Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Specifications (43)
RECEIVED CT ENGINEERING SEP I. 2016 structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 206.285.4512 (V) 206.285.0618 (F) CITY OF TIGARD BUILDING DIVISION #15238 Structural Calculations ��p PRp ,c<C. �G 1 N,E•i, River Terrace ,y t' 60 Plan 7w Elevation A t IRE 22,��'� ck' 0,'6 Tigard, OR '��Fs T. `�Oti1ti 31 Design Criteria: 2012 IBC (ORSC, OSSC) ASCE 7-10 Wind Speed: 120(ULT); 93(ASD); Kzt=1 .0 Seismic: Ss=0.972, S1 =0.423, SDC=D Roof Snow Load = 25 psf Site Class = D, Bearing = 2000 psf Client: Polygon Northwest Company 109 East 13th Street, Suite 200 Vancouver, WA 98660-3229 . Ph: 360.695.7700 Fax: 360.693.4442 Architect: Milbrandt Architects 25 Central Way, Suite 210 Kirkland, WA 98033 Ph: 425.454.7130 Fax: 425.646.0945 CT ENGINEERING 180 Nickerson St. INC Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company Multiple locations in Tigard, OR DESIGN SUMMARY: (Note-Dual reference for Plan 3 also includes Plan 3713) The proposed project is to be single-family homes. We understand that these homes are to be constructed in multiple locations throughout Tigard, Oregon. Design parameters are as noted below: The structures are two-story wood-framed. Roof framing is primarily with pre-manufactured pitched chord wood trusses. Upper floor framing is primarily with pre-manufactured parallel chord wood trusses. Floor framing over crawlspace is primarily pre-manufactured wood joists. The foundations are to be conventional spread footings. Wind design is based on the ASCE 7-10 MWFRS (Envelope Procedure)for 120 mph ultimate wind speed, exposure category B, and with a Kzt value of 1.00. Lateral design is based on the ASCE 7-10"equivalent lateral force" procedure with Ss equal to or less than 1.10 and S1 equal to or less than 0.50 and with soil classification"D". Plywood or OSB shearwalls are the primary lateral force resisting system (R=6.5). . Foundations have been sized for Class 4 soils as defined in IBC 1806.2. Codes considered; 2012 IBC,and currently adopted ORSC and OSSC. SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT#: Plan 7A ROOF Roofing 3.5;psf Roofing-future 0.0'psf 5/8"plywood(O.S.B.} 2.2 psf Trusses at 24"o.c. 4.0 psf Insulation 1.0'psf (1 5/8"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' 314"plywood(O.S.B.} 2.7psf' psf joist at 12" 2.5 psf Insulation 1.0 psf (1) 1/2"gypsum ceiling 2.2'psf Misc. 2.6 j psf FLOOR DEAD LOAD 15.0 PSF 16 S9.1 r +=•- GABLE!END TRUSS RB.a1 l cMIN. HDR > 1 MIN. HDR 19 S9.1 0 19 99.1 8 +) ►._.0 S9.1 � GT GT.a2 ©_.s LI I—I I :,�: ::'::::: :'::: rts = 7 : _: ::.I:::. 1 16 114 a I S9.1 ... ..•:::.... L1 r 1 r_____. r 16 L IDD: "i S9.1 1-- U I. O 1 r---1 H 22"x30"l rt ACCESS w J cci Imce 20cn 1— t. S9.1 cn 0t:. „J N w t. a w t a a F :: 20 � `t1:':}'.�:.�. 59.1 z tx, 1 . . ru_i '24 12e , <o S91 .7 :':::::1':: z 49 :.t.':::::::..':::.......: :{::::::.. Ix ::: t.....: '59.1'. ':.•...'.'..':..: .'. L.": '., z •:•(2, 2x81 RJR:-•- .. -J 11 A10 MINyDR�MMIN.!HDR MIN. HDD II lir L GABL_ETjN$•a�YSS J 016II S9.1 CT# 14301 2015.03.04 1/4" = 1'-0" (11x17) PLAN 7A ROOF FRAMING PLAN 1/4"=1'-0" ENGLISH REVIVAL MST48MST48 'CO 111/ w I:\ 1 ''') 2,O J 1 QH / E] 1 WASHER I psi ENTRE DRYER SIDE ENTIRE1=3 e SIDE 1 1 f 0 j( r 1 Msrs7 \<1111MIIM In MST37 CP8 S12 8 S1.2 CT# 14301 2015.03.05 1/4" = 1'-0" (11x17) PLAN 7A UPPER LEVEL SHEARWALLS 1/4"=1'-0" ENGLISH REVIVAL 19 MI P3 59.10All _ . ® 7...---- 59.1 GABLE'END TRUSS / ` ` / CONT. 4x12 HDR / .__. STHD14 B.al STHD1 ROOF TRUSSES AT 24" O.C. TW. 9._6. A 6x55 POST 8x6 POST 5.5•c14.5 ,-La IMP 1 Q - 11-- J'1-_1T'=iG -_�-_ -�-T� -I, s B. U O Ark - 1 1 © U , n f- crK GT ABOVE GT ABOVE '.p ?) el i 1) '< ® I P4 a ■ r • 014 STHD14 1%x 14 L t 1111. IMME�r1PlirrsaMl rnIPMP ,'1 a --- ENTIRE 6x6 POST I � -1 I_ �K1 I l=k I P6 SIDE ��. (2)/14" FLOOR TRUSSE• `j� , I ROOF TRUSSES 1 (2)2X10_11HD 1 .' 1 J I J AT 24' O.C. —�a:6 �� �� lip n� ; //-'Q 1 I \\� I,r., •fA ,1` • i 4 ENTIRE LEDGER j �// 1 L—� SIDE (IF6 1 -�_ y `. ' I 3 O..,0.1 --) 2)2x10 HDR 7 B.a15 ® 10 oI c c 0 x O I a, k1-1 nl I ,-. I T 1 BLOCKOUT FOR ii c D ?2I 1:,. MICROWAVE EXHAUST. 'YO' __ ` ;j 13' CLEAR o f 1 c J I = PICTURE FRAME o I��.. 59.0 0 L o OPENING. DIMS ro 11 m ,g I c� ARE TO FE STUDS. N le a x i X n . 1 a I ro t71r IN Pi I In, 1 I S9.0cc "♦ I p I c'1 Lx_ 1 i o .5FIXTURES 1 I 1csi ABOVE 1 r- 6x6 POST A ce i cox -i pI I a o E-- N I- O c N m P� c o r I. 2x ROOF 1 , X19 I x r - 11 FRAMING m 1 ( ,,11 1 -- (59()1[T' IL— B.a9—JI alI)I r. - = c GT ABOVE GT ABOVE— (J 1 --LEOOERrE— o STH014 STHD14 w Li a 4x8 HDR 4x8 HDR 4x8 HDR 4x8 HDR N • 1 B.a10 B.a10 B.a10 B.a10 N 59.0I o a I cc 2P3 0 1 1 8 51.2 -- B.a17 4x12 HDR • 1 6x6 POST Qz, //'L ' -I W/ACE4 m 6x6 POST WV W ACE4 Q ALL HEADERS CHANGED 2 TO (2)2x10 U.N.O. LOWER LEVEL SHEARWALLS PLAN 7A UPPER LEVEL FLOOR FRAMING 1/4"=1'-0" ENGLISH REVIVAL A 102._ 16'-3" 3-10/2 15 e — 18 S6.0 S6.1 11111111111111111111 I 7c.,'"="111111111111111 STHD14 - _ Q STHD1• J Z " 3r CONC. SLAB O OVER 4" FREE DRAINAGE MATERIAL - OVER COMPACTED FILL as a v Z VERIFY GARAGE SLAB HEIGHT 7 ILati-D WITH GRADING PLAN a 0 OLL w O 0 18.-0/2" CY 3'-11Y2'1 m M ° r J I 137 9.-0" 10 MEI © II I 1 • V!" CONC. m© VARIES : MIN. Nar I 1 ABOVE Rh PATIO SLA -14" SIM .! -3" FROM TOP OF 10 IF-- li UPSTEM WALL :IL__ ii SLOPE - P4 EEO STHD14 L--41 2"DN I1 T _^ I p STHD14 ti Z43/4 3'-9)4" 2x4 PONY WALL 1 1 18x24 CRAWL FIXTURE ABOVE— 1 i I ABU66 NM ® i I AT HIGH FDN. �n -tPACE ACCESSI I I © 6 1 1 I m �1��. m.V1��IR137 R ' 1' �� t 18"x36"x10" FOOTING 1 n 0 I I �f`�I■ ��� (2) #4, (3) #4 I ri n rIREO ;y 11 1 I ENTI DE I 1 1%" x 9J4"LVL I I I P6 SIC r-- ----D- 7--- L+J M I I CENTER U/ WALL I1 --®a I I , "* I 17 1-I J 9'-814" ah �., �ma ' 56.0 30"x30"x10" I Q • %V FINISHED FLOOR FOOTING W/ • 1 AT+0'-0" n EI (3) #4 EA. WAY 0 in -I; ra I� n '� x U LL� .yr___ . r--..„ 1 P.T. 4x4 POST �% fX11 TYP. U.N.O. F�kN y.J , ♦ f \IP (X.IN 1 9Yz" I-JOISTS AT 19.2"O.C. 1,1)T 1 ^ FA 1 N I I= VP N1-12W1 11'-7)4" 'n I 14'-43,4" V -o iI 9,_814" II L J 1' __ 1 x 9Yz" LVL____ --r---,--1-30"x30"x10" ^ ( I FOOTING W/ m I / in I L I �� I (3) #4 EA. WAY IN 18"x18"x10" FTG. 1 -1214"I ® I w/ (2) U.N.O. T`1 L____ 1 6x6 P.T. POST II Ln lo . s ,I L+J Ln 10 eth Irn .1 1 --—13'4" 9Yz" LVL— - SIM.