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- CT ENGINEERING structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 INC_ 206.285.4512 (V) 206.285.0618 (F) ,00 SEP 15238 2.017 Ellu.No meay,,£ ,:,1Structural Calculations , pPRO River Terrace Av;„Gzrtl.. Plan 7 vra ^' Elevation B �.RE Tigard, OR SFS 2 T2,N. �o � 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 INC 180 Nickerson St. Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company Multiple locations in Tigard, OR DESIGN SUMMARY: (Note-Dual reference for Plan 3 also includes Plan 3713) The proposed project is to be single-family homes. We understand that these homes are to be constructed in multiple locations throughout Tigard, Oregon. Design parameters are as noted below: The structures are two-story wood-framed. Roof framing is primarily with pre-manufactured pitched chord wood trusses. Upper floor framing is primarily with pre-manufactured parallel chord wood trusses. Floor framing over crawlspace is primarily pre-manufactured wood joists. The foundations are to be conventional spread footings. Wind design is based on the ASCE 7-10 MWFRS (Envelope Procedure)for 120 mph ultimate wind speed, exposure category B, and with a Kzt value of 1.00. Lateral design is based on the ASCE 7-10 "equivalent lateral force" procedure with Ss equal to or less than 1.10 and S1 equal to or less than 0.50 and with soil classification "D". Plywood or OSB shearwalls are the primary lateral force resisting system (R=6.5). . Foundations have been sized for Class 4 soils as defined in IBC 1806.2. Codes considered; 2012 IBC, and currently adopted ORSC and OSSC. SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT# : Plan 2613 ROOF Roofing 3.5 psf Roofing i future 0.0 psf 5/8"plywood(0.5.8.) 2.2,'psf Trusses at 24"o.c. 4.0 psf Insulation 1.0 psf (1 j 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( OS.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 16 S9.1 r RB.bl GABLE'END TRUSS RB-b1 -1 — / MIN. HD -7 R I 77IN HDR • 19 • S9.1 i • • 19 S9.1 • • • • , 1, L...........„ r... ._ _ LE , , ROOF TRUSSES AT 24" 0.0. TYP. =I mi x N N r-- J--- • GABLE WEB • E7 • J t______.•`1 "1 c' 22"x30 x � ATTIC I w .Q LACCESSJ F--N--�I cQ 20 S I S9.1 ril1---- – ----— -----------.. 20 ' cc S9.1 E w x a1V N• Ft • • f T< 14 . 9 S9.1 • • • • !NQ I= ' . °;3‹ MIN. NOR v fT GABLE WEB L J. RB.b3 MIN HDR MIN. NOR j MIN. NOR MIN. HDR j GABLEI END TRUSS I L LRB.b4. J 16 SCISSOR/BOTTOM CORD TRUSS B S91 SCISSOR TRUSS A CT# 14252 2014.10.17 1/4" _ ='-0" (11x17) PLAN 7B ROOF FRAMING PLAN 1/4"=1'-0" AMERICAN MODERN MST48e1 MST48 / - ..r P4 AleIIII,.., D A \ :1! .•• • l '. i / 1 j • • 1.I Iii WASHER I CID ENTIRE DRYER SIDE ENTIRE 1E6TN SIDE 1 • I ,(Q.,1 1 • I 0 li MST37 \\711"7/ M MST37 a al8 S1.2 m 8 SI.2 CT# 14301 2015.03.05 1/4" = 1'-0" (11x17) PLAN 7B UPPER LEVEL SHEARWALLS 1/4"=1'-0" AMERICAN MODERN 19 F3 18 59.1 abl S6.1 __ VP ,-;----'..\ CABLE I END TRUSS % \ I 1` -`- , CONT.'4x12 HDR----- / I STHD14 4.bl STHDi, I ROOF TRUSSES AT 24" 0.C. TYP. 6x6 POST 6x6 POST 5 5,1 v 5 .T.14 RPR 11 *.b2 U O cv AIS m alh IEP ® i'' ,®' w i j N co cc cc O 0 ® P I !, iS1-1D14 SlHD14 / i%x 14 LA - y i� P6 ENTIRE 6x6 POST e �, - �=�� (I SIDE Lam. ; �t- -y\ (z)14";FLOOR TRUSSES; ,�` I 1 1 ROOF TRUSSES (2�2 �� ,,�' hro r-=_ 1, A, Y AT 24" O.C. . 16 ITi= A.c_ LSH' 1 Trt6 9 1) 4 Y� i � i ENTIRE P6 LEDGER ll I I \\\i1 N o0 1.. , "�.r SIDE �i- _ .._ ., rim 2)2x10 HDR --- D.b15 90 :r") o_ , a , • 1 71 • BLOCKOUT FOR i GO ?�I g 0 AC MICROWAVE EXHAUST. o - g _....J 0 13" CLEAR = I „ a�J I LS 0 I = PICTURE FRAME o Loa $ \58.0 - �j o OPENING. DIMS N I o°i I I ,' ARE TO GE STUDS. W mcg :� of , N N lE i% 1 <3_ W S9.0 II` 1': .i o , -0 .. x N I i..._......_....._, AFIBOVEES IE I- .[�,-_.-6X6 POST �' -o I _ H T W = q I -0 o 2x ROOF I N ai--�i, o 1,r-_.1 al _ -_--1-� I.N I '. z 11 FRAMING 'F" \f ,I co 11 1 L rr �S9% I 1 I _B.b9_ j I o r _ A o , }-T-1TL� EDGERS I COs' STHD14 • N STHD74 HDR , 5 -� 0 B,bDD B•bb� B:11010 0 I1 ® No o 59.0 o M V 2P3 . z ® B.b18 B.b17 ���. ----74727757"------- /r I Vim,/ i � " ��- � 4z12 HD `"- I-) I 6x6 POST ) ------ — -- 0 �� �� - W/ACE4- ,/ 17 18 -.�-- - �� 6x6 POST ti-z-/ All Ali 6x6 POST 1 W/ACE4 iii /�'V-v'vv�„ W/AC4 ) __„»._.,ALL HEADERS CHANCED \Y' �_i�/ � TO (2)2x10 U.N.O. LOWER LEVEL SHEARWALLS PLAN 7B UPPER LEVEL FLOOR FRAMING 1/4"=1'-0" AMERICAN MODERN '-10/2 16,_3., 3--10/2 al NW PRI 0 15 — 56 1 18 56.0 18 ♦ - I STHDI4I' �� STHD1 ' z o N d � I 20Z 3N" CONC. SLAB 20 OVER 4" FREE DRAINAGE MATERIAL w OVER COMPACTED FILL - L ~ ^ 0 x VERIFY GARAGE SLAB HEIGHT " w Z WITH GRADING PLAN d o © o o o N 0 - 1:111 Mr If m 18.-DY2" 3-11)/z'1 m ®' ®' a, r J -76" f 1---7 m© VARIES MIN. `i up FURN. o 3h" CONC. immSIM. P• _3" FROM TOP OF Ir ABOVE o IIA Mk PATIO SLAB STEM- --- DIL SLOPE pqSTH4 -JI N 2 DN O \ � J`- � 56.0 � � I STHD14 - I L 4%q" 3-9%q� 18x24 CRAWL FIXTURE ABOVE' r oM I 2x4 PONY WALL �_/ , i _ ABU66 ® / IL AT HIGH FON. I {-$PACE ACCESS -, ©0 \UW I .I o °g 1 n i �II D1 56.0 ■ 1 - -r _n U LJ 1 18"x36"x10" FOOTING 1iI 1 0 -1- I ® (2) #4, (3) #4 MIY ii 1 •ENTIRE P6 1 I 'Y" x 9Yz L_VL I -1 1 SIDE W I T Lt1 1 I 1 II 3&4 CENTER U/ WALL 'I _�O Di ' 171 Ii J s' 8 Fri S6 17. F-- j Y4 Q ' 1- m I 16 j 30'x30"x10" 0 1FINISHED FLOOR L - S6.0 1 FOOTING W , MP O AT +0' 0" \ �� ; (3) #4 EA. WAY I Q 1 II IIII in Ii ..m_..