02 1.5 5.5 16 9 19.6 3132 3.57 0.4405 3132.4 1.60 1.15 1.3 1.10 1.15 550 405 1300 1,300,000 2,033 508 1844.5 1011.45 837.57 506.18 0.80 78.47 0.075 H-F 02 1.5 5.5 18 8.25 18.0 3132 3.57 0.3404 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 948.77 506.15 0.53 84.26 0.055 SPF#2 1.5 5.5 16 7.7053 18.8 3267 3.57 0.3154 3287.1 1.80 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 55.10 0.042 SPF*2 1.5 5.5 15 9 19.8 3287 3.57 0.4616 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 78.47 0.071 SPF02 1.5 5.5 113 8.25 18.0 3287 3.57 0.3875 3257.1 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 84.28 0.052 SPF Stud 1.5 3.5 16 14.57 50.0 285 3.57 0.9951 ' 2091.5 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 575.438 144.26 139.02 72.38 0.52.494.93 0.727 5 44.40 235.32 164.85 0.70 340.83 H-F 02 1.5 5,5 16 19 41.5 10201 945 3,57 0.9939 3132.4 1.60. 1.15 1.3 1.10 1.15 850. 405 1300 1,300,000 2,033 506 1644.5 226.9220.14 152.73 0.69 34063 0.513 Page 1 s�aav;6u3 1sm1a+�1S C - /y� sv-e� 'C id ,}4i t !' �� 4L1,. cvzs 50251 014.E osb - r ,it */) 1 Nr- r+ t -.('1 -Sig 4stiot61 0420-z - 40.A. 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X.. t w..4... a tr h • N .,.: R. .,,„1..1,14:77,,t.....„,, ,4 .- , 1, 1„.-t„ 1 wa s '. „V__4. a ,. 4"` , € _ „ . . » «: .; E _i.._ _i. € - - ta 7 € ) =7. - 4 ! to r. - h 180 Nickerson St. ° C T ENGINEERING Suite 302 qpJ�, I N C /� Seattle,WA 98109 Project 14V JI�.�,. :* r 2Cd®e2 C, Date: 9 o21, 0B, 4t: 'j (206) gyp, (206)285-4512 Client: 2072 J.[IC,/ ?-008 SIDPWS QdDS K FA16 - Page Number: (206)285-0618 : I ; �`tPE,il6 I ; - ; • ! _ __' 4;;,;14.....1_, _ I 1 14-1 i.. I •- r — .—4-- i • ifAtt ! s` i �� . : , — ' .-. .1_.1.. .1.-M _ t 1. . .,. i i's.!!-1S! . i .t i 1-1.",. .. ; + - i I '. 32 i {� n t I- �!lITTT{. 1 ' ; � - -i !.r moi:!—4- i�� L--T-;,1i(�(1-..;_ �.�.__ ',�,'�'I ,7?Zx' --_' i - ,` �j35�. . ..i:_i__: _i,•-•.;:•-i- -2,4.,.5"......!,_ : ;! ...,-....,..t._!.___..H. ii. ..,..„,-,;„.......i..s. fit, --.4 :- - -- i - 12..E - } _ori, ----:44•_... _ ..-i I I T K_ - - / ` _- vi t I • I I & - - 4- 4Y/ r -i- 11 ._. ,,..1r. ,..: . - . 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On t -� • � 1 4 — ___1...,1;„!,; �— rv' _ �" pyo _. - ,- -L! -; j— _. , i Structural Engineers ‘,;ee... �` �; , .5/ . t / stf s ¢, •6,¢ 3 Design Maps Summary Report Page 1 of 1 WUSGS Design Maps Summary Report User-Specified Input Building Code Reference Document 2012 International Building Code 44 (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 k ; X20 • z ¢ f 5°y - d 2, s..W �� t ri: ' 4� / �.d ice '�� `�, �, • , _ i �F r ..� x - rau fsvt �ara&m� rwf 4 USGS-Provided Output S: = 0.9729 S„s = 1.0809 S°s= 0.720g S: = 0.4239 S„� = 0.667g SDI = 0.445 g For information on how the SS and Si values above have been calculated from probabilistic(risk-targeted)and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. INC1Es ResponseSp arum Design Response Spe rum an z.l< 0.10 air 0 2 a0$ as 017 A iae aon ass a+�o, 0.22 gat 0.22 alc (kill 0.0* aD 00 0.20 0. R CAM �t 0 1.00 It 1.10 1.00 1 f 213° 0.60 0.00 0.20 0.1 d#C 0.B0 i tl 12 LID 1.40 1 ill too per.T{ice Pada�d.T t 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. 9/14/2015 http://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?template=minimal&latit... 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 11.4.2/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 htto://earthquake.usgs.gov/research/h azmaps/ htto://oeohazards.usqs.qovidesignmaos/us/application.ohp 6. Site Coefficient(short period) Fa= 1.06 Figure 1613.3.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.55© Figure 1613.3.3(2) Table 11.4-2 SMs=Fa*Ss SMS= 1.17 EQ 16-37 EQ 11.4-1 SM1=F„*Si SM1= 0.75 EQ 16-38 EQ 11.4-2 SDs=2/3*SMS SDs= 0.78 EQ 16-39 EQ 11.4-3 SDI=2/3*SM1 SDI= 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 122-1 12. Response Modification Coef. R='6.5 N/A Table 12.2-1 13. Overstrength Factor f20= 3.0 N/A Table 12.2-1 14. Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 15. Plan Structural Irregulgrities - 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 Sos= 0.78 h„ = 18.00(ft) ............._....._......_........ Soy= 0.50 X= 0.75 ASCE 7-05(Table 12.8-2) R= 6.5 G= 0.02a ASCE 7-05(Table 12.8-2) IE= 1.0 T= 0.175 ASCE 7-05(EQ 12.8-7) ......................