�`�SIM. ®1 1 o 1 - -- --- ^ 2x4j PONY NE � � le WALL 'a �iI o N 1 I ate 11 r- J, • 4- TART FRMG.10 L �,1' SIM , �Q i � i P' ISLOPE 11/2" I . o 0 - 31" CONC. SLAB, IEP STHDI4 % '� 1 STHD14 1 -- yx v 7 161; I D1 I L S6.7 1fi TOP OF SLAB ABU44 /�' TOP OF 8" -1212" STEM WALL '1" 9'-4" 13/4" ABU44 10'-ty" Title: PLAN 2613 Job#14189 Dsgnr: TRE Date: 4:29PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 560006 Page 1 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist (c)1983-2003 ENERCALC Engineering Software 14189_Plan_2613.ecw:ROOF FRAMING — Description 2613A ROOF GT reactions Timber Member Information i GT.al GT.a2 Timber Section 3.125x18 3.125x21 Beam Width in 3.125 3.125 Beam Depth in 18.000 21.000 Le:Unbraced Length ft 0.00 0.00 Timber Grade glas Fir,24F- Douglas Fir,24F- V4 V4 Fb-Basic Allow psi 2,400.0 2,400.0 Fv-Basic Allow psi 240.0 240.0 Elastic Modulus ksi 1,800.0 1,800.0 Load Duration Factor 1.150 1.150 Member Type GluLam GluLam Repetitive Status No No Center Span Data il Span ft 16.50 22.00 Dead Load #/ft 270.00 270.00 Live Load #/ft 450.00 450.00 Results Ratio= 0.6313 0.8338 Mmax @ Center in-k 294.03 522.72 @ X= ft 8.25 11.00 fb:Actual psi 1,742.4 2,275.8 Fb:Allowable psi 2,760.0 2,729.4 Bending OK Bending OK fv:Actual psi 130.5 153.5 Fv:Allowable psi 276.0 276.0 Shear OK Shear OK Reactions @ Left End DL lbs 2,227.50 2,970.00 LL lbs 3,712.50 4,950.00 Max.DL+LL lbs 5,940.00 7,920.00 @ Right End DL lbs 2,227.50 2,970.00 LL lbs 3,712.50 4,950.00 Max.DL+LL lbs 5,940.00 7,920.00 [Deflections Ratio OK Deflection OK1/1 Center DL Defl in -0.165 -0.328 UDefl Ratio 1,202.1 805.3 Center LL Defl in -0.275 -0.546 UDefl Ratio 721.3 483.2 Center Total Defl in -0.439 -0.874 Location ft 8.250 11.000 UDefl Ratio 450.8 302.0 Title: PLAN 2613 Job#14189 Dsgnr: TRE Date: 4:32PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 1 _(c)1983-2003 ENERCALC Engineering Software 14189_Plan_2613.ecw:ROOF FRAMING Description 2613A ROOF FRAMING Timber Member Information RB.al RB.a2 RB.a3 RB.a4 RB.aS RB.a6 RB.a7 Timber Section 2-2x4 2-2x4 2-2x8 2-2x4 2-2x4 2-2x4 2-2x4 Beam Width in 3.000 3.000 3.000 3.000 3.000 3.000 3.000 Beam Depth in 3.500 3.500 7.250 3.500 3.500 3.500 3.500 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hen Fir,No.2 Hem Fir,No.2 Henn Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,Stud Fb-Basic Allow psi 850.0 850.0 850.0 850.0 850.0 850.0 675.0 Fv-Basic Allow psi 150.0 150.0 150.0 150.0 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,200.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No No No Center Span Data Span ft 5.50 2.50 5.25 3.00 3.00 5.50 4.50 Dead Load #/ft 60.00 60.00 270.00 60.00 60.00 60.00 60.00 Live Load #/ft 100.00 100.00 450.00 100.00 100.00 100.00 100.00 Lttesults Ratio= 0.8084 0.1670 0.9656 0.2405 0.2405 0.8084 0.6815 11 Mmax @ Center in-k 7.26 1.50 29.77 2.16 2.16 7.26 4.86 @ X= ft 2.75 1.25 2.62 1.50 1.50 2.75 2.25 fb:Actual psi 1,185.3 244.9 1,132.7 352.7 352.7 1,185.3 793.5 Fb:Allowable psi 1,466.3 1,466.3 1,173.0 1,466.3 1,466.3 1,466.3 1,164.4 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 56.3 21.9 101.1 27.7 27.7 56.3 44.8 Fv:Allowable psi 172.5 172.5 172.5 172.5 172.5 172.5 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 165.00 75.00 708.75 90.00 90.00 165.00 135.00 LL lbs 275.00 125.00 1,181.25 150.00 150.00 275.00 225.00 Max.DL+LL lbs 440.00 200.00 1,890.00 240.00 240.00 440.00 360.00 @ Right End DL lbs 165.00 75.00 708.75 90.00 90.00 165.00 135.00 LL lbs 275.00 125.00 1,181.25 150.00 150.00 275.00 225.00 � _�DMax.DL+LL lbs 440.00 200.00 1,890.00 240.00 240.00 440.00 360.00 I eflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.089 -0.004 -0.037 -0.008 -0.008 -0.089 -0.043 UDefl Ratio 744.5 7,927.3 1,690.7 4,587.6 4,587.6 744.5 1,254.7 Center LL Defl in -0.148 -0.006 -0.062 -0.013 -0.013 -0.148 -0.072 UDefl Ratio 446.7 4,756.4 1,014.4 2,752.5 2,752.5 446.7 752.8 Center Total Defl in -0.236 -0.010 -0.099 -0.021 -0.021 -0.236 -0.115 Location ft 2.750 1.250 2.625 1.500 1.500 2.750 2.250 UDefl Ratio 279.2 2,972.7 634.0 1,720.3 1,720.3 279.2 470.5 Title: PLAN 7A Job#14301 Dsgnr: TSW Date: 2:13PM, 1 MAR 16 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 Page 1 User KW-0602997.Ver 5.8.0,1-Deo-2003 Timber Beam &Joist -(c)1983-2003 ENERCALC Engineering Software PLAN 7 ABD.ECW:Floor Framing Description 2613A FLR FRMG 1 OF 3 LTimber Member Information :ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined if B.al B.a2 B.a3 B.a4 B.a5 B.a6 B.a7 Timber Section 4x12 5.5x19.5 LVL:1.750x14.000 2-2x8 5.5x14 IJC 4x6 2-2x8 Beam Width in 3.500 5.500 1.750 3.000 5.500 3.500 3.000 Beam Depth in 11.250 19.500 14.000 7.250 14.000 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Douglas Ar- Rosboro,Bigbeam level,LSL 1.55E Hem Ar,No.2 Rosboro,Bigbeam Douglas Fr- Hem Fr,No.2 Larch,No.2 2.2E 2.2E Larch,No.2 Fb-Basic Allow psi 900.0 3,000.0 2,325.0 850.0 3,000.0 900.0 850.0 Fv-Basic Allow psi 180.0 300.0 310.0 150.0 300.0 180.0 150.0 Elastic Modulus ksi 1,600.0 2,200.0 1,550.0 1,300.0 2,200.0 1,600.0 1,300.0 Load Duration Factor 1.150 1.150 1.150 1.000 1.000 1.000 1.150 Member Type Sawn GluLam Manuf/Pine Sawn Manuf/Pine Sawn Sawn Repetitive Status No No No No No No No Center Span Data r Span ft 16.50 22.00 4.00 3.50 18.00 4.50 4.50 Dead Load #/ft 75.00 77.00 150.00 195.00 195.00 195.00 75.00 Live Load #/ft 125.00 128.00 400.00 520.00 520.00 520.00 200.00 Dead Load #/ft 168.00 160.00 Live Load #/ft 300.00 100.00 Start ft End ft Results Ratio= 0.9717 0.4315 0.0864 0.4901 0.6447 0.6054 0.5271 1 Mmax @ Center in-k 81.67 488.60 13.20 13.14 347.49 21.72 16.25 @ X= ft 8.25 11.00 2.00 1.75 9.00 2.25 2.25 fb:Actual psi 1,106.3 1,401.8 230.9 499.9 1,934.1 708.3 618.3 Fb:Allowable psi 1,138.5 3,248.2 2,673.8 1,020.0 3,000.0 1,170.0 1,173.