______., __.. -__-_-1_---_--aa--_-___--_.l r...,,♦, i �* --P.T. 4x4 POST ® ---- �� TYP. U.N.O. I ♦ I CRAWL S ♦ DRAINAGI I L 99VI-JOISTS AT 19.2" O.C. ♦ CONNECT FOOTING TYPICAL ALLOW P i DRAINAGI 1 -12%a" - 11'-7%4" i} 14'-43/4" w L}-1 I 9'-874 I __ 13/4' x 972" LVL_ _, _`� ; r---�- 30"x30"x70" I /FOO11NG W/ m : n y� I (3) #4 EA. WAY -12Ya°I 18"x78"x10" FTG. o ®I I W/ (2) #4 EW I 6x6 P.T. POST I ' ®I I TYP. U.N.O. 7-1 \ L---- I 1 I I LL u, 10 3&4 _ __ 13/a" x 9Yz" LVL __ _ SIM.56.0`97 SIM. -3 I il 2x j PONY �E �. C Im�� ng WALL ,� � _ 1 � a START FRMG.I I ISIM.�`® eI IC®0 _ r I 1\—STHD14 STHD14 0 16'-63/2. 9'-572 o I 31e CONC. SLAB -6Yz" TOP OF SLAB in ;, ;II I SLOPE 11/2"Z -12/' TOP OF 8" L STEM WALL J •� 1,-2/2," i, ! ABU44 ABU44 ABU44 76'-0" '3%2" 4 - 8-5.. - 372 ._ 1 i Title: PLAN 2613 Job#14189 Dsgnr: TRE Date: 4:32PM, 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:ROCF FRAMING Description 2613B ROOF FRAMING Timber Member Information RB.b1 RB.b2 RB.b3 RB.b4 RB.b5 RB.b6 RB.b7 Timber 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 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Fb-Basic Allow psi 850.0 850.0 850.0 850.0 850.0 850.0 850.0 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 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 @ 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. 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 Ibs' 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 @ 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 LDeflectionS Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK 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 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 (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 Hr- Larch,No.2 Fb-Basic Allow psi 900.0 Fv-Basic Allow psi 180.0 Elastic Modulus ksi 1,600.0 Load Duration Factor 1.000 Member Type Sawn Repetitive Status No LCenter Span Data Span ft' 5.75 Dead Load #/ft 195.00 Live Load #/ftl 520.00 Results Ratio= 0.9884 Mmax @ Center in-k 35.46 @X= ft 2.87 fb:Actual psi 1,156.5 Fb:Allowable psi 1,170.0 Bending OK fv:Actual psi 96.2 Fv:Allowable psi 180.0 Shear OK [-Reactions @ Left End DL lbs. 560.62 LL lbs 1,495.00 Max.DL+LL lbs 2,055.62 @ Right End DL lbs 560.62 LL lbs 1,495.00 Max.DL+LL lbs 2,055.62 Deflections Ratio OK Center DL Defl in -0.027 UDefI Ratio 2,558.5 Center LL Defl in -0.072 UDefI Ratio 959.5 Center Total Defl in -0.099 Location ft 2.875 UDefI Ratio 697.8 Title: PLAN 7A Job#14301 Dsgnr: TSW Date: 2:13PM, 1 MAR 16 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam &Joist Page 1 (c)1983-2003 ENERCALC Engineering Software PLAN 7 ABD.ECW:FIoor Framing Description 2613B FLR FRMG 1 OF 3 Timber Member Information erode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined B.b1 B.b2 B.b3 B.b4 B.b5B.b6 B.b7 Timber Section 4x10 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 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 Fir- Rosboro,Bigbeam Level,LSL 1.55E Hem Fir,No.2 Rosboro,Bigbeam Douglas Fir- Hem Fir,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 16.00 22.00 4.00 3.50 18.00 4.50 4.50 Dead Load #/ft 60.00 77.00 150.00 195.00 195.00 195.00 75.00 Live Load #/ft 100.00 128.00 400.00 520.00 520.00 520.00 200.00 Dead Load #/ft 168.00 325.00 Live Load #/fti 300.00 375.00 Start ft End ft LI Results Ratio= 0.9911 0.4315 0.0864 0.4901 0.6447 0.6054 0.9607 Mmax @ Center in-k1 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 fb: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 @ 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 I 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 Center DL Defl in -0.240 -0.173 -0.001 -0.005 -0.166 -0.010 -0.030 UDefl 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 UDefl 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 UDefl 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 & JoistPage 1 (c)1983-2003 ENERCALC Engineering Software - 14189_Plan_2613.ecw:Floor Framing Description 26138 FLR FRMG 2 OF 3 Timber Member Information { B.b8 B.b9 13.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 Hem Fir,No.2 Hem Fir,No.2 Douglas Fir- Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,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 Center 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 Start ft End ft Results Ratio= 0.4910 0.2831 0.1403 0.2859 0.8875 0.3467 0.6795 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 fv:Actual • psi 60.5 37.6 21.4 42.1 110.7 51.1 90.3 Fv:Allowable psh 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 Reactions iimall @ 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 lbs1 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 Center DL Defl in -0.006 -0.006 -0.003 -0.003 -0.021 -0.003 -0.012 UDefl Ratio j 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 UDefl 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 UDefl 