_........._.._...._... _._......................._._....__... Si= 0.50 k= 1'ASCE 7-05(Section 12.8.3) ......__................................ TL_ , f6ASCE 7-05(Section 11.4.5:Figure 22-15) Cs=S051 WE) 0.120 W ASCE 7-05(EQ 12.8-2) Cs=Sol/(T*(R/IE)) (for T<TL) 0.440 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(S01*Ti)/(TZ*(WIE)) (for T>TL) 0.000 W ASCE 7-05(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7-05(EQ 12.8-5)(MIN.) Cs=(0.5 S1)/(R/IE) 0.038 W ASCE 7-05(EQ 12.8-6)(MIN.if S,>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, = DIAPHR. Story Elevation Height AREA DL wi w, *h,k w *h,k DESIGN SUM LEVEL Height (ft) h, (ft) (sqft) (ksf) (kips) (kips) Ew, *h,' 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 0028- 36.68 366.8 0.42 2.33 5.54 7st:{13ase) 10.00 0.00 SUM= 64.8 873.7 1.00 5.54 E=V= 7.75(LRFD) EH.4= 5.54(ASD) DIAPHRAGM FORCES PER ASCE 7-10 SECTION 12.10.1.1 (EQ 12.10-1) Design F, = DIAPHR. F, E F, w, E w, F,,= t=we, 0.4*SDS*IE*WP 0.2*Sos*IE*Wp LEVEL (kips) (kips) (kips) (kips) (kips) Ew, F� 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 SS 2012 IBC ASCE 7-10 Ridge Elevation(ft)= 30,00 ,; 30,001 ft. Roof Plate Ht.= 18.00 18.00 Roof Mean Ht.a 24.00 24.00 ft. - - ................_............_.... Building Width= 26.0 '' 56,0:ft. V ult. Wind Speed 3Beaant= - 120 120 mph Figure 1609 Fig. 26.5-1A thru C V asd. Wind Speed 33.0ou.i=', 1 e <psmph (EQ 16-33) Exposure= B ° g'; Iw= 1.0 ! 1.0N/A N/A Roof Type= Gable Gable P830A= 28.6 28.6 psf Figure 28.6-1 P83o B a 4.6 : 4.6;psf Figure 28.8-1 P830 a 20.7 20:7'psf Figure 28.6-1 P830 o= 4,T 4.7 psf Figure 28.6-1 N a 1.00 1.00 Figure 28.6-1 Krt= 1.00 1.00 Section 26.8 windward/lee= 1.00 1.00?(Single Family Home) X'Krt'I : 1 1 Ps=X"Kzt"I"Pao= (Eq.28.8-1) P8A a 28.80 28.80 psf (LRFD) (Eq.28.8-1) Poe a 4.80 4.80 psf(LRFD) (Eq.28.6-1) Pee a 20.70 20.70 psf(LRFD) (Eq.28.6-1) Pso= 4.70 4.70 psf(LRFD) (Eq.28.6-1) Ps o ,dcoverage= 24.7 24.7 psf(LRFD) Pseand oay.r.g.a 4.7 4.7 psf(LRFD) a= 3 3 Figure 28.8-1 2a= 6 6 width-2.2a= 14 44 MAIN WIND-ASCE 7-10 CHAPTER 28 PART 2 Areas(NS) Areas(E-W) (N-S) (E-W) Wind(N-S)(LRFD) Wind(E-W) (LRFD) width factor roof-> 1.00 1.00, 0.89 0.89 18 psf min. 18 psf min. width factor 2nd-> 1,:00 0.89 wInd(LRFD)wind(LRFD) DIAPHR. Story Elevation Height AA AB Ac AD AA AB Ac Ao per 28.4.4 per 28.4.4 WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) Vi(N-S) V(N-S) VI(E-W) V(E-W) 30.00 12.0 0 144 0 188 0 128.2 0 469.9 Roof - 18.00 18.00 4.0 48 0 56 0 48 0 156.8 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 0 398 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 a 650 AF= 1307 10.4 20.9 V(n-s)= 9.88 V(ew)= 18.70 klps(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.) Wind(N-S)(LRFD) Wind(E-W)(LRFD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Vi(N-S) V(N-S) Vt(E-W) 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 0.00 000 .?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(nap 10.40 V(e-Por 20.91 kips kips kips(LRFD) kips(LRFD) DESIGN WIND-Min./Part 21Part 1 ASD Wind(N-S)(LRFD) Wind(E-W)(LRFD) Wind(N-S)(ASD) Wind(E-W)(ASD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(NS) 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(n-s 8.06 V(e-w 16.19 kips(LRFD) kips(LRFD) kips(ASD) kips(ASD) Part 1 Base Shear Part 2 Base Shear = 0.0 0.0 ratio ratio Page 1 SHEET TITLE: SDPWS SHEARWALL VALUES PER TABLE 4.3A CT PROJECT#: CT#14253: Plan 2613 SHEATHING THICKNESS tsheaming=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 sallowable V wind V w allowable (15/32"values per (SDPWS-2008) modify per S.G. (SDPWS-2008) modify per S.G. footnote 2) (divide by 2.0 FOS) (divide by 2.0 FOS) I (for ASD) (for ASD) — 0 1 0 1 P6TN 150 150 150 150 P6 520 242 730 339 P4 760 353 1065 495 P3 980 456 1370 637 P2 . 1280 595 1790 832 2P4 1520 707 2130 990 2P3 1960 911 2740 1274 2P2 2560 1190 3580 1665 N.G. 10000 4650 10000 4650 GYPSUM THICKNESStsbeaming= 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/1 114"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 49'_0 • , 1J'-11}x" 10'-0,2" ,,1� 1 f-10/2"1 T-2" 2'-5. , 11'-10' • 12'-2.V2" 71'-9", I 5'-2Y2' 1 S-8' t 3-B' a \ N+ r .......,... ®8I 4-Q l '1T 5-0 i1-0 SL ` p Lri J II EGRE EGRESS +0b ZS Left 1 71fl= I Ci V sw 'N-r CD Q. ,--�_ R• 4-0 5-0 F Left 4 I] ? 