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 55.8 88.6 28.6 56.6 109.3 70.0 61.1 Fv:Allowable psi 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 111 @ Left End DL lbs 618.75 2,695.00 300.00 341.25 1,755.00 438.75 528.75 LL lbs 1,031.25 4,708.00 800.00 910.00 4,680.00 1,170.00 675.00 Max.DL+LL lbs 1,650.00 7,403.00 1,100.00 1,251.25 6,435.00 1,608.75 1,203.75 @ Right End DL lbs 618.75 2,695.00 300.00 341.25 1,755.00 438.75 528.75 LL lbs 1,031.25 4,708.00 800.00 910.00 4,680.00 1,170.00 675.00 Max.DL+LL lbs 1,650.00 7,403.00 1,100.00 1,251.25 6,435.00 1,608.75 1,203.75 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.188 -0.173 -0.001 -0.005 -0.166 -0.010 -0.018 1../Defl Ratio 1,051.9 1,528.6 34,459.7 7,900.8 1,297.6 5,337.8 3,084.6 Center LL Defl in -0.314 -0.302 -0.004 -0.014 -0.444 -0.027 -0.022 L/Defl Ratio 631.1 875.0 12,922.4 2,962.8 486.6 2,001.7 2,416.3 Center Total Defl in -0.502 -0.474 -0.005 -0.019 -0.610 -0.037 -0.040 Location ft 8.250 11.000 2.000 1.750 9.000 2.250 2.250 L/Defl Ratio 394.5 556.5 9,398.1 2,154.8 353.9 1,455.8 1,354.9 L Title: PLAN 2613 Job#14189 Dsgnr: TRE Date: 4:33PM, 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:Floor Framing Description 2613A FLR FRMG 2 OF 3 LTimber Member Information 1 B.a8 B.a9 B.a10 Ball B.a12 B.a13 B.a14 Timber Section 2-2x8 2-2x8 4x8 4x10 2-2x8 2-2x8 2-2x8 Beam Width in 3.000 3.000 3.500 3.500 3.000 3.000 3.000 Beam Depth in 7.250 7.250 7.250 9.250 7.250 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fir,No.2 Hem Fir,No.2 Douglas Fir- iLevel,LSL 1.55E Hem Fir,No.2 Hem Fir,No.2 Hem Fr,No.2 Larch,No.2 Fb-Basic Allow psi 850.0 850.0 900.0 2,325.0 850.0 850.0 850.0 Fv-Basic Allow psi 150.0 150.0 180.0 310.0 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,600.0 1,550.0 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.000 1.150 1.150 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No No No Center Span Data Span ft 3.00 3.50 3.50 2.50 5.00 2.50 3.50 Dead Load #/ft 75.00 15.00 15.00 120.00 120.00 120.00 120.00 Live Load #/ft 200.00 40.00 40.00 320.00 320.00 320.00 320.00 Dead Load #/ft 160.00 505.00 160.00 160.00 160.00 160.00 Live Load #/ft 100.00 675.00 100.00 100.00 100.00 100.00 Start ft End ft Point#1 DL lbs 2,228.00 LL lbs 3,712.00 @ X ft 1.750 Results Ratio= 0.2694 0.7361 0.1403 0.2590 0.8515 0.2129 0.4172 Mmax @ Center in-k 7.22 22.69 5.79 40.89 26.25 6.56 12.86 @ X= ft 1.50 1.75 1.75 1.75 2.50 1.25 1.75 fb:Actual psi 274.8 863.5 188.8 819.2 998.8 249.7 489.4 Fb:Allowable psi 1,020.0 1,173.0 1,345.5 3,208.5 1,173.0 1,173.0 1,173.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 33.2 97.8 21.4 92.3 91.7 31.4 55.4 Fv:Allowable psi 150.0 172.5 207.0 356.5 172.5 172.5 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 352.50 910.00 306.25 818.40 700.00 350.00 490.00 LL lbs 450.00 1,251.25 245.00 1,513.60 1,050.00 525.00 735.00 Max.DL+LL lbs 802.50 2,161.25 551.25 2,332.00 1,750.00 875.00 1,225.00 @ Right End DL lbs 352.50 910.00 306.25 1,709.60 700.00 350.00 490.00 LL lbs 450.00 1,251.25 245.00 2,998.40 1,050.00 525.00 735.00 Max.DL+LL lbs 802.50 2,161.25 551.25 4,708.00 1,750.00 875.00 1,225.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.003 -0.014 -0.003 -0.003 -0.032 -0.002 -0.008 UDefl Ratio 10,410.6 2,962.8 12,641.2 9,677.0 1,887.3 15,098.3 5,502.3 Center LL Defl in -0.004 -0.019 -0.003 -0.005 -0.048 -0.003 -0.011 UDefl Ratio 8,155.0 2,154.8 15,801.5 5,497.3 1,258.2 10,065.6 3,668.2 Center Total Defl in -0.008 -0.034 -0.006 -0.009 -0.079 -0.005 -0.019 Location ft 1.500 1.750 1.750 1.360 2.500 1.250 1.750 UDefl Ratio 4,572.9 1,247.5 7,022.9 3,505.8 754.9 6,039.3 2,200.9 Title: PLAN 2613 Job#14189 Dsgnr: TRE Date: 4:34PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN -Rev: 580006 Page 1 User KW-0602997•Ver 5.8.0,1-Dec-2003 Timber Beam & Joist (c)1983-2003 ENERCALC Engineering Software 14189_Plan_2613.ecw:Floor Framing Description 2613A FLR FRMG 3 OF 3 Timber Member Information B.a15 B.a16 B.a17 Timber Section 2-2x8 2-2x8 4x8 Beam Width in 3.000 3.000 3.500 Beam Depth in 7.250 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 Timber Grade Hein Fir,No.2 Hem Fr,No.2 Douglas Ar- Hem Fir,No.2 Larch,No.2 Fb-Basic Allow psi 850.0 850.0 900.0 Fv-Basic Allow psi 150.0 150.0 180.0 Elastic Modulus ksi 1,300.0 1,300.0 1,600.0 Load Duration Factor 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Repetitive Status No No No Center Span DataII Span ft 4.50 4.00 9.00 Dead Load #/ft 15.00 Live Load #/ft 40.00 Dead Load #/ft 310.00 60.00 75.00 Live Load #/ft 350.00 100.00 125.00 Start ft End ft Results Ratio= 0.7045 0.1246 0.5890 Mmax @ Center in-k 21.72 3.84 24.30 iii @ X= ft 2.25 2.00 4.50 fb:Actual psi 826.4 146.1 792.5 Fb:Allowable psi 1,173.0 1,173.0 1,345.5 Bending OK Bending OK Bending OK fv:Actual psi 81.7 15.5 46.4 Fv:Allowable psi 172.5 172.5 207.0 Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 731.25 120.00 337.50 LL lbs 877.50 200.00 562.50 Max.DL+LL lbs 1,608.75 320.00 900.00 @ Right End DL lbs 731.25 120.00 337.50 LL lbs 877.50 200.00 562.50 Max.DL+LL lbs 1,608.75 320.00 900.00 Deflections Ratio OK Deflection OK Deflection OK Center DL Def) in -0.024 -0.003 -0.062 UDefl Ratio 2,230.4 17,201.9 1,734.8 Center LL Defl in -0.029 -0.005 -0.104 UDefl Ratio 1,858.7 10,321.1 1,040.9 Center Total Defi in -0.053 -0.007 -0.166 Location ft 2.250 2.000 4.500 UDefi Ratio 1,013.8 6,450.7 650.5 Title: PLAN 2613 Job#14189 Dsgnr: TRE Date: 4:35PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN LkRev: 580006 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 r (c)1983-2003 ENERCALC Engineering Software 14189_Plan_2613.ecw:CRAWLSPACE FRAMING Description 2613 ABCD CRAWLSPACE FRAMING Timber Member InformationII TYP BEAM Timber Section 4x8 Beam Width in 3.500 Beam Depth in 7.250 Le:Unbraced Length ft 0.00 Timber Grade Douglas Fir- 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 enter Span Data ` Span ft 5.75 1 Dead Load #/ft 195.00 Live Load #/ft 520.00 Results Ratio= 0.9884 II 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 TJI JOISTS and RAFTERS i Code Code Code Su gest Su est Suggest L ick Lpick Lick Lpick - - -11,.--L - - g _ ag. e e Joist 1 b 1 d 11 Spa. LL DL M max V max 1 El L fb fv L TL240 L LL3601 L max--i-TL deft. LL deft. L TL360 L LL480 L max TL defl.1,TL deft.LL deft.LL deft. size&grade 'width(in.) depth(in.) (in.) (psi) (psf) 1 (ft-lbs) (psi) (psi) (ft.) (It.) (ft.) 1 (ft.) 1 (ft.) (in.) 1 (in.) (ft.) (ft.) (ft.) (in.).