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: 560006 User:KW-0602997,Ver 5.8.0,1-Dec-2003Page 1 (c)1983-2003 ENERCALC Engineering Software Timber Beam & Joist 14189 Plan_2613.ecw:Floor Framing Description 2613B FLR FRMG 3 OF 3 Timber Member Information - 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 Hem Fir,No.2 Hem Fir,No.2 Douglas Fir- Douglas Hr- 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 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 Results Ratio= 0.3104 0.1246 0.5890 0.9911 Mmax @ Center in-k 9.57 3.84 24.30 61.44 @ X= ft 2.25 2.00 4.50 8.00 fb:Actual psis 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 I 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 L/Defl 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 f1 2.250 2.000 4.500 8.000 UDefl Ratio 2,301.2 6,450.7 650.5 300.6 0 al0 8l`4344 0 aja m Ie'4'13+-1,' I,$ v a. 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PIXIP tf3A e Z"5 k 16;) .z._120 . a- f et; ruLt eiVr.)(40/-1c .s--- 356— fu k Wz- :5 , ' t, ci--. ii4t> 0- ,5,...,.1 zgisegiA,V 144 rlif, ivp 20-Do or.. zrA(.404-15)-1-ie --7,- i, y 65 . = . tsi .45: ,__ 4- 94, , „,, e. c,/, ‘.. INT- i'— ';e ' ..' I? w- 7 30 4 0 4 ^'A 47- hioec , , 7-& 87- 1 ‹refw. fix s w. x 19v irY -- ---filE-11' ---. 2. 16, 1 36.' seY67"-- .117A St£l3ctu£ai Engineers- 1 I8(?Nickerson St. 1111131111 E N G E ti E R ! G Suite 302 �f+�...... {, N C. Seattle,WA Project: iF�^ d lDahe: 98109 (2116)285.9S12 €ilient; **1--1+' Page Number: (206)285.0618 'R t MV6 - 4— viti_ufs - t r I5 xv CLQ 6 -4-& CI-455 4- 1Plil c,oti5s73 1 ` , 17- fir. 1 too 631 44 --1 kt PLS '1 t Li:k ; 10\ -m s/' i! ,f tits fit `' SZ5Z 5) ( 2-t-6-P)- r 2, `' L (Z 3 ' 2. 14/0 0 -- - I l4 /V t A ` - = 3 ? 3.3t 15.64k. . 11774 ote31, Structural Engineers 180 Nickerson St. CT ENGINEERING Suite 302 �/l����,((��,�'' f` I N C. 'tom' �j p Seattle,WA Projectc I' j v k S.)LL 7idni4 +Z,t7 r ®OSjG Date: f-oZ j. o . e 9 (206)285-4512 Client: 2072 / . 219063 d/f vvs t}eV Pae Number: FA : 'Y V� $ (206)285-0618 t// V , W IN .,:- ' 2x4P'—/ t13- '$ J0 - _ . �' 33 X11 , o I� -b.s ' i 6107 - zo t�rZ;� 0 �; t?� 4 i J z 1�'' u, . ; : , : : :' : . : -----(, : 41-k.*.i, . ; 0.....67-h5e,• - E,..*iezet,,. .pL74-. 1-g,c' ------- - --- . , - t' ; 3 oS '"'PAZ. �1 =F � 0��2 ( 5�� 1iz l �Zxj -- _�__ - 5`6,`\ A-;6D T '( 7`` ,wee? 05-0 _. z 1.,i 01F,-01, x 42 1._ Za ' (21W i `117 t) : '- �l •itis t1 p$ /X i 2I , J-,05,,,,;-;:p_-:e._ ytttp5. m.c. i : '-. : i P'.. -;/-!(-- ----f--- "M, _ '7 )\O6 1°IJ7X4- if - -'77— � : • 'el 9 Structural Engineers 4pvoc 4-,�./,¢ 4,07.)615.9...r.4), '^�j��o r J d �! / I• 1 V t7 —��. '}yam 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 http://earthquake.usqs.qov/research/hazmaps/ http://geohazards.usqs.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 SMi=Fv*Si SM1= 0.75 EQ 16-38 EQ 11.4-2 Sps=2/3*SMS Sips= 0.78 EQ 16-39 EQ 11.4-3 Sips=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 SDC1 = D Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11. Wood structural panels --- --- N/A Table 12.2-1 12. Response Modification Coef. R= 6.5 N/A Table 12.2-1 13. Overstrength Factor Co= 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 Sps= 0.78 h„ = 18.00(ft) SDI= 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) TL= 6 ASCE 7-05(Section 11.4.5:Figure 22-15) Cs=Sos/(R/IE) 0.120 W ASCE 7-05(EQ 12.8-2) Cs=SD1/(1-"(R/IE)) (for T<TL) 0.440 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(SDI*TO/(TZ*(R/IE)) (for T>TL) 0.000 W ASCE 7-05(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7-05(EQ 12.8-5)(MIN.) Cs=(0.5 S1)/(R/IE) 0.038 W ASCE 7-05(EQ 12.8-6)(MIN.if S1>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 0.58 321 3.21 2nd 8.00 10.00 10.00 1310 0.028 36.68 366.8 0.42 2.33 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. F; E F; w, r,w; Fpx = Y,'F; *w,„, 0.4*SDs*IE*w, 0.2*SDs*IE*wp LEVEL (kips) (kips) (kips) (kips) (kips) >w; Fpx Max. Fp„ 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 P. c ix w J 0; W a'y L Z W 3 3> 6 E2 N m a Y J y> 2m� N V Z g.,„, C c 3 > OE p 'gig o O W J N W G C .2 b•; g C f?... p V G y Ez a on o z J -?. 1 °- na a e ; 2 Na <vo � oo om °r ,:,3' aQommOo • mam ' <o,'g°- x Na 0Qwa U 0 •�WN `C OVOo C 2zlbb N fD bN ao a Q N, NNNNC NNNNW LL a' _ o0( N tW WWW W W o8Q U LLuLLLL �Q h' ILL ZNQ < a ni SfoLL TE C= < �o DO anno0= oJ z � p Ltm<NU ,1.° xx , iJ..O ..!.c. C ' ... wawng zN 10 .r a III! � n ' 4Nthy .‘ „s. an � ' ' l• nNEnE , NVH 13 3 0080 c ,,, ,. 4 . , —Z oogty N My oo '''S•- C' o ' N rl''' - 8W ;(yOYNco888 n $ v w = 888,T, MW cQo2mvr a ,9V.`20 m 61.,` 000NNmU ' l u n II" mtrc azWo" lu il " ' aa @ A 5 Wn Io C -na N= -d z N xs 3 ; a 'n nazn r= ` 9 - Q<u omm 2U 8 az ��Wmy ya i aw„ oa s <mu3F=w B w,2 > >NU 0. 22L • rEJ zli- 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 SEAN(RAPID SOLUTION SPREADSHEET AND INSERT VALUES BELOW MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(N-S) Wind(E-VV) Min/Part 2(Max.) Min/Method 1(Max.) Wind(N-S)(LRFD) Wind(E-W)(LRFD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Roof - 18.00 18.00 0.00 0.00 0.000.00 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(n-s). 