1�1� C ry AFE7Y GLAZING a. '�')- W c• qa M O G{ m r ._ 0 Cri 3 o. A N 0ii, I io- w (i R ma$Y 0 at + o 7e -� 0III - y o x 5 SN. W J _ ® V ;i TIE N 3 �_ '� 0 2-7. B-3. -0 1* Nimbp '\\ Z T 1 � 11 Ra 0*. T -52' •o { I mu s ♦u 12'-4Y4 4-3h. 4'-734" ri 1 °M .°- ligkl or T L__J ^n pq 'lio r+:( 'Az O irio rt�a r* . ; > w >,.* 1 in - r* A Til a �m>- 3o> O r ": EN �tiFf R! `� o ^.--f — ti2 0 +------ Po J �,� T 'p �-_ V � N A 0 Li A A Jile Right1 _ -_ rig a m D C ie m 1 - I ° O r1 1-+ \.�./ i V s &P . ( �C�_z 1 1.. .....w.......v ° . ♦ , ---J _ _ i 7CLJ D...„. .t... RED, I -II7 GLAZING 8•-5)' 4 2} '-B 1� 1� 10'-434 3'-4" I 7'-i 4 5-7}�" , 5.-5h" 2.-4)i- • -4 14'-2)y' 48'-1}/2" 7-11" 10'-0' 12•_0• ROOF t ABOVE j f— -i _ j —I \ \ \ �— 6 16-0 7-0 OH © - Gar AB Gar AB , REMOVED 2.8 FRAMING FOR A ELEC. PANEL y O: a I____ FLOOR ABOVE-7- BOVE J _ o h lo Garage 3'-11Y2 i WALL FINISH: 14•GNB BOLLARD •v H CEILING FINISH 9E" TYPE'X'GWB , + FIRE-TAPE ALL GWB n e WRAP BEAMS BELOW CEILING LE 7 INSULATE FLOOR ABOVE IiEk a42"x12" WOOD TREAD MAX. RISER 7- PLATFORM �9,_0• a .1 Vd (ADD MORE STEPS AS REQUIRED PER +18"A.F.F.D I - �1 i a SITE CONDITION) • h",44,�c Q 18'-DYz GUARD RAIL WITH 6"HIGH - .I 2 2x4 CURB AT BOTTOM- I FURN D oD2 TOPAT+36"ABOVEIOSIyc Rear Kit 7G • • • • Patio -- - ♦ d 1 Iv a 4'-0' 3.-4/2" 3'-1O- t 2•-8- t iV _____ �: • -Y11 .' 1 1 a D2 �T• -". 18"x24" CRAWL 1 �` SPACE ACCESS 1+, 1 c 2x4 35-HIGH Kitchen o •---n PONY WALL € a i } ^3 I ;� DW L,A c Dining III © --� �! © -___J-7 ito m 1 I :,L D I 1 0 -i o- oj T^ INSULATE FLOOR m ~ '" A+ OVER CRAWL SPACE I 8-7Y2� 0 1 f r-_ .. i I i 0 COUNTERTOP .� `" I ! 3 AL OVER STANDARD/HL TANDARD i : m "+ AI BASE CABINET j " ! +3r A.F.F. I I 0 1 i n 1 o N n- UL APPROVED 36"WIDE FLUSH BEAM FACTORY-BUILT DIRECT ABOVE \ ` • ! VENT GAS FIREPLACE (IA Ell ( 6x6 POST1,3„, Y!r/1W/GWB FINISH ,64' \ Entry ! 4 1 o ., 1 • in 1J II a Living 2x6 39"HIGH sY2 iii • 0i-�.. AS AP' ABLE = I 1 �' WALL W/FINISH u, '~ ~ ^ COND,TIOt5S PER SITE I© 3.. L., AT TOP z s v ,.• SAFETY o SAFETY = 4 ?• GLAZING n GLAZING ! -1 IV I71" 12" TILE --_mac o..--: m o I—'� • HEARTH I } 1 I - v� EA 0 411 1-6�6-0 F _ 1-6,6-0 F r " Front LI`. -7 �2 2'',./.4:6,[6-29-5F.2-5 N ! j ti 1�1 � y�6 5,,0 SH 2-6 5-0 912- 5-0 5 ZZH 2;-6 570 3-914 j, 3-0� j r-o j 3'-0" -974 0 # Porch i ` 1•_ 16,_6). 9,-5). N. 16 All _ r- TTTTTT .r,. I t 1J2 - All0 1-F 17,- 0. L r-113/4"-r-113/4"t I yv+T kTIONS 26'-7- � PLAN 7B FIRST FLOOR •\ACM,A.1....MED LI SHEET TITLE: 1LgTERAL.N$(front#C ba$"k-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. (0.6-0.14Sds)D+0.7pQe 0.8D+W per SDPWS-2008 pi= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LoL,R. Co w dl V level V abv.V level V abv. 2w/h If/ Type Type v i OTM RoTM Una* U,„m OTM ROTH Unet U.um U,,,m HD (sqft) (ft) (ft) (kif) (kip) (kip) (kip) (kip) p (pit) (pig (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. ieft.1" 256;.;11 0 :,11.0 1.0,0' !0.15,': 1.03 0.00 0.62 0.00 1.00 1.00 56 P6TN P6TN 94 4.92 4.58 0.03 0.03 8.25 5.45 0.27 0.27 0.27 Ext; "left 2 0 ;`i 0 0 ;0.0 1:00', '0.00:: o.00 o.00 o.00 0.00 too 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 -0.0 ,'0 0,„:,,,00, 000:; 0.00 0.00 0.00 0.00 too 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; o.00 o.00 o.00 o.00 too o.00 o- - 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!t ,'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 0.08 0.06 0.08 o .; 0 0.0 1:00; 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 '0.0 100:± 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 '„1 00. 0'.0 1,00 '0,00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 b 0 0:0 1.00 0 00 0.00 0.00 0.00 0.00 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. dght1"" 640 43 0 43:0 0.95015; 2.58 0.00 1.54 0.00 1.00 1.00 38 P6TN P6TN 83 12.30 89.73 -1.36 -1.36 20.62 83.21 -1.48 -1.48 0.50 pert Ext rlght2 0 0 0? 0.0.-1.00` 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 00 1..00! 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. rght3"•I 0 0 0 0'.0 1 00 0 00! 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 o :91 a o a 0.0, ,1,00; 0.00 0.00 0.00 0.00 0.00 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: 0a o0 0'0 1.00' 01)0'; o.00 o.00 o.00 0.00 too 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.,: 0,,,,,, 0 0::0, 1.00: d 00i 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext nght5:'i 0 q`. 