-1 ratio (in.) ratio i 95 TJI 1101. 7595 2! 40 151 2380 12201 140E+08 1471 2773 1523_ 1480 1471 0661048 __. .1331. 13,45 1331 0.44 360 0321 495 ----2222-- � 19 - - -- 9.5"TJI 1101 1.751 9.5 161 40 15 2380 12201 1.40E+08 16.111 33.27 16.191 15.73 15.731 0.72 0.521 14.14 14.29 14.14 0.47.1 360 0.341 495 9.5"TJI 110 1.75, 9.5 121 40 15, 2380 1.40E+08 18.611 44.36 17.821 17.311 17.31; 0.79 0.581 15.57 15.73 15.570.52. O0.38 495 9.5'TJI 1101 1.751 9,5 9.61 40 151 2380 1220 1.40E+08 20,801 55.45 19.191 18.64j 18,64: 0.85 0.62 16.77 16.94 16.77 0.56 L_ 360 _0.41 _495 -----�- � � ------ --2222--- --- 2222- 2222-- - +2222- 2222 - 2222 2222 - 2222- 2222 2222 -- 2222 I 1 I 1 9.5"TJI 110' 1.751 9.51 19.21 40 101 2500 12201 1,57E+08 15,811 30.50 16.341 15.371 15.371 0.64 0.51 14.27 13.97 1197 0.441 384 0.351- 480 9.5"TJI 110 1.75 95 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 1101 1.75 9.5 12140 10 2500 12201, 1.57E+08 20.00 48.80 19.11 17.981 17.98 0.751_ O 601 16.69 16.34 16.34 0.51 384 0.411_ 480 --- 2222- 1 500 61 20r 9.5"TJI 110 1.751 9.51 9.6[ 40 10, 2500 1220 1.57E+08 22.36 61 00 20.581 19.371 19.37, 0.81 i 0.651 17.98 17.60 17 64 0 55 384 0 44 480 1 9.5"TJI 2101 2.06251 9.51 19.21 40 101 3000 1330' 1.87E+08 17.321 33.25 17.32 16.301 16.30 0.681 0.541 15.13 14.81 14.81 0.461 384 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 15,74 0.49 384 1 0.39 480 9.5"TJI 2101 2.06251 9.51 12 40 10 3000 1330 1.87E+08 21.911 53.20 20.26; 19.061 19.061 0.791 0.64 17.70 17.32 17 32 0.541 384 0,43_ 480 TJI - .0625 9.5 4 0 13301 1.- +0 4.- 66.50 -1-- 2222-- 2222-2222 r--2222-- -------------....-------- 9.5 TJI210j 2.0625 9.5 9.61 40 10. 3000 1.87E+OS 24.49 66.50 21.821 20.53] 20.53 0.86 0.68 19.06 18.66 18.66 05811 384 0.47 480 9.5"TJI 230 2.31251 9.5 19.21 40 10 3330 1330) 2.06E+08 18.251 33.25 17.891 16.83 16.83, 0.70, 0.56 15.63 15.29 15.29 0.481 384 0.38 480 9.5"TJI 230 2.3125 9.5 16 40 10 33301 1330 206E+08 19.99 39.90 19.01 17.89 17.89 0.75 0.60 16.60 16.25 I` .16,E 0.51 384 0.41 480 9.5"TJI 230 2.31251 9.51 121 40 101 3330 13301 2.06E+08 23.081 53.20 20.92 19.69i 19.691 0.821 0.661 18.28 17.89 17.89 0.561 ...384 0.45 .....480, 9.5"TJ1230« 2.3125' 9.51, 9.61 40 101 3330 1330! 2.06E+08 25.811 66.50 22.54. 21.211 21.21' 0.88 0.71 19.69 19.27 19.27 0.60 384 0.48 480 I - ---- ----- 1 11,875"TJI 1101 1,75, 11.875, 19.2, 40 101 3160 1560 2.67E+08 17.781- 39.00 19.50 18.351 17.78 0.67 0,54 17.04 16.67 16.67 0.52 384 0.42 480 11.875"TJI 110 1.75 11.875 16 40 10 3160 1560 2.67E+08 ''19.47 46.80 20.72 19.50 19.47 0.81 0.65 18.10 17.72, 17.72 0.55 384 0.44 480 11.875"TJI 110' 1.75' 11.875 12 40 101 3160 1560) 2.67E+08 22.49 62.40 22.811 21.46 21.461 0.891 0.72 19.93 19.50 19.50 0.61 384 0.491 480 11.875 TJI 110 1.75 11.8751 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 0 531 .480 1 I 1 1 2222- 2222-- -2222-- f a---- - 2222- 2222 2222- --r--- 2222 --- 2222 -- -- � � 2222-- ,2222 2222 - 2222 - --- - - --- 2222 11.875"TJI 210 2.06251 11.8751 19.2-1 40 10 3795 1655 3.15E+08 19.48 41.38 20.611 19.39 19.39 0.811 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 s 1655 3.15E+08 21.34 49.65 21.90 20.61 20.61 0.86 0.69 19.13 18.72 1;18.72 0.59 384 0.47 480 11.875 TJI 2101 2 06251 11 875 121__ 40 101 3795 1655 3.15E+08 24.641 66.20 24.101 22.681 22.681 0.95 0.761 21.05 20.61 20.61 0.641 384 0.521480 1.875 - 2101 .0622 1. 9- 4 1 - 5-+0- 5- -. 22 75 4 2222-- -------- 2222---,.. .- --- 11.875"TJI 2101 2.06251 11.875 9.61 40 101 3795 1655; 3.15E+08 27.55 82.75 25.96124.431 24.43 1.02 0.81 22.68 22.20 22 20 0 691 384 0 55� 480 1 1 11.875"TJI 2301 2.31251 11.8751 19.21 40 101 4215 16551 3.47E+08 20.531 41.38 21.281 20.03 20.03 0.83 0.67 18.59 18.20 18.20 0.571 384 0.451 480 11:875"TJI 230 2.3125 11.875 16 40 10 4215 1655 3.47E+08 22.49 49.65 22.62 21.28 21.28 0.89 0.71 19.76 19.34 x(., ,1934 0.60 384 0.48 480 11.875'TJI 230 2.3125 11 875 121 40 101 4215 1655 3.47E+08 25.971 66.20 24.89: 23 421 23.42: 0 981__ o.784.1 I 2174 21 28 21.28 0.671 384 0.531_ 480 --- 312 ----- .- 18 4215 -- --- 2222 --- 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 1.051 0.841 2.3 42 2.2 93 22 83 0 72 384 0.57 F 480 I __ ,_ •_._.___1 __ 2222 2222- 1- 1 1 I 1 11.875"RFPI 4001 2.06251 11.8751 19.21 40 101 4315 14801 3.30E+08 20.771 37.00 20.931 19.691 19.69 0.82 0.66 18.28 17.89 17.89 0.561 384 0.45 480 11.875"RFPI 400 2.0625 11.875 16 40 10 4315 1480 3130E+08 22.76 44.40 22.24 20.93 20.93 0.87 0.70 19,43 19.01 x1 19.01 0.59 384 0.48 480 11.875"RFPI 4001 1 1 12! 401 1 0.96 0.77 I 21.38 20.93 20.93 0.651 384 0 52 480 a 11.875"RFPI 400' 2.06251 11.875 9.61 40 101 4315 14801 3.30E+08 29.381 74.00 26.371 24.81, 24.8111 1.03 0.831 i 23.03 22.54 22.54 0.701 384 0.56 480 Page 1 D+L+S CT#14189-Betahny Creek Falls LOAD CASE (12-12) BASED ON ANSI/AF&PA NDS-1997 SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 1111123..10 Desi.n Bucklin,Factor _--�- ---_ _- _--__- Mil 0.80 Constant)> Section 3.7.1.5 _--__ 0.30 Constant > Section 3.7.1.5=-== -MM M -1997 NDS �'�- alSucdon2.3.10 -- Bending Comte. Size Size �1��01_Q®===� -_�m��--NDS 3.9.2 duration du oho factor factor --- ____--___ Stud Grade Width Depth Spacin.,Height Vert.Load Hoc Load n> @ (Fb) (1.0 LoadPlat:CdCd Fc) Cf Fc erINI rti�� E Fc perp' n. In. In. 8. plf •sf •If Fc EllP •sl � psi si P �®IEI Fb•1--c/Fce H-F Stud -®1118311MEMIEZIIIIIME0.9919 MEMO 1.00 1.15 ®1.05 1113113111112011111111:1111,200,00011111122:1111111113 986III9IIIMUF44M5EEM11110 0.00 0.000 G221:111-®m111111311111111-11i11111•1113 0.9966 IMEESIIIMELIIMIEMIMIMUI 1.15 11:01111XIMILCIA1,200,000 ®' 370.09 �� 0.00 0.000 H-F Stud 1.5 ®®�®''--u�' 0.9947 '®" 1.15 ®�1.15 ma®' Boo 1,200,000�®i. 340.90 340.00 0.00 0.000 H-F Stud 1.5 8.25 28.3 1550 0 0.9921 1993.4 1.00 _1.15 1.05 1.15 675 405 800 1,200,000 506 449.95 395.22 393.65 1.00 0.00 0.000 H-F Stud 1.5 ®® 825 28.3 2070 0 0.9953 2857.8 1.00 115 ®1.05 1.15 675 405 800 1,200,000 506Ilie 449.95 395.22 394.29 1.00 0.00 0.000 MISCRIII-®0IMMMECEI®"�' 0.992 MIME1.00 1.15 ®IIIII�-- 0 1,200,000M®i. 968- 395.22cc. 0.00 0.000 _---------__...._ -----_�- Dom® 0i ���� 2091.0 1.00 1.15 ®1.05 U E 200 000MILIZIMMMIMMIAMECEIIIMMEMMMLEIMIII0.00 0.000 1.5 ®mmo®''®mimp 0.9944 2091.8 1.00 1.15 ®1.05® 675 725 1,200,000 854® `�` 1.00 0.00 0.000 SPF Stud 1 5 875.438 378.09 336.17 35.24 1.00 0 00 0.000 SPF Stud 1.5 ��� ® 28.3 1525 0 0.9957 2091.8 1.00 1.15 1.1 1.05 t.15 675 425 725 1,200,000 854 875.438 449.95 388.13 387.30 1.00 0.00 0.000 SPF Stud - 8.25 2030 0 0.9925 2789.1 1.00_ 1.15 1.1 1.05 1.15 KM 425 725 1,200,000 875.438 449.95 388.13 386.67 1.00 0.00 0.000 SPF Stud ®�� 8.25 3050 0 0.9957 4183.6 1.00 1.15 1.1 1.05 1.15 103011.211725 1,2_00000��875.438 449.95 388.13 NEma 1.00 0.00 0.000 ____----_ -_-_ ----_-__- ®�FbIJD�®� � 1.00 1.15 M�® :®i 110911®1,300,000111111M111111113111EMl 0.00 0.000 ®®®�® ®�IZ��3! 