0.00 V(e-w)= 0.00 V(n-s)= 10.40 V(e-w)= 20.91 kips kips kips(LRFD) kips(LRFD) DESIGN WIND-Min./Part 2/Part 1 ASD Wind(N-S)(LRFD) Wind(E-W)(LRFD) Wind(NS)(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-VV) 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 tsheathing = 7/16" NAIL SIZE nail size= 0.131"dia.X 2.5"long STUD SPECIES SPECIES= H-F or SPF SPECIFIC GRAVITY S.G.= 0.43 ANCOR BOLT DIAMETER Anc.Bolt dia. = 0.625 ASD F.O.S.= 2.0 SHEARWALL TYPE Table 4.3A Seismic Table 4.3A Wind 7/16"w/8d common V seismic V s allowable V wind V w allowable (15/32"values per (SDPWS-2008) modify per S.G. (SDPWS-2008) modify per S.G. footnote 2) (divide by 2.0 FOS) (divide by 2.0 FOS) (for ASD) (for ASD) --- 0 1 0 1 P6TN ` 150' 150 150 150 P6 " 520 242 730' 339 P4 760 353 1065', 495 P3 980 456 1370 637 P2 " 1280 595 1790; 832 2P4 15201 707 2130 990 2P3 1960 911 2740 1274 2P2 2560 1190 3580 1665 N.G. 10000 4650 10000 4650 GYPSUM THICKNESS tsheathin9= 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 e ® BELOW ROOF7 22'-0" i y i 11'-0Y8' 10.-117/8" 3'-11Y2" r-05/8" 7•-03/8"T-03/8" .t' 3'-111" f A 5-0'4-0 SL ® 5-0 I4-0 SL A ..r ! f.. t._..__.. •••••••-•••••••••••••^..T.1 ' I �_».. EGRESS Rear BR2 3 EGRESS INSULATE FLOOR OVER UNHEATED SPACE Bedroom 3 ® Bedroom 2 t7 cr N ms �� `s / GUARD RAIL W/6" HIGH a -'Sp*, ,L 2x4 CURB AT BOTTOM- TOP AT+42" A.F.F. A 3.-0" "I• 6-0'BIPASSrs' 4 ' 6-0 BIPASS a --- - ---_,_- - •1,-, '-.•;'-' ';, S & P 0 S& P1 24"TB r 8'-71" 3'-51"I 2-4 HC� �� Y Bath p 5 2 5'TUB, �z V. & N oI gI/ It SHOWER _ .v \\,," — llhhJJ\ N -� +r oQ \ A CAP O7x 1 E_sl_J\ ` ( o DN m I N SHELF ABOVE I ASIPER o S & P ±co y� Uti I qty 1l n c � u-, 6 OR v f ••� 2-8 HCW o 6-0 IPASS I i.T 2 6 HCW . e 4 4-111/2 , 4'-6" 2'-0" S &P r41 "' r22"x30"-1 - .8 EA LL 11- Bedroom 4 w W.I.C. e 2-4 HC J t ----5 & P A 1' N " 41 8-34" 24'"0 JP SHO°WER D� w II-f, � L _ nn...,-77oDWALL •_ _ 3 11'-5Y2" Illk +46" �+ . N'.' AF.F. ' s ' II. i- _r ©i Iw O HCW ifil Mr - 3.-1" 2'-81 WM. Bath e-i FP k TILE PLATFORM A -� a3 Master Bedroom .. Qz +21" A.F.F. ', �z - i w 1 as—s"Tue o : � 'tont BA I I: ' 2-6 3-0II CSMT 2-6 3-0 CSMT •~15„ ` ` Front MS421 TR SAFETY BLAZING SAFEIrY GLAZING EGRESS I "' — .._....._.wawo__amm�.._....... . 4. . N 2-6 6 SH 2-6 6 SH 2-6 6 SH 2-6 4-6 SH 3'-9Y4 ♦ f 3'-0" I 3'-0" f 3'-0'. 3_8Y4 Y-11'3/8"/8"i2'-111" i 3-65/8" i 1 16'_61/2" .,1. 9'-5)/2" 26'-0" I PLAN 7B SECOND FLOOR AMERICAN MODERN 22'--0" 10'-0" 12'-0" 1 ROOF i ABOVE i 6 16-0 7-0 OH \ © _ Gar AB Gar ABWP REMOVED 2x8 FRAMING FOR Z\) ELEC. PANEL 0 J FLOOR ABOVE)t _J 116 Garage ry S-11)/2"WAFSIN/SH: P2" GWBBOLLARD R/ CEILING FINISH 5E" TYPE ' GWB'7 FIRE-TAPE ALL GWB WRAP BEAMS BELOW CEILING LEVE,.>N r 'i INSULATE FLOOR ABOVE. 42"x12" WOOD TREAD MAX. RISER 7" PLATFORM C) ` VP e 4-1 (ADD MORE STEPS AS REQUIRED PER +18" A.F.F1 . 9'-0" a SITE CONDITION) �!� Q `) 5 18'-0 " GUARD RAIL WITH 6"HIGH I -0 2 2x4 CURB AT BOTTOM- FURN `. 02 TOP AT+36" ABOVE NOSING Rear Kit/G-r , 4.-+-+-4.-4,' Patio - 'O= 'i w _•• o ''- SNI 2_�uruf Y4"iey - f 3' 9Y4" < oN z 1 .:-. D I — PVl/dC. MY E m UPI i � v'SI 6y -n �n a 4-0 S-7)72' 7 3'-10" / 2-8 iv -� 18"x24" CRAWL , S. NI m SPACE ACCESS X t ° 2x4 35" HIGH Kitchen r{o .n PONY WALL. • (Z �I • -_ DW L A n '' Dining 0 ll D � I °� Fx lw m `s0 • INSULATE FLOOR n ti OVER CRAWL SPACE _.._--__8'-?Y2" _ - I" I COUNTERTOP j `''',/' OVER STANDARD _ • � M A BASE CABINET • hr I -a +36" A.F.F. --o I �` 2X4 - r� ;., N UL APPROVED 36" WIDE FLUSH BEAM /11 -� :-� FACTORY-BUILT DIRECT ABOVE t VENT GAS FIREPLACE 2'-0" 2'-7Y2 • ack • •-• 6x6 POST z ` a • (- W/GWB FINISH-L ) Entry _o ° 51/z'- , � o1 II (` �, a Living 2x6 39" HIGH T -N m lAS APP ABLE ii / WALL W/FINISH '.nri PER SITE \s TRIM AT TOP ' CONDITION` SAFETY SAFETY ,\ OLP ZING „� GLAZING `-7 12" TILE !_�--1•• _ N N l N ° "�rml HEARTH 1-6 s-0 F 1II O F _ - "� m '-7Y2k 2'-8Y2 k 2-83z .Y 2-5" i " II A10 Front LIr4ig F _ 6 5,0 SH 2-6 -0,SH 2-. 5-0 SH 2-6 5,09O4H„ 3-9/4. ,, 3'-0" , ,, 3 0" �, Porch ,_1° 1C-6/2" 9'-0/2" 6 A11 T- T - 20 -__, All 4I 17'-0" ,, 7-113/4" II, VTIONS 26'-7" PLAN 7B FIRST FLOOR SHEET TITLE: LATERAL MS(front to back-up/down) CT PROJECT#: CT#14189:Plan7A Diaph.Level: Roof Panel Height= S ft. Seismic V i= 3.08 kips Design Wind NS V i= 5.16 kips Max aspect- 3.5-SDPWS Table 4.3.4 Sum Seismic V i= 3.08 kips Sum Wind NS V i= 5.16 kips Min.Lwall= 2.29 ft. (0.6-0.14Sds)0*0.7 p Qe 0.60+W perSDPWS-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 Lcr,x C v w dl V level V abv.V level V abv. 2w/h vi Type Type vi OTM Ron, Noy Us„m OTM Ro-, lino( U„„m U,„,„ HD (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (p0) (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 5.45 027 0.27 0.27 Ext. left 2 0 0:0 OM 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 00 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 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 90 09 190 900 0.00 0.00 0.00 0.00 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 90 0.0 1.00 900 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 90 00 1.00 0.09 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 -09 1100 0.00. 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 00 0.0 1.00 000. 000 0.00 0.00 0.00 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. nght1" 640 430 43.0 0.95 0.152.58 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 per( Ext. nght2 0 00 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 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 Ext. 4m3*' 0 00 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 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 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 00 1.00 000 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. nght5 a 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 90 00 1.00 0.00I 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 0 00 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 00 100 000 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0. 1.00 0-00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 00 100 000 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 00 00 1.00 000 000 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 00 0.0 100 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 00 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' 00 0.0 11:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 00 00 1:00 000 000 0.00 0.00 0.00 1.00 0.00 0 - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 00 0.0 1'i00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 00 00 'IMO 000 000 0.00 0.00 0.00 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. 5.16 0.00 3.08 0.00 L'V„;,,v 5.16 211E0 3.08 Notes: • denotes with shear transfer denotes perferated shear wall iSB denotes iSB Shear Panel JOB#:CT#14189:PIan7A ID:Upper Left1'{MSTR and BR4) !Roof Level w dl=-_ 150 plf 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 v hdr eq= 31.6 plf - ► A H1 head=�` v hdr= 52.7 Of H5 head= `` 1 y Fdragl eq=43.5 Fdrag2 eq= 13.8 Fdrags eq=27.7 Fdrag6 eq=43.5 1 , A Fdragl w= 5 Fdragl . 23.1 Fdrag5 w= ...1 Fdrag•w= 72.5 A---- H1 H1 pier= vi eq= 43.5 plf v3 eq= 43.5 plf v5 eq= 43.5 H5 pier= 4.0 vi w= 72.5 Of v3 w= 72.5 plf v5 w= 72.51 4.0 feet feet H total= 2w/h= 1 2w/h= 1 2w/h= 1 8.0 v Fdrag3= -'.. Fdra.-- 13.8 feet A Fdragl w= 72.5 Fdragl w=23.1 Fdrag7eq= .7 Fdrag8e. 43.5 P6TN E.Q. Fdrag7w=46.1 Fdrag8w= 72.5 A P6TN WIND v sill eq= 31.6 Of H1 sill= (0.6-0.14Sds)D 0.6D v sill w= 52.7 Of H5 sill= 3.0 EQ Wind -[ 3.0 feet OTM 6960.0 11600.0 feet R OTM 25310 30628 V 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= 0.29 Hpier/L1= 0.36 04 *4 ►4 Hpier/L3= 1.14 L total= 27.5 feet Hpier/L5= 0.73 ,....0,90'1 L reduction 4 SHEET TITLE: LATERAL NS(front to back-up/down) CT PROJECT#: CT#14189:Plan7A Diaph.Level: 2nd Panel Height= 9'.ft. Seismic V i= 223 kips Design Wind NS V i= 225 kips Max.aspect= 3.5 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+0.7pQe 0.6D+W per SDP WS-2008 pr= 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 LPL m. C o w dl V level V abv.V level V abv. 2w/h vi Type Type vi OTM Ron,' Unea Uenn, OTM Rom,, Un, Uee,n U,em HD (soft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (Pit) (plt) (kip-ft)(kip-ft) (kip) (kip) (kip-ft)(kip-ft) (kip) (kip) (kip) Ext. left 1* 0 00 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 0.27 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 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 Ext. left 3" 0 0.0 0.0 1.00 000 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 00 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. left 4` 660 21!5 21.5 1.00 0.151 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 1.00 000 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0o0 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 00 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 00 0 0 1 00 000 000 0.00 0.00 0.00 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. nght1" 660 53.0 530 0.91 015' 1.12 2.58 1.11 1.54 1.00 1.00 55 P6TN P6TN 77 23.86 i#### -1.57 -2.92 33.31 #44114 -1.78 -3.26 1.20 pert Ext. dght2'- 0 00 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 - - o o.o on -1 0o 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - o 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. rght3'*: 0 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 0.0 0.0 .1.00 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext right4'. 0 0 0 00 100 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 0.0 on 1-00 0.00'. 0.00 0.00 0.00 0.00 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'. 0 00 00 100 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 0.0 0 0 1 00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.:0 0,0 '1 00 000. 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 00 0'0 1.00 000 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 1 00 000 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0 0 1 00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 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 00 000 O.o0 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 00 ':1.00 000' 000 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0;0 0.0 I1 00 0.00'. 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 00 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 50 on 1 00 0.00. 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 on 0.0 '1 00 ono 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0:0 00 1.00 000'. 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 1320 74.5 69.7=Leff. 225 5.16 2.23 3.08 1.00 V„„,o 7.40`..'Neo 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 9: CT#14189:PIan7A Diaph.Level: Roof Panel Height= 8'.ft. Seismic V i= 3.08 kips Design Wind E-W V i= 771 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 0.60*W perSDPWS-2008 pr= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL e0. Cp w dl V level V abv.V level V abv. 2w/h v i Type Type vi OTM ROOM U. t_4..„ OTM RorM Un. U,„„, U,,,, HD (sgft) (ft) (ft) (kit) (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 O 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 Front Bath'` 234 4,5 9.5 1.00 0.151.41 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 O 00 0.0 ',1 00 000 0.00 000 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 00 0.0 :1.00 000 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int KIT 0 0100 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 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 0 '.1 00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 00 0.0 .1.00 000 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gar Rear 0 00 0.0 .1.00 000 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gar Rear` 0 00 OM 1 00 000 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 1,00 000 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 Car Alley-:; 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 O 0,0 0.0 100 000. 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 Gar ABWP 0 00 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 O 0.0 OM1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0:.0 0.0 1`.00 000 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0 0 0 0 100 000. 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 '10.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 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 0.00 000 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 '0.0 0.0 1.00 0.00 0 00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 090 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0.:...1.00_ 0.00 0.00 0.00 0.00 0.00 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 0.0 00 1 00 0.00 0.00 0.00 000 0.00 1.00 000 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 00 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 00 00 100 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 O 00 0.0 1,00 0.00 0.00- 000 0.00 0.00 1.00 0.00 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 00 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 00 00 1.:00 000. 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1280 18.6 18M=Leff. 771 000 3.08 0.00 SV,„„0 7.71 LVED 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:Plan7A Diaph.Level: 2nd Panel Height= 9 ft. Seismic V i= 2.2 kips Design Wind E-W V i= 4.84 kips Max.aspect=; 3.51 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. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pt= 1.30 Table 4.3.3.5 Wind Wind '.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 Loi Ca w dl V level V abv level V abv. 2w/h vi Type Type vi OTM Roan U,,,1 Uwm OTM Roan U„& U,„, U„.„, HD (sgft) (ft) (ft) (klf) (kip) (k- (kip) (kip) p (plf) (plf) (kip-ft)(kip-ft) (kip) (kip) (kip-ft)(kip-ft) (kip) (kip) (kip) Front LIV` -.: 306 5:0 16.5 100 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 00 OD 100 0.00 0.,. 0.00 0.00 0.00 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 0 00 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 00 00 1:90 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 I... 000 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 00 0.0 1:00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 00 0.0 '1... 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 1 000 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 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 0 0 0 00 1.00 000 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Rear BR23 ' 0 0c0 0. 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 0.0 „..0 1100 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 '.a-r AB• 2 . 4'..; 8.0 1.40 0. •.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 1100 0.00 0.00 0.00 0.00 0.00 1.0• 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ar A; P'- 118 2.i 8.4 1'00 0.5 0.4 ..83 0.0 0. . 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 e,0 .. f.. ...A ...i ..0 ..01 1.50 1... 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 000 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 00 00 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 - 0.0 0.0 -1100 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 :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 0.00 000 0.00 0.00 0 0.:0 0 0 1.00 0:00: 0.00 0.00 0.00 0.00 1.00 0.00 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[00 000: 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0 0 1,00 0.00- 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 D_ 00 00 100 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 0 010 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 00 0.0 1.00 000- 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 00 0 0 1.00 0.00: 000 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0 00 0.0 1.00 0.00; 0.00 0.00 0.00 0.00 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=Leff. 4.84 8.83 2.23 3.08 13.67,`2,V0o 5.30 Notes: denotes with shear transfer ABWP Alternate Braced Wall Panel-2308.9.3.2 denotes perterated shear wall iSB denotes iSB Shear Panel JOB#: CT#14189:Ptan7A 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 Of 1.083 y Fdragl eq= 342 F2 eq= 342 Fdragl w= :•0 F2 -850 H pier= v1 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 H total= 2w/h= 1 2w/h= 1 8.083 • Fdrag3 eq= A 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 Of P6TN 2.0 EQ Wind v sill w= 147.9 p/f 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 / 0 4 04 , Hpier/L1= 2.00 Hpier/L3= 2.00 L total= 16.5 feet JOB#: CT#14189:Plan7A 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 p/f 1.083 v Fdragl eq= 484 F2 eq= 484 • Fdragl w= .13 F2 .- 1213 H pier= v1 eq= 307.6 Of v3 eq= 307.6 plf P4 E.Q. 5.0 v1 w= 770.6 plf v3 w= 770.6 Of P2 WIND feet H total= 2w/h= 1 2w/h= 1 9.083 • Fdrag3 eq= A:A 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 plf 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 Htotal/L= 0.67 4 0 4 10 4 ► 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 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 plf A H head= A v hdr w= 191.6 plf 1.083 v Fdragl eq= 155 F2 eq= 155 A Fdrag1 w= , 9 F2 --479 H pier= v1 eq= 131.1 p/f v3 eq= 131.1 plf P6TN E.Q. 3.5 v1 w= 404.4 plf v3 w= 404.4 plf P4 WIND feet H total= 2w/h= 1 2w/h= 1 8.083 v Fdrag3 eq= • F4 e•- 155 feet A 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 plf P6 feet OTM 4769 14711 R OTM 3325 4061 • UPLIFT 164 1206 Up above 0 0 UP sum 164 1206 H/L Ratios: L1= 2.3 1.2= 5.0 L3= 2.3 Htotal/L= 0.85 41 I. 4 0 4 0. Hpier/L1= 1.56 Hpier/L3= 1.56 L total= 9.5 feet JOB#:GT#14253:Plan 2613 ID:Rear Upper BR23' ':Roof Level w dl= 160 plf 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= 13112 pounds v hdr eq= 73.2 p/f A Hl head=W v hdr= 225.9 plf I H5 head 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= 3.4 Fdra•%w= 298.0 A H1 pier= vi eq= 134.1 p/f v3 eq= 134.1 plf v5 eq= 134.1 H5 pier= 4.0 vi w= 414.0 Of v3w= 414.0 plf v5w= 41401 4.0 feet feet H total= 2w/h= 1 2w/h= 1 2w/h= 1 8.0 y Fdrag3= Fdra•-- 172.8 feet A Fdragl w=297.9524 Fdragl w= 533.4 Fdrag7eq= 2.8 Fdrag8e. 96.5 V P6TN E.Q. Fdrag7w= 533.4 Fdrag8w= 298.0 A P4 WIND v sill eq= 73.2 plf H1 sill= (0.6-0.14Sds)D 0.6D v sill w= 225.9 plf H5 sill= 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= 3.21 L2= 5.0 L3= 5.7 L4= 5.0 L5= 3.2 Htotal/L= 0.36 ► 4 ► 0 ►A ►i t Hpier/L1= 1.26 > Hpier/L3= 0.71 L total= 22.0 feet Hpier/L5= 1.26 0.95 L reduction L 1".• A PA s ,� gin; • 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. Ci 2014 APA—The Enginccz cd Wood Assocta tion 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 Valuesper Frame Segment Allowable Design(ASD) Minimum Width Maximu , eight — (in.) ) Shear (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'-101/2" 10 tau�1g,31 EQ(1444WIND) roundation 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 --I (one braced wall panels) Header to jack-stud strap 2'to 18'rough width of opening 1 per wind design min 1000 Ibf for single or double portal on both sides of opening J _ /' / opposite side of sheathing F, T 51 I I - -• Pony wall \ it height • • "7"' = �✓�" � t /Fasten top plate to header ' +ja y" 11 1/4n�net header -' s with two rows of 16d v steel headarnQttllowed � sinker nails at 3"o.c.typ \--Fasten sheathing to header with 8d common or 1 l ;Min.3/8"wood structural 12' •4l galvanized box nails at 3"grid pattern as shown , kipanel sheathing max \ °'\ total ,—Header to jack-stud strap per wind desi n. • wallo • • height Min 1000 lbf on both sides of opening opposite • • g side of sheathing. — If needed,panel splice edges . • shall occur over and be 10 • \`Min.double 2x4 framing covered with min 3/8" • nailed to common blocking max thick wood structural panel sheathing with - within middle 24"of portal height 8d common or galvanized box nails at 3"o.c. 'I , height.One row of 3"o.c. in all framing(studs,blocking,and sills)typ. N . . nailing is required in each \ • . panel edge. Min length of panel per table 1 \\ Typical portal frame construction Min(2)3500 lb strap-type hold-downs • (embedded into concrete and nailed into framing) —Min double 2x4 post(king and jack stud).Number of llt z 4T, j Min reinforcing of foundotion,one#4 bar _ 1 _ ,_1„ jack studs per IRC tables i - il top and bottom of footing.Lap bars 15'min. _. i 1 R502.5(1)&(2). t ; i t t t \ -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 installedper IRC R403.1.6— concrete and nailed into framing) with 2"x 2"x 3/16'plate washer 2 ©2014 APA—The Engineered Wood Association References APA, 2004, Confirmation of Seismic Design Coefficients for the.AM.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(Reverses!)Load Test for Shear Resistance of Vertical Elements of the Lateral Folre 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 www.arsawood.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 Form 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 snake 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 your local jurisdiction or design professional to assure compliance with code, construction, and performance A PA 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 WoedAssoriu.(inn 180 Nickerson St. G T E N G I N E E R I N-G Suite 302 Project: 36, vlR �1J. b PAW— Date; Aa/5. S9e8a1tt0i9e ,WA '� (206)285-4512 �/ Client; .✓�u� "moi (- /. L t/ u5 C 221q54.5,-2-5p iZ5 Page Number: FAX; (206)265-0618 Ve., .5a7i VL106217 65150 p41S•e� Q 1/ / e Jig r, .' X C6`` )2.-1` k vzJ' 6 fra.5,---kY2, -K- F-27(2- ‘07/1) ,,77)-7))44 Bi-cc Tz*- Pcsi7vv , i`dt (2Y0,2 _ � �-63',n igt= (o,2)/60) 0,31 2 5 06 (W/ Liz..) ())(,2)&at 6.8 i:34) t-. Ap))11 ter } A 51 X L& do/6 4_ Ot- ©,)&1, tut u, /Z,t 11Jd-4-`i-13 112.Ae0A, 01‘. 43..„5 ' /, ei toV I V6--S L ct= a 5t9e M _ 101) A.461, ' Structural Engineers •WOOD FRAME CONSTRUCTION MANUAL G3 t Table 2.2A Uplift Connection Loads from Wind '1),I;. '- `` . (For Roof-to-Wall,Wall-to-Wall,and Wall-to-Foundation) . 700 yr,Wind Speed 110 115 120 130 140 150 160 170 180 195 2 3-second gust(m•h Roof Ceiling Assembly Roof Span(ft) Unit Connection Loads(pif)1'2'3"45,6 7 Desi:n Dead Load 12. 118 128 140 164 190 219 249 281 315 369 Fri 24 195 213 232 •272 315 362 412 465 521 612 0 0 psf8 36 272 298 324 380 441 506 576 650 729 856 rn 2 48 350 383 417 489 567 651 741 836 938 1100 rR . 60 428 468 509 598 693 796 906 1022 1146 1345 P1 12 70 80 92 116 142 171 201 233 267 321 0 24 111 129 148 188 231. 278 328 381 437 528 M 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 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 • 0,:i 20 psf 36 32 58 84 140 201 266 336 410 489 616 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 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 i 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_ z 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, E 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 1.00 1.33 1.60 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 plf(0.60 x 121 plf) a: 0::I for each full wall above. i 6 When calculating uplift loads for ends of headers/girders,multiply the tabulated unit uplift load by 1/2 of the i i header/girder span(ft.). Cripple studs need only be attached per typical uplift requirements. 1 & _ ' For jack rafter uplift connections,use a roof span equal to twice the Jack rafter length.The jack rafter length r. 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. AMERICAN WOOD COUNCIL C T E N G I N E E R I N G 180 Nickerson St. Suite 302 �l,�/ //���// / I�jN C. ) jam Seattle,WA Protect: 11 PC/LL 5�flKly(1;CJ I /_ /R . Date: 98109 (206)285-4512 FAX: Client: Page Number: (206)285-06I8 . ?(IIM) 0 el f- / ' ► 45 7`?7 1 '1 IVii)aru U,5 kg W ADD 9A-1145- evv ; MA0 141_ -7TABL6 2 2 4 r \/j IQ �- 1 j o MQ ( u t- , 6J-1,,,,,,,,;_33 • 15P P,- D2 a C,�Nit(N SSS ; 17)1 i 3b w;-7-47 -� .4e (A we l/ , --;:- 6 017. 7( 0,Ce0,7 (a6) ' 7.------- )Ozp 4 i-1,-.----i) r___, . ' ' . ' . . t • t—i. .01,-T .--D? -- 455 ,- L y- .i_ 1-1 d'< cm w Kollf OY `wt.- 17046S ( i )- ,t--.-6( 2,1 1-2_. ( si.,_ ( 4 )(1) O,0)( 0.0 a P, (-00 14-----. *Y 4'/2)(0,75 (0,(,1 4-104- t b y--'b *6 P ,)►) () -TYR G6m ?d e 64. PA),), -ma sN& ,e_: Pia:. & e t-L7as__ --0 ,177,{L ' toi__ ct.„.. (0 nprl.:0 -, - ,5",-4), i>,,,,,,, „----: , Structural Engineers TRUSS TO WALL CONNECTION ‘,I'I VAI(II'; OF TRUSS CONNECTOR TO TRUSS TO TOP PLATES 111'111 1 F I PLIES 1 H1 (6) 0.131" X 1.5" (4) 0.131"X 2.5" ,10ti w, 1 H2.5A (5) 0.131" X 2.5" (5) 0.131" X 2.5" `o:, Itii 1 SDWC15600 - - ,;tt`, .....IIS. 2 H10-2 (9) 0.148" X 1.5" (9) 0.148" X 1.5" 111/1i 1011 _. 2 (2)H2.5A (5) 0.131" X 2.5" EA. (5) 0.131" X 2.5" EA. 111/0 7."ti 2 (2)SDWC15600 ..1__.... . 3 (3)SDWC15600 - - 11.' S4fi ROOF FRAMING PER PLAN 8dAT6" O.C. 4 2X VENTED BLK'G. ' 0,131" X 3" TOENAIL if/ AT 6" O.C. �F �� I,, I I : I H2.5A & SDWC15600 STYI F 111 COMMON/GIRDER TRUSS 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) 14 TYP. RAISED HEEL TRUSS TO WALL CONNECTION [ TRUSS TO WALL CONNECTION F'PF VALU[`: #OF TRUSS CONNECTOR TO TRUSS TO TOP PLATES UPI LIFT ti L_ 1 Ht (6) 0.131" X1.5" (4) 0.131" X2.5" 100 1 41 1 H25A (5) 0.131' X 2.5' 1 (5) 0.131" X 2.5" �..'i5 L i1r) 1 SDWC15600 - - 4115I 115 2 H 010-2 (9) 0.148" X 1.5" (9) 0.148" X 1.5" 1 11 700 2 (2)H2.5A (5) 0.131" X 2.5" EA. (5) 0.131"X 2.5" EA. in7n ?n 2 (2)SDWC15600 - - :01 30 3 (3)SDWC15600 - - 145'.; ;CI ADD A35 0 48"O.C. ROOF FRAMING PER PLAN FOR H2.5A AND 111111111IN SDWC STYLE 8d AT 6" O.C. CONNECTIONS 2X VENTED BLK'G. • III I 11 H2,5A & SDWC15600 STYI F i COMMON/GIRDER TRUSS , PER PLAN TRUSS TO WALL CONNECTION 10 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 [