0 0 0 0 :1.001 0 00: o.00 o.00 o.00 0.00 too o.00 o- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 o t70 <"00 1.001 0.00: o.00 o.00 o.00 o.00 too o.00 o- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0-. `0 0.. 0 0 1:00:: 0,00,: 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ""---4,,,j,,,0"01,!!!!!!!!!,, ,..0.0 ;1,00':- 0 00. 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 • 0,, 0 a d a 1.00;: 0 00 o.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1 00 a 00 0.00 0.00 0.00 0.00 1.00 0.00 0- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 a a 0 0 0 1..00.:" 0.00: o.00 o.00 o.00 0.00 too o.00 o- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 a 0 0 0 0 1 00. 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 o .e 0 o 0'0 1,00 0100 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 ;'-'"'"0,0 0,0, .1,00,: 0.00;; 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 a. 0 o to 0 i d0 0 00 0.00 0.00 0.00 0.00 too o.00 o- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 :0 0 '):00' 0 00; 0.00 0.00 0.00 0.00 too 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 `i 0 0 0 0 1.00. 0.00. 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1280 70.0 67.9=L eff. 5.18 0.00 3.08 0.00 EV„y,d 5.16 EVEa 3.08 Notes: • denotes with shear transfer •" denotes perferated shear wall ISB denotes ISB Shear Panel JOB#:CT#14189:Plan7A ID:Upper'Left1'(MSTR and Roof Level - - wdl= 150 pi/ 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 o. vhdreq= 31.6 plf e H1 head= vhdr= 527 pHI43.5 H5head= or 1 Fdragl eq=43.5 Fdrag2 eq= 13.8 Fdrag5 eq=27.7 Fdrag6 1 Fdragl w= 5 Fdragl 23.1 Fdrag5 w= .1 Fdrag W.72.5 A Hl pier= Weq= 43.5 pH v3 eq= 43.5 ph v5 eq= 43.5 H5 pier= 4.0 v1 w= 72.5 pl/ v3 w= 72.5spl v5 w= 72.51 '.4.0 eq= feet feet H total= 2w/h= 1 2w/h= 1 2w/h= 1 8.0 V Fdrdg3= H - 13.8 feet A Fdragl w=72.5 Fdragl w=23.1 Fdrag7eq= .7 Fdsag 43.5 V P6TN E.Q. I Fdrag7w=46.1 Fdrag8w=72.5 P6TN WIND v sal eq= 31.6 pH H1 sill= (0.6-0.14Sds)D 0.6D vsill w= 52.7 pH 1-15 sill= 3.0 EQ Wind '3.0.. feet OTM 6960.0 11600.0 feet R OTM 25310 30628 V UPLIFT -741 -769 Up above 0 0 Up Sum -741 -769 H/L Ratios: L1= 11.0. l2= 3.5 L3= 3:5L4= _5.0 L5= °5 5 HtotaUL= 0.29 4 Ir4 4 a a , __. Hpier/L1= 0.36 Hpier/L.3= 1.14 L total= 27.5 feet Hpierll.5= 0.73 0.90:Lreduction SHEET TITLE: LATERAL NS(front to back-up/down) CT PROJECT#: CT#14189:Plan7A Diaph.Level: 2nd Panel Height=!1•.:••..,,,,fti ft. Seismic V I is 2.23 kips Design Wind NS V I m 2.25 kips Max.aspect= ! 3.51 SDPWS Table 4.3.4 Sum Seismic V I= 5.30 kips Sum Wind NS V I■ 7.40 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W perSDPWS-2008 pt.= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwail LDL. C 0 w dl V level V abv.V level V abv. 2W/i7 v i Type Type v/ OTM ROTM Ulm( U.um OTM ROTM UnM U.um Usum HD (soft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (pif) (pit) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) • Ext;;"left 1' : 0 0 0 0.0 '.1.00. '0..00' 0.00 0.00 0,00 0.00 1,00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.27 0.27 Ext :left2 0 0 0 ;0.0 .1.00 •0.00; 0.00 0.00 0.00 0.00 1,00 0,00 0- - 0 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 n ;,.'0 n 0.0. 1.00" ;0.00:: 0.00 0.00 0,00 0,00 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 ''t�00 0,00 0,00 0.00 0,00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 fl o.0 !00 0 00. 0.00 0.00 0.00 0.00 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.,jt left 4 660 215 21.5: 1.,00 :fl 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 o,e, 0.a' `b.d' 1.00.,,a.na' 0.00 0,00 0.00 0,00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0 a 0.0 , 1:00. 0 00 0,00 0,00 0,00 6A0 1,00 0,00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 a 0.4•.,:o.0• 1 00;;0.10• 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 n 0 n 0.0 1 nn :0 nn 0.00 0.00 0.00 0,00 1,00 0,00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0,00 0.00 xt, •riglati`', 660':530„ 53.0 091 r',01 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 perf Ext` ;ri�ht2 .0 _•0 0 O.d 1 00•4 0,00'. 0.00 0.00 0.00 0,00 1,00 0,00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 .:0 0 • 0.0 ,1 00.: 0 00: 0,00 0.00 0.00 0.00 1,00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ESxt,° rght3" o o d b;o 1.00 ":o oo 0,00 0,00 0,00 0,00 1.00 0.00 o-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0„.„,„„„,,,,„:,...„i„„„„„_. n 0,0 1;00 0,00 0.00 0.00 0.00 0,00 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 lil ht4 0 n ,.,„ 00„,,,:::,,,,:...0•n00.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 a 0 0 0 0:.0 1 Afl 0.00'; 0.00 0.00 0.00 0,00 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.;:right5x,' 0. ' :p 0, 0:0 1.00 !O 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 ," .QA 6.0 '1.On :.0.00': 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 a. 0,0 09 1.00 .o,00-; 0,00 0,00 0,00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 ;0,n., 0;0 1:n0 0 00' 0,00 0,00 0.00 0.00 1.00 0,00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 •1.00 0.00', 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0.:.,..„.„,,„9,0,„„1-,Q.,,,,,,,,,9....0; 0.00 0.00 0.00 0,00 100 0,00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0, O 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 0 0 0 ,0.0 1,00 0.001 0.00 0.00 0.00 0,00 1.00 0,00 0- - 0 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 00'..1.00 0.00: 0,00 0.00 0,00 0.00 1,00 0,00 0- - 0 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 • ;0 0 0,0 1.00, nfl! 0.00 0.00 0,00 0,00 1,00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 ::�0 0 x_:0.0 .190. OAO' 0.00 0,00 0.00 0.00 1,00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 ° ;0.0 1 .000 fl0 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 a 0 0, '0.0 1 Oa'' 0 00il 0.00 0.00 0.00 0.00 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 89.7=L eft, 2.25 5.16 2.23 3.08 1.00 EV,i„d 7.40 EVEa 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:PIan7A 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. per SDPWS-2006 (0.6-0.14Sds)D+0.7 p Qe 0.6D+W pi.= 1.00 Table 4.3.3.5 Wind Wlnd 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 TA, Lwall LDL e0. C 0 w dl V level V abv.V level V abv, 2w/b v i Type Type vJ OTM ROTM Unet Ueum OTM ROTM Unet Ueum Ueum HD (soft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (pIO) (pit) (kip-ft) (kip-ft) (kip) (kip) (klp-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 3.83 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 18.00 5.11 1.29 1.29 30.82 8.10 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 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 .0,0' '1.00 " 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 " 0.00 0,00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 ` 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00: 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 18.8 18.6=L eff. 7.71 0.00 3.08 0.00 EVttim 7.71 EVEQ 3.08 Notes: denotes with shear transfer ie denotes perferated shear wall ISE denotes ISE 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-lett/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 3.51SDPWS 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. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pi= 1.30 Table 4.3.3.5 WInd Wind '.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 eft C o w dl V level V abv level V abv. 2w/h vi Type Type v i OTM ROTH Dnec U.um OTM Row Um U.um U. HD (sqft) (ft) (ft) (kit) (kip) (k - (kip) (kip) p (pIf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Front UV"' 306 5 0..1.6x5 1'.00 r 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 8.19 8.90 12.53 12.53 0 " °o o.. :0.0. 1 00 .o 00`i 0,e 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Front, 0 :.':0 0 0 0 1 00 "0,00`; ..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 a o 0 0 0 1.00:! 0.00; o.00 o.00 0.00 0.00 too o.00 o- - o o.00 o.00 o.00 o.00 o.00 o.00 o.00 o.00 o.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 lnt KiT 0 '0 0 00 1 00 a e0; 0.00 0.00 0.00 100 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 ;:0.0 "r'0 0 1 0b' 4.000 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 1.0 a ' 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 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 0.00 0.00 0.00 0.00 0.00 0.00 Rear Kit/Gar 660..11 5 11 5 " .00. 015; 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 :---..:401211MMtMAAMJYTWAWi 0.00 ow o.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Rear.BR23"' 0,.,,0 0, •;0'e 1 00 '0.75: 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 2.94 2.94 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1..0 0 e.8 66 0. 0 0.5 .0e 0.89 331 P4 P3 631 10.59 1.21 2.81 2.81 22.73 1.44 8.39 8.39 6.39 mxliONUMar A e 0 0 0,,,,0 0, 1.00„ .0 0 0.00 0.00 0.00 0.00 to' 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.4 0.83 0. 0 0. a .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 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 . 0 0 "0!0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 o 0 0 0. 1y"0o': o 00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 `4r 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 NXNWX-VMH#MAANYOPUOMt0 0.00 0.00 0.00 0.00 Loo 0.00 o- - o o.00 o.00 o.00 o.00 o.00 o.00 o.00 o.00 o.00 0•„ ,`0 0 ;0,.0 1 00 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 o.00 o.00 o.00 0.00 too o.00 o- -- o o.00 o.00 o.00 o.00 o.00 o.00 o.00 o.00 o.00 0.00 0.00 0.00 0.0o Loo o.00 o- -- o 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 ^„0,0, ••0 0, 1"00="0 00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 o.00 o.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 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 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 00 1 00 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 100 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 00 1.00'; 0 D0 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 k 0 -_0.0" 0.0• 1.00x 0.00: 0.00 0.00 0.00 0.00 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 EV,„d 13.67 EVER 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:PIan7A SHEARWALLWITH 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 i -_•,. v hdr eq= 59.4 plf A H head= A - v hdr w= 147.9 plf ........._.............. 1.083 v Fdragl eq= 342 F2 eq= 342 A Fdragl w= .=0 F2 -850 H pier= vi eq= 196.0 plf v3 eq= 196.0 plf P6 E.Q. 5.0 v1 w= 488.0 plf v3 w= 488.0 plf P4 WIND feet Htotal= 2w/h= 1 2w/h= 1 8.083 v Fdrag3 eq= F4-.- 342 feet . 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: 11= 2.5 L2= 115 L3= 2.5 Htotai/L= 0.49 4 104 ►4 ' Hpier/L1= 2.00 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 pH ............_.__..._... 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 --0- • ►•H head= A v hdr w= 285.4 pH ............................. 1.083 v Fdragl eq= 484 F2 eq= 484 • Fdragl w= •13 F2 -1213 H pier= vl eq= 307.6 plf v3 eq= 307.6 plf P4 E.Q. ........_........_....... ....... ................ 5.0 v1 w= 770.6 pH v3 w= 770.6 plf P2 WIND feet Htotal= 2w/h= 1 2w/h= 1 9.083 v Fdrag3 eq= F4 -.- 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 Of P6TN 3.0 EQ Wind v sill w= 285.4 plf P6 feet OTM 13970 34997 R OTM 6777 8201 • • UPLIFT 560 2088 Up above -139 472 UP sum 421 2560 H/L Ratios: L1= 2.5 L2= 8.5 L3= 2.5 HtotaVL= 0.67 , ► 4 ►1 ► Hpier/L1= 2.00 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 ; 596.0,: 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 plf ► •H head= v hdr w= 191.6 plf ':1,083 , Fdragl eq= 155 F2 eq= 155 ..........:......_._ A Fdragl w= F2 -479 H pier= v1 eq= 131.1 plf v3 eq= 131.1 plf P6TN E.Q. , i3.'5 , v1 w= 404.4 plf v3 w= 404.4 pH' P4 WIND feet Htotal= 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 EQ Wind v sill w= 191.6 plf P6 feet OTM 4769 14711 R OTM 3325 4061 UPLIFT 164 1206 Up above 0 0 UP sum 164 1206 H/L Ratios: 11= 2.3i: L2 5.0 L3= 23 Htotal/L= 0.85 4 A 4 A4 O. Hpier/L1= 1.56 o- Hpier/L3= 1.56 L total= 9.5 feet JOB#.CTA 14253:Plan 2613 ID:Rear UpperBR23' 9 Roof Level _..._ w d1= 160 p/l V eq 1610.0 pounds V1 eq= 424.8 pounds V3 eq= 760.5 pounds V5 eq= 424.8 pounds V w= 4970.0,'. pounds V1 w= 1311.2 pounds V3 w= 2347.5 pounds V5 w= 1311.2 pounds ► - C vhdreq= 73.2 ill -s• C -H1 head=4, vhdr= 225.9 pll IH5head= W 1 Fdragl eq=96.5 Fdrag2 eq= 172.8 Fdrag5 eq= 172.8 Fdrag6 eq= 96.5 - 1 A Fdragl w= .0 Fdragl 533.4 Fdrag5 w= .4 Fdra.:w=298.0 A Hl pier= v1 eq= 134.1pU v3eq= 134.1 pH v5 eq= 134.1 H5 pier= 4.0 '. vi w= 414.0 pIf v3 w= 414.0 p/f v5 w= 414.01 4.0 feet feet H total= 2w/h= 1 2w/h= 1 2w/h= 1 8.0 V Fdrag3= Fd - 172.8 feet A Fdragl w=297.9524 Fdragl w=533.4 Fdrag7eq= 2.8 Fdrag•-• 96.5 V P6TN EQ. Fdrag7w=533.4 Fdrag8w=298.0 A P4 WIND v sill eq= 73.2 pll Hl sit= (0.6-0.14Sds)D 0.6D v sil w= 225.9 pit H5 M11= 3.0 EQ Wind 3.0 feet OTM 12880.0 39760.0 feet R OTM 18074 22078 V UPLIFT -248 846 V Up above 0 0 Up Sum -248 846 H/L Ratios: L1=j 3.2 L2= 5.0 L3= 5.7 L4= 5.0 L5= 3.2 Htofagl= 0.36 r ► 4 r 4 ►4 ►4 r Hpier/L1= 1.26 Hpier/L3= 0.71 < L total= 220 feet Hpier/L5= 1.26 0.95::L reduction d ��• f Y • APA ► `''1�.0 �` u TT- 1O0F 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 cyrlir 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 D• gn Val for APA Portal Frame Used on a Rigid-Base Minimum Width Maximu eight Allowable Design(ASD)Values per Frame Segment (in.) ) Sheart•M(lbf) Deflection(in.) Load Factor 16 8 850 (1190 WIND) 0.33 3.09 10 625 (875 WIND) 0.44 2.97 8 1,675 (2345 WIND) 0.38 2.88 24 • 0.51 3.42 1'-10 112" 8 1520 EQ(2128 WIND) 1'-10112" 10 1Q31 EQ(1444 WIND) Foundation for Wind or Seismic Loadingf'"b'" (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 nota 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) I Header to jack-stud strap I' 2'to 18'rough width of opening I{ per wind design min 1000 lbf for single or double portal on both sides of opening I ;1_-.7E: = = _ opposite side of sheathing wall ; - height ' I11IIMII;EiPIii 1111` with two rows of 16d sinker nails at 3'o.c.typ i Fasten sheathing to header with 8d common or 12' r Min.3/8"wood structural max galvanized box nails at 3"grid pattern as shown I panel sheathing total Lj Header to jack-stud strap per wind design. . wall N Min 1000 lbf on both sides of opening opposite i. height side of sheathing. ' If needed,panel splice edges shall occur over and be 10' • •r Min.double 2x4 framing covered with min 3/8" t. nailed to common blocking max i.i r' thick wood structural panel sheathing with c_ -s 71 within middle 24'of portal height 8d common or galvanized box nails at 3"o.c. r height.One row of 3'o.c. .; ;.. in all framing(studs,blocking,and sills)typ. nailing is required in each panel edge. y .. Min length of panel per table 1 Typical portal frame construction Min(2)3500 lb strap-type hold-downs Nia, (embedded into concrete and nailed into framing) Min double 2x4 post(king and jack stud).Number of Min reinforcing of foundation,one#4 bar jack studs per IRC tables top and bottom of footing Lap bars 15 mm TIM 4 R502.5(1)&(2). .ir'..m0 0 lit 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 Min(1)5/8'diameter anchor bolt installed per IRC R403.1.6- concrete and nailed with 2"x 2'x 3/16°plate washer info framing) 2 m 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 1RC 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 tvi,vt.'°pc:wood.org APA trademarked products.For additional assistance in specifying engineered wood products,contact us: 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 Farm No.TT 100E 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 make any warranty,expressed or implied or assume any legal liability or responsibility for the use,application APA of and/or reference to opinions,findings,conclusions,or recommendations included in this publication.Consult your local jurisdiction or design professional fo assure compliance with code,construction,and performance requirements.Because AM has no control over quality of workmanship,or the conditions under which engineered wood products ore used,it cannot accept responsibility of product performance or designs as actually constructed. 3 ©2014 APA—The Engineered WuudAssociation C T E N G I N E E R I N G ENifievrAsonst. ��•� INC. Project: �� t� � C py� � n/J _� 5. 54Date: fs/(5, ' ,[/T '�'�/ /� / p (206)285-4512 Client: g-e 234.,6),3,2_ ( t/ 5 tr 2 l 'b 2. PaFAX: ge Number (206)285-0618 I citypI ! f " 33,0--in I- 717 Plyr-Ars-tD61-q//). d=8 " A.-41-‘ —A/ .A1 0 fre _ `` X l6`` • : - ►Z" k2`' c L 130Th 6Prfz.s---iain- FDA- 05rit) .- _ k-Civ,;1- !Tivk NIAi . , (`'rel' 1 rar gernADt-B /al/b) 63oi 4_ Vol 6v) - .0,34i2 5 03 06 185 Z3 <1z) i M n gOT) 4 * • • M , L))(,216, (e .-- ,3-1) Sf n: Got > of 5` 8: xt( n. w a 44- at= 0,;66 -6-6xtive 77-2) /2,,tiz L0/4-4---pyl; kr_ 112. ai¢4- .,,y, 1m e6fut)0AK., di 01" O : 51' �x G� ,�p�vl s � L cL= o.roe Structural Engineers WOOD FRAME CONSTRUCTION MANUAL 63 Table 2.2A Uplift Connection Loads fromWind + I • • .• . , . (For Roof-to-Wall,Wall-to-Wall,and Wall-to-Foundation) 700-yr.Wind Speed 110 115 120 130 140 150 3.60 170 180 I 195 3-second gust(mph) _ ' Roof/Ceiling Assembly Roof Span(ft) Unit Connection Loads(pff)''z' a Design bead Load 1 _ 12. 118 128 140 164 190 219 249 281. 315 369 l 24 195 213 232 •272 315 362 412 465 521. 612 Z 0 psf a 36 272 298 324 380 441 506 576 650 729 856 m rt f 48 350 383 417 489 567 651 741 836 938 1100 60 428 468 509 598 693 796 906 1022 1146 1345 Ill . 12 70 80 92 116 142 171 201 233 267 321 24 111 129 148 188 231- 278 328 381. 437 528 N 10 psf 36 152 178 204 260 321 386 456 530 609 736 48 194 227 261 333 41.1 495 585 680 782 944 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 31.0 405 508 618 734 858 1057 • ' 12 22 32 44 68 94 123 153 185 219 273 24 27 45 64 104 147 194 244 2.97 353 444 20 psf 36 32 58 84 140 201 266 336 410 489 616 1� 48 38 71 105 177 255 339 429 524 626 788 60 44 84 , 125 214 .309 412 522 638 762 961, 12 - 8 20 44 70 99 129 161 195 249 24 - 3 22 62 ' 105 152 202 255 311 402 25psf 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 I. Tabulated unit uplift connection loads shall be permitted to be multiplied by 0.75 fot 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 Iadjustment factor in Section 2.1.3.1 then reduced by the appropriate design dead load. i a 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 I • . connectors: • Connection Spacing(in.) I 1216 192 1 24 I 48 Multiplier 1.00 ` 1.33 11.60 2.00 4.00 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 wail-to-wall or • wail-to-foundation connections,tabulated uplift values shall be permitted to be reduced by 73 plf(0.60 x 121 plf) ' •; for each full wall above. � :• e When calculating uplift loads for ends of headers/girders,multiply the tabulated unit uplift load by 1/2 of the aj ,r' header/girder span(ft.). Cripple studs need only be attached per typical uplift requirements. NI ' 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. a Tabulated uplift loads for 0 psf design dead load are included for interpolation or use with actual roof dead loads. .ii•fir}v I i'ffi. AMERICAN WOOD COUNCIL C T E N G I N E E R I N G 180 Nickerson St. Suite 302 / INC. Seattle,WA Project: TY/in/�aL siim 4 f5. Date: 98109 (206)285-4512 Client: FAX: Page Number. (206)285-0618 \?(1).ND- : O))R4— @ $ 1 u u ‘121k1:( q) ' PISi WAD CQ. ; 191. -7--ABLE-'2r, . \dshlS I l o- NIM- ( lit p.. g na _Nr 33 r 15 R. DZ t) C ` -Mss I 4?)' � U36 :� - -_ - : Elea ?Pt3 l - 1 . 1 ' : .tiLL 6-17°4 . :°4)(1):: (PA .. . -i4 . j 6:P. 4T1:<-_ 41 K..!i--:ILI:. : . . ' : .: . . ' : : - : - :t . - LT 4ii - . . 1 . . . . _ .W OV.:. "rei9 I Mia674)10-. .iktiilitS: i-1P0'°'....:11.613 TICS . ( c*w5 ,1 -6( 21.. -: .12:( : (4 )(z') (1,0 6;; ,� ; c2 . Dit.__. ; - :-1 : :.--_-Lie - :-. _. (+6Y A(: ,-50dil -- 4-1 r b e P o6- l) -r(P. Ge*CiMetu 0. Q, meq, t c AI s Structural Engineers TRUSS TO WALL CONNECTION ';1-'1 VA!111. f OF TRUSS CONNECTOR TO RUSS TO TOP PLATES um i 1 1 PLIES 1 H1 (6)0.131'X 1.5" (4) 0.131'X 2.5' nfi'i .Ia - 1 H2.5A (5)0.131" X 2.5' (5)0.131" X 2.5' `>4i ._ 111 1 SDWC15600 - - •i ... I''. 2 H10-2 (9)0.148" X 1.5" (9)0.148"X 1.5" in/(1 Mu_ 2 (2)112.5A (5)0.131" X 2.5' EA. (5) 0.131'X 2.5" EA. 1010 7.11 2 (2)SONC15600 - - -910 __.i.$n 3 (3)SOWC15600 - - I,15".• aas.... • ROOF FRAMING PER PLAN 8d AT 6' O.C. • 2X VENTED BLx'G. `r :;' 0.1317 X 3" TOENAIL _� ,_r' ' AT 6' O.C. 1 J-12.5A & SDWC15600 STYI F ` COMMON ORDER TRUSS _.+- PER PLAN TRUSS To WALL CONNECRON TO EACH H1 STYLE BEARING WALL PER TRUSS PLY PER TABLE ABOVE PLAN AND SCHEDULE SCALE: 3/4"=1'-0' (BEAM/HEADER AT SIMILAR) • 14 TYP. RAISED HEEL TRUSS TO WALL CONNECTION [ • TRUSS TO WALL CONNECTION -SPV vhi.uES #°F TRUSS PUES cotoEcToR 10 TRUSS TO TOP PLATES UPLIFT ri 1 HI (6)0.131'X 1.5' (4)0.131"X 2.5' 14651 415 1 H2.5A (5)0.131"X 2.5' (5)0.131'X 2.5' 535 110 1 SDNC15600 - - 4P5 11 . 2 H10-2 (9)0.146"x 1.5" (9)0.148"X 1.5' 1070 -TOT- 2 2 (2)H2.5A (5)0.131"X 2.5' EA. (5)0.131'X 2.5" EA. t0W1 22.0 2 (2)SDHC15600 - - - 07u2SU-. 4 3 (3)SDWC15800 - - 14:36----_^54S ADD A35 0 48"O.C. ROOF FRAMING PER PLAN FOR.H2.5A AND 8d AT 6' O.C. CONNECTIONS limb: 21 VENTED BUM. 1.1111lilhfk% Mar\ .414411 4C/13- i 1-12.5A & SDWC15600 STYI F . III COMMON/GIRDER TRUSS - PER PLAN TRUSS To WALL CONNECTION 1D EACH H1 STYLE BEARING/SHEAR WALL PER TRUSS PLY PER TABLE ABOVE PLAN AND SCHEDULE SCALE: 3/4'=1'-0' (BEAM/HEADER AT SIMILAR) 19 TYPICAL TRUSS TO WALL CONNECTION [