1.00 15 ®�®�� 1,300,000®� ��M0.60 0.00 0.000 H-F#2 18.0 3132 0 0.2858 3132.4 1.00 1.15 ®1.10® 850 405 1300 1,300,000® 506 lial 1203.70 946.77 506.18 0.53 0.00 0.000 M-®�®" ���1 .} I 3287.1 1.15 I[]i®���1,400,000 531 1484.89 I®®i 0.00 0.000 ®®�® �� 0.3905 3287.1 - 1.15 �®'®���1,400,000 531 1089.25 ®�i 0,00 0.000 SPF#2 18.0 3287 0 0.3158 3287.1 1.15 1.10 1111111111 1150 1,400,000 531 ha 1296.30 945.38 531.23 0.56 0.00 0.000 E -®0��1�i9� 0.9913 2091.6 r. ---� --- 1:15 ®��®1,200,000 ® 111=1111111111f31111101111111111 0.00 IIIMIIIIIIIIIIIMNIMINIMIIIIIIIIIMIIIM1111111•1111M 111M1111111 -- SPF#2 1.5 5.5 ���®' ' 0 0.9917 1.00 _7.15 ®1.10���®'�� ---���-�� 1.400,000111E ®� ®�� 0.00 0.000 H-F#2 1.5 5.5 16 19 41.5 1360 0 0.9969 3132.4 1.0o 1.t5 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 226.84 220.14 219.80 1.00 0.00 0.000 Page 1 D+L+W CT#14189-Betahny Creek Falls LOAD CASE (12-13) (BASED ON ANSI/AF&PA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 , 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D+L+W c 0.80(Constant)> Section 3.7.1.5 _ Cr - KcE 0.30(Constant)> Section 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NDS Cb (Varies) > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Max.Wall duration duration factor factor use Stud Grade Wdth Depth Sparing Height Le/d Vert.Load Hor.Load <=1.0 Load(g Plate Cd(Fb)Cd (Fc) Cf Ct Cr Fb Fc perp Fc E Fb' Fc perp' Fc* Fce Pc fc fc/F'c fb fb/ In. In. In. ft. plf psf plf (Fb) (Fc) psi psi psi psi psi psi psi psi psi psi psi Fb"(1-fc/Fce),H-F Stud 1.5 3.5 16 7.7083 26.4 1075 9.71 0.9951 1993.4 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 515.42 427.08 273.02 0.64 376.78 0.586 H-F Stud 1.5 3.5 16 9 30.9 755 8.46 0.9942 1993.4 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 378.09 333.99 191.75 0.57 447.52 0.665 H-F Stud 1.5 3.5 12 9 30.9 1140 8.46 0.9998 2657.8 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 378.09 333.99 217.14 0.65 335.64 0.577 H-F Stud 1.5 3.5 16 8.25 28.3 970 8.13 0.9943 1993.4 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 449.95 384.87 246.35 0.64 381.37 0.585 H-F Stud 1.5 3.5 12 8.25 28.3 1425 8.13 0.9974 2657.8 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 449.95 384.87 271.43 0.71 271.03 0.500 H-F Stud 1.5 3.5 8 8.25 28.3 2355 8.13 0.9981 3988.7 1.60 1.00 1.1 1.05 1.15 875 405 800 1,200,000 1,366 506 84 449.95 384.87 299.05 0.78 180.89 0.394 SPF Stud 1.5 3.5 16 7.7083 26.4 1060 9.71 0.9971 2091.8 1.60 1.00 1.1 1.05 1.15 425 725 1,200,000 1,366 531 761.2 515.42 415.53 269.21 0.65 376.78 0.577 SPF Stud 1.5 3.5 16 9 30.9 700 8.46 0.9115 2091.8 1.60 1.00 1.1 1.05 1.15 425 725 1,200,000 1,366 531 761.2 378.09 328.30 177.78 0.54 447.52 0.618 SPF Stud 1.5 3.5 12 9 30.9 1125 8.46 0.9931 2789.1 1.60 1,00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 378.09 328.30 214.29 0.65 335.64 0.567 SPF Stud 1.5 3.5 16 8.25 28.3 960 8.13 0.9970 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 449.95 376.35 243.81 0.65 361.37 0.577 SPF Stud 1.5 3.5 12 8.25 28.3 1405 8.13 0.9952 2789.1 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 449.95 376.35 267.62 0.71 271.03 0.490 SPF Stud 1.5 3.5 8 8.25 28.3 2320 8.13 0.9958 4183.6 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,386 531 761.25 449.95 378.35 294.60 0.78 180.69 0.383 H-F#2 1.5 5.5 16 7.7083 16.8 3132 9.71 0.3909 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 1378.83 506.18 0.52 152.58 0.119 H-F#2 1.5 5.5 16 9 19.6 3132 8.48 0.5743 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1011.45 508.18 0.63 181.23 0.178 H-F#2 1.5 5.5 16 8.25 18.0 3132 8.13 0.4411 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300 000 2,033 506 1203.70 506.18 0.56 146.34 0.124 SPF#2 1.5 5.5 16 7.7083 16.8 3267 9.71 0.4327 3287.1 1.80 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 1484.89 940.30 531.23 0.56 152.58 0.114 SPF#2 1.5 5.5 16 9 19.6 3287 8.46 0.6033 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 1089.25 806.08 531.23 0.66 181.23 0.169 SPF#2 1.5 5.5 16 8.25 18.0 3287 8.13 0.4790 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 1296.30 884.891 531.23 0.60 146.34 0.118 SPF Stud 1.5 3.5 16 14.57 50.0 70 8.46 0.9957 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 138.14 17.78 0.13 466##N 0.979 SPF#2 1.5 5.5 16 19 41.5 660 9.71 0.9941 3287.1 1.80 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 244.40 233.80 106.87 0.46 927.02 0.786 H-F#2 1.5 5.5 16 19 41.5 600 9.71 0.9921 3132.4 1.80 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 226.94 219.02 96.97 0.44 927.02 0.798 Page 1 DoLuW+.5S CT#14189-Betahny Creek Falls LOAD CASE (12-14) (BASED ON ANSI/AF&PA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D+L+W+312 c (Constant)> Section 3.7.1.5 Cr KcE 0.30(Constant)> Section 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NDS Cb (Varies) > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Max.Wall duration duration factor factor use Stud Grade Width Depth Sparing'Height Le/d Vert.Load Hor.Load <=1.0 Load @ Plat.'Cd(Fb)Cd (Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc• Fce F'c fc fc/F'c fb fb/ in. In. in. ft. plf psf pif (Fb) (Fc) psi psi psi psi psi psi psi psi psi psi psi Fb"(1-fc/Fce) H-F Stud 1.5 3.5 16 7.7083 26.4 1095 9.71 0.9962 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 508 966 515.42 441.22 278.10 0.63 376.78 0.599 H-F Stud 1.5 3.5 18 9 30.9 765 8.48 0.9988 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,368 506 966 378.09 340.90 194.29 0.57 447.52 0.674 H-F Stud 1.5 3.5 12 9 30.9 1150 8.46 0.9969 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 219.05 0.64 335.64 0.584 H-F Stud 1.5 3.5 16 8.25 28.3 985 8.13 0.9963 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 250.16 0.63 361.37 0.596 H-F Stud 1.5 3.5 12 8.25 28.3 1445 8.13 0.9959 2657.8 1.80 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 275.24 0.70 271.03 0.511 H-F Stud 1.5 3.5 8 8.25 28.3 2390 8.13 0.9980 3986.7 1.60 1.15 1.1 1.05 1.15 875 405 800 1,200,000 1,386 506 966 449.95 395.22 303.49 0.77 180.69 0.406 SPF Stud 1.5 3.5 16 7.7083 26.4 1080 9.71 0.9935 2091.8 1.80 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 515.42 431.52 274.29 0.64 376.78 0.589 SPF Stud 1.5 3.5 16 9 30.9 760 8.46 0.9988 2091.8 1.601_15 1.1 1.05 1.15 675 425 725 1.200,000 1,366 531 875.438 378.09 336.17 193.02 0.57 447.52 0.669 SPF Stud 1.5 3.5 12 9 30.9 1140 8.46 0.9944 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 217.14 0.65 335.64 0.577 SPF Stud 1.5 3.5 16 8.25 28.3 975 8.13 0.9952 2091.8 1.60 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1,366 531 675.438 449.95 388.13 247.62 0.64 381.37 0.588 SPF Stud 1.5 3.5 12 8.25 28.3 1430 8.13 0.9952- 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 675.438 449.95 388.13 272.38 0.70 271.03 0.503 2_ -. __.__._...__ 425 .._._....._20___._.. 8.75 ___.. 96 SPF Stud 1.5 3.5 8 8.25 28.3 2360 8.13 0.9922 4183.6 1.60 1.15 1.1 1.05 1.15 875 725 1,200,000 1,366 531 875.438 449.95 388.13 299.68 0.77 180.69 0.398 H-F#2 1.5 5.5 16 7.7083 16.8 3132 9.71 0.3593 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.58 506.18 0.49 152.58 0.119 H-F#2 1.5 5.5 18 9 19.8 3132 8.46 0.5437 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1011.45 837.57 506.18 0.60 181.23 0.178 H-F#2 1.5 5.5 16 8.25 18.0 3132 8.13 0.4100 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 946.77 506.18 0.53 146.34 0.124 SPF#2 1.5 5.5 16 7.7083 16.8 3287 9.71 0.3872 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 152.58 0.114 SPF#2 1.5 5.5 18 9 19.6 3287 8.46 0.5595 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1089.25 850.16 531.23 0.62 181.23 0.169 SPF#2 1.5 5.5 16 8.25 18.0 3287 8.13 0.4342 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1296.30 945.38 531.23 0.56 148.34 0.118 SPF Stud 1.5 3.5 16 14.57 50.0 70 8.46 0.9955 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 144.26 139.02 17.78 0.13 869696 0.979 SPF#2 1.5 5.5 16 19 41.5 660 9.71 0.9914 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 106.67 0.45 927.02 0.786 H-F#2 1.5 5.5 16 19 41.5 600 9.71 0.9901 3132.4 1.80 1,15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 508 1644.5 226.94 220.14 96.97 0.44 927.02 0.798 Page 1 D+L+S+.5 W CT#14189-Betahny Creek Falls LOAD CASE (12-15) (BASED ON ANSI/AF&PA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D+L+S+W/2 c 0.80(Constant)> Section 3.7.1.5 _ Cr KcE 0.30(Constant)> Section 3.7.1.5 Cf(Pb) Cf(Fc) 1997 NOS Cb (Varies) > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Ma%.Wall duration duration factor factor use Stud Grade Width Depth Spacing Height Le/d Vert.Load Hor.Load r_1.0 Load @ Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc• Fce Pc fc ic/F'c fb fb/ in. In. in. ft. plf psi plf (Fb) (Fc) psi psi psi psi psi psi psi psi psi psi psi Fb"(1-fc/Fce) H-F Stud 1.5 3.5 16 7.7083 26.4 1335 4.855 0.9935 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 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 1.15 675 405 800 1,200,000 1,366 508 966 378.09 340.90 246.35 0.72 223.76 0.470 H-F Stud 1.5 3.5 12 9 30.9 1380 4.23 0.8976 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 508 966 378.09 340.90 262.86 0.77 187.82 0.403 H-F Stud 1.5 3.5 16 8.25 28.3 1195 4.065 0.9960 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 303.49 0.77 180.69 0.406 H-F Stud 1.5 3.5 12 8.25 28.3 1680 4.065 0.9990 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 508 968 449.95 395.22 320.00 0.81 135.51 0.343 H-F Stud 1.5 3.5 8 8.25 28.3 2665 4.065 0.9999 3986.7 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 986 449.95 395.22 338.41 0.86 90.34 0.267 SPF Stud 1.5 3.5 16 7.7083 26.4 1315 4.855 0.9907 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366' 531 875.438 515.42 431.52 333.97 0.77 188.39 0.392 SPF Stud 1.5 3.5 16 9 30.9 965 4.23 0.9970 2091.8 1.80 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 245.08 0.73 223.76 0.468 SPF Stud 1.5 3.5 12 9 30.9 1370 4.23 0.9990 2789.1 1.80 1.15 11 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 260.95 0.78 167.82 0.396 SPF Stud 1.5 3.5 18 8.25 28.3 1180 4.065 0.9922 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 299.68 0.77 180.69 0.396 SPF Stud 1.5 3.5 12 8.25 28.3 1660 4.065 0.9973 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 316.19 0.81 135.51 0.334 _._.._ ___......1__ SPF Stud 1.5 3.5 8 8.25 28.3 2830 4.065 0.9969 4183.6 1.800 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,388 531 875.438 449.95 388.13 333.97 0.86 90.34 0.257 H-F#2 1.5 5.5 16 7.7083 16.8 3132 4.855 0.3001 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.58 506.18 0.49 76.29 0.059 H-F#2 1.5 5.5 16 9 19.6 3132 4.23 0.4544 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 508 1644.5 1011.45 837.57 508.18 0.80 90.81 0.089 14-F#2 1.5 5.5 16 8.25 18.0 3132 4.085 0.3479 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 946.77 506.18 0.53 73.17 0.062 SPF#2 1.5 5.5 18 7.7083 16.8 3287 4.855 0.3304 3287.1 1.60 I 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 78.29 0.057 SPF#2 1.5 5.5 16 9 19.6 3287 4.23 0.4750 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1089.25 850.18 531.23 0.62 90.81 0.085 SPF#2 1.5 5.5 16 8.25 18.0 3287 4.065 0.3750 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1296.30 945.38 531.23 0.56 73.17 0.059 SPF Stud 1.5 3.5 18 14.57 50.0 255 4.23 0.9958 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 144.26 139.02 64.76 0.47 586.43 0.779 SPF#2 1.5 5.5 16 19 41.5 935 4.855 0.9925 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 151.11 0.64 463.51 0.580 H-F#2 1.5 5.5 16 19 41.5 865 4.855 0.9970 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 226.94 220.14 139.80 0.64 463.51 0.594 Page 1 D+L+S+.7E CT#14189-Betahny Creek Falls LOAD CASE (12-16) (BASED ON ANSI/AF&PA NDS-1987) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D+L+S+El1.4 c 0.80(Constant)> Section 3.7.1.5 Cr KcE 0.30(Constant)> Section 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NDS Cb (Varies) > Section 2.3.10 Bending Comp,_ Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Max.Wall duration duration factor factor use Stud Grade Wdth Depth Spacing Height Le/d Ven.Load Hor.Load x=1.0 Load 0 Plate Cd (Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc. Fce F'c fc fc/F'c fb fb/ in. In. in. It. plf psf plf (Fb) (Fc) psi psi psi psi psi psi psi psi psi psi psi Fb"(1-fc/Fce) H-F Stud 1.5 3.5 16 7.7083 26.4 1415 3.57 0.9983 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 515.42 441.22 359.37 0.81 135.53 0.335 H-F Stud 1.5 3.5 16 9 30.9 1010 3.57 0.9960 1993.4 1.60 1.15 1.1 1.05 1.15 875 405 800 1,200,000 1,368 506 966 378.09 340.90 256.51 0.75 188.85 0.430 H-F Stud 1.5 3.5 12 9 30.9 1420 3.57 0.9937 2857.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 270.48 0.79 141.63 0.364 H-F Stud 1.5 3.5 16 8.25 28.3 1225 3.57 0.9961 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 311.11 0.79 158.68 0.376 H-F Stud 1.5 3.5 12 8.25 28.3 1710 3.57 0.9947 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 325.71 0.82 119.01 0.315 H-F Stud 1.5 3.5 8 8.25 28.3 2700 3.57 0.9966 3986.7 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,386 506 966 449.95 395.22 342.86 0.87 79.34 0.244 SPF Stud 1.5 3.5 16 7.7083 26.4 1395 3.57 0.9984 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 515.42 431.52 354.29 0.82 138.53 0.324 5PF Stud 1.5 3.5 16 9 30.9 1000 3.57 0.9918 2091.8 - 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 253.97 0.76 188.85 0.421 SPF Stud 1.5 3.5 12 9 30.9 1410 3.57 0.9962 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 268.57 0.80 141.63 0.358 SPF Stud 1.5 3.5 16 8.25 28.3 1210 3.57 0.9932 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 307.30 0.79 158.68 0.366 SPF Stud 1.5 3.5 12 8.25 28.3 1690 3.57 0.9940 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 321.90 0.83 119.01 0.306 OFF Stud 1.5 3.5 8 8.25 28.3 2670 3.57 0.9987 4183.6 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,368 531 875.438 449.95 388.13 339.05 0.87 79.34 0.236 H-F#2 1.5 5.5 16 7.7083 16.8 3132 3.57 0.2844 3132.4 1.60_ 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.58 506.18 0.49 56.10 0.044 H-F#2 1.5 5.5 16 9 19.6 3132 3.57 0.4405 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1011.45 837.57 506.18 0.60 76.47 0.075 H-F#2 1.5 5.5 16 8.25 18.0 3132 3.57 0.3404 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 946.77 506.18 0.53 64.28 0.055 SPF#2 1.5 5.5 16 7.7083 16.8 3287 3.57 0.3154 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 58.10 0.042 SPF#2 1.5 5.5 16 9 19.6 3287 3.57 0.4618 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1089.25 850.16 531.23 0.62 76.47 0.071 SPF#2 1.5 5.5 16 8.25 18.0 3287 3.57 0.3678 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1296.30 945.38 531.23 0.56 64.26 0.052 SPF Stud 1.5 3.5 16 14.57 50.0 285 3.57 0.9981 2001.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 144.26 139.02 72.38 0.52 494.93 0.727 SPF#2 1.5 5.5 18 19 41.5 1020 3.57 0.9910 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 164.85 0.70 340.83 0.500 H-F#2 1.5 5.5 16 19 41,5 945 3.57 0.9939 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 226.94 220.14 152.73 0.69 340.83 0.513 Page 1 Iso 1,�ckezsoa StENGINEERING Suite 302 ,,,r,,.. Seattle,WA �f 98109 project: -ra:t,--..... : _ T.. .Date. w. '... _ l t -...e_- . (206)263-012 FAX; Client: Page Number. (206)28S-0618 . ilia. ikar 04)(1-5kis) -r--1-20 Fig- 2-. tivt.)(40.14s ) ic 365- alL 1 ,14/4 (4-oils) ri...- .vs 24 r'--- ibeli> FVF. ..5t2 g a r k g AV Oa ...., ,, 1.1) ....... .... . 7-otte) iS"frPSr V r— gN4V`-1 , •.=- 170 to , ; - . i 44. eoc.. 11,44.14,tr-e, f-,. 4* p-r 4130 2-70 442. i 1500 f5e- - — 1,_.-36" sifiere_ frA:1 . 1,5 Structural Engineers , 180 Nickerson St, E N C I N E E R I N G Suite 3 02 NC Seattle:WA A Project: i # t-T-111.› Date: 98109 (206)285-4$ 12 Client S/Kj)! 464 L' -^ D✓j' . •Page NumberFAX: (206)285-0618 e.--.�". pwistjtmpilve, vi.Lovo to VM of ft -• Z igotAris 4. s jp -popro. , (rye c G SS j5 , P ri-r—i— U : (. ?S� _- 0 akin 3 CV 100 t u 4.. 1,6,5, 9 u t PIF c, oS Ilvim11?, , PPigt LIA-11,5 e-- 4.04 45761140L. x - ' ;. 1 n v 7147-4 E., 4-. ; Z )5k 17 k o1 . e ' ' . . ,i �__lrt ,�=...i .. 19A> ..Jl ,. ..)5 t. Structural Engineers I3�7j � • 180 Nickerson St. C T ENGINEERING Suite 302 Seattle,WA /WI�I_N C. �'�q( � —q( /� p 98109 Project: c......^-41)1 'SY'VrLL 7 `�r� 'v�'�`5 4' I0 Date: f 1021. op • (206)285-4512 Client: 2012 �1+t�/ 9-00. 63 f)PtIos/ 9-tips "% Page Number: (2 6)285-0618 - fig 5 ' )60- -T :150 - ` „� x 4.4,141 r =' e � t r {� Zcl I ' wry - V • �_ ,- r 1" 2'37 7i1 , a . '1 � 3Z. t _ . `t (e 24.s rbc 2 7)74 -- ` 7) • • - ,0._, _. �.v 17,i. u, {b:. 1 , • • : ._ � 1- it .? as -- ,til , . a- o, � . . : it : „/„., , , T.) , ,.- �, 1 Co-- _ ��lo t • I i1--Co i 3 3.)‹ • 4 1v! 5P l: l� I''-°--1'01' /7,7'7__ s 6,qG I . . , --- __._. zt , ,�� . _.E... k I , - tl 9 , Structural Engineers )/ si)Ns 4-,3.6.4-, 3 Design Maps Summary Report Page 1 of 1 litiMS Design Maps Summary Report User-Specified Input Building Code Reference Document International Building Code (which2012 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 S j :rte B e rton ,4* SFr -�".�; " /p '.' _114,4,• i.t , ,. lidmire, 1,. /'7'k S ikeKlurea,i7'' 4 "''' Niiii!,,-;"'"•"•;$-- .7,,,, !..1,41.,,,,-Igg'0,4,X;„•,4„,:,.., :-.6..g.,2 ,I.,4,-.,14-4.4._,' + Sol e-fGif £ .t z ,' si# • R i C j a t.'-.1.,. aT atr z .' e" i X USGS-Provided Output SS = 0.972 g SMS = 1.080 g SDS = 0.720 g S1 = 0.423 g SMa = 0.667 g S°1 = 0.445 g For information on how the SS and Si values above have been calculated ( deterministic ground motions in the direction of maximum horizontal responsefrom, pleaseprobabilistic return torisk the applicationtargeted) and and select the"2009 NEHRP"building code reference document. MCER Response Spectrum Design Response Spectrum 1. # 72 #', 9 0. 44 0.22 0. tl.7 T . a 0.ss ; is 0,40 l' 0.44tiS G.7.2 0,24 0.22 4.8 6 0.11. 000.i 20. ,20 0.40 0.40 D> 2. l. 1.40 1.G0 1. P T( Period,T{ C} Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge. http://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?template=minimal&latit... 9/14/2015 2012 IBC SEISMIC OVERVIEW SHEET TITLE: 2012 IBC SEISMIC OVERVIEW CT PROJECT#: CT#14253: Plan 2613 Step# 2012 IBC ASCE 7-10 1. RISK CATEGORY TYPE=II Table 1604.5 Table 1.5-1 OCCUPANCY CATEGORY 2. IMPORTANCE FACTOR IE= 1.00 Section 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo. Engr. S.C.= D Section 1613.3.5 Section 11.4.2/Ch.20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec.Spectral Response .Ss= 1.10 Fgure 1613.3.1(1) Figure 22-1 5. 1.0 Sec.Spectral Response S1= 0.50 Figure 1613.3.1(2) Figure 22-2 Latitude=Varies N Longitude= Varies W http://earthquake.usgs.gov/research/hazmaps/ http://qeohazards.usgs.qov/designmaps/us/application.php 6. Site Coefficient(short period) Fa= 1.06 Figure 1613.3.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.50 Figure 1613.3.3(2) Table 11.4-2 SMs=Fa*Ss SMS= 1.17 EQ 16-37 EQ 11.4-1 SMI=Fv*S1 SMI= 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 SD1= 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 no= 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 Niiiiimil 2012 IBC EQUIV.LAT.FORCE SHEET TITLE: 2012 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 CT PROJECT#: CT#14253:Plan 2613 SDs= 0.78 h„ = 18.00(ft) SD1= 0.50 X = 0.75ASCE 7-05(Table 12.8-2) R= 6.5 Ct= 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=SDs/(R/IE) 0.120 W ASCE 7-05(EQ 12.8-2) Cs=SD1/(T*(R/IE)) (for T<TL) 0.440 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(SDI*TY(1-2"(R/IED (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 St>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) Ew1 *h;k Vi DESIGN Vi Roof - 18.00' 18.00 1280 0.022' 28.16 506.9 0.58 3.21 3.21 2nd 8.00 10.00 10.00 1310 0.028' 36.68 366.8 0.42 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 Fp, = DIAPHR. F, E F, w, E w, FP, = EF; *w p, 0.4*SDs*1E*w, 0.2*SDs*IE*wp LEVEL (kips) (kips) (kips) (kips) (kips) Ew1 Fpx Max. FFx Min. Roof 3.21 3.21 28.2 28.2 4.38 3.21 8.76 4.38 2nd 2.33 5.54 36.7 64.8 5.70 3.13 11.41 5.70 1st(base) 0.00 0.00 0.0 64.8 0.00 0.00 0.00 0.00 Page 1 ASCE 7-10 WIND Part2 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 2 CT PROJECT#: CT#14253:Plan 2613 NS E-W F-B S-S 2012 IBC ASCE 7-10 Ridge Elevation(ft)= 30.00 30:00 ft. Roof Plate Ht.= 18.00 18.00 Roof Mean Ht.= 24.00 24.00 ft. -- -- Building Width= 26.0 56 ft. V u/t. Wind Speed 3Sec.Gust= 120 120 mph Figure 1609 Fig. 26.5-1Athru C V asd. Wind Speed 3 Sec.Gust= 1 mph (EQ 16-33) Exposure=' B B Iw= 1.0 1.0: N/A N/A Roof Type= Gable Gable Ps30A= 28.6 28.6 psf Figure 28.6-1 PS30 s= 4.6 4.6;psf Figure 28.6-1 PS30 c= 20.7 20.71 psf Figure 28.6-1 Ps30 D= 4.7 4.7 psf Figure 28,6-1 X= 1.00 1.00; Figure 28.6-1 K,= 1.00 1.00 Section 26.8 windward/lee=' 1.00 1.00,>(Single Family Home) X"Ke*1 1 1 Ps=A*Kzt*I*Pa30= (Eq.28.6-1) Ps"= 28.60 28.60 psf (LRFD) (Eq.28.6-1) PSB= 4.60 4.60 psf (LRFD) (Eq.28.6-1) psc= 20.70 20.70 psf (LRFD) (Eq.28.6-1) Ps D= 4.70 4.70 psf (LRFD) (Eq.28.6-1) PS Aand caverage= 24.7 24.7 psf (LRFD) Ps a and D average= 4.7 4.7 psf (LRFD) a= 3 3 Figure 28.6-1 2a= 6 6 width-2.2a= 14 44 MAIN WIND-ASCE 7-10 CHAPTER 28 PART 2 Areas(N-S) Areas(E-W) (N-S) (E-W) Wind(N-S)(LRFD) Wind(E-W) (LRFD) width factor roof-> 1.00' 1 00 0.89' 0.89 16 psf mm. 16 psf min. width factor 2nd-> 1.00' 0.89', wind(LRFD)wind(LRFD) DIAPHR. Story Elevation Height AA AB Ac AD AA AB Ac A0 per 28.4.4 per 28.4.4 WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) Vi(N-S) V(N-S) Vi(E-VV) V(E-W) 30.00 12.0 0 144 0 168 0 128.2 0 469.9 Roof 18.00 18.00 4.0 48 0 56 0 48 0 156.6 0 6.7 12.8 3.98 3.98 7.41 7.41 2nd 8.00 10.00 10.00 9.0 108 0 126 0 108 0 396 0 3.7 8.1 5.70 9.68 11.29 18.70 1st(base) 10.00 0.00 0.00 0 0.00 0.00 AF= 650 AF= 1307 10.4 20.9 V(n-s). 9.68 V(e-w)= 18.70 kips(LRFD) kips(LRFD) kips kips Page 1 ASCE 7-10 Part 1 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 1 CT PROJECT#: CT#14253:Plan 2613 SEE SEAW RAPID SOLUTION SPREADSHEET AND INSERT VALUES BELOW MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(N-S) Wind(E-W) Min/Part 2(Max.) Min/Method 1(Max.) Wind(NS)(LRFD) Wind(E-W)(LRFD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(E-VV) V(E-W) Vi(N-S) V(N-S) Vi(E-W) V(E-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 0.00 000: 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-W) Vi(NS) 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 4.3P CT PROJECT#: CT#14253: Plan 2613 SHEATHING THICKNESSteheaming= 7/16" NAIL SIZE nail size= 0.131"dia.X 2,5"long STUD SPECIES SPECIES= H-F or SPF SPECIFIC GRAVITY S.G.= 0.43 ANCOR BOLT DIAMETER Anc.Bolt dia.= 0.625 ASD F.O.S.= 2.0 SHEARWALL TYPE Table 4.3A Seismic Table 4.3A Wind 7/16"w/8d common V seismic V s allowable V wind V w allowable (15/32"values per (SDPWS-2008) modify per S.G. (SDPWS-2008) modify per S. G. footnote 2) (divide by 2.0 FOS) (divide by 2.0 FOS) (for ASD) (for ASD) -_I 0 1 0 1 P6TN 150 150 150 150 P6 520, 242 730 339 P4 760 353 1065 495 P3 980 456 1370 637 P2 1280 595 1790 832 2P4 1520 707 2130 990 2P3 1960', 911 2740 1274 2P2 2560 1190 3580 1665 N.G. 10000 4650 10000 4650 GYPSUM THICKNESS tsheathing= 1/2" NAIL SIZE nail size= 1 1/4"long No.6 Type S or W Response Modification Coef. R= 6.5 SHEARWALL TYPE Table 2306.4.7 Seismic Wind 1/2"w/1 1/4"screw V allowable V s allowable V w allowable Blocked (PER 2009 IBC) modify G7 125 R>2 not allowed R>2 not allowed G4 150 R>2 not allowed R>2 not allowed 2G7 250 R>2 not allowed R>2 not allowed 2G4 300 R>2 not allowed R>2 not allowed 2G4 300 150 e I,- , ROOF BELOW 22'-0" 11'-0)/6" 10.-1174- 3'-11)/2 .1' 7'-0%" 7-0% { 3-11y2" , • A 5-0'4-0 SL ® 5-0 I4-0 SL I '. 1 — \ \ -- EGRESS EGRESS INSULATE FLOOR OVER Rear R2 3 UNHEATED SPACE Bedroom 3 ' O Bedroom 2 V.44 D2 43 1 ..,W 6•y GUARD RAIL W/6"HIGH a 4 ti;b./ 2x4 CURB AT BOTTOM- TOP AT+42" A.F.F. F- 4•-6" # ri. t 3•-0" 6-0'&PASS °1 , 6-0 BIPASS • -4 -_ ---- . li - Iv S&P G S&P w 6•-7Y2 - 3'-53/2'1 24"TB r 1, _ + Bath _ z h 5'TUB- O5 i N �� SHOWER U r :W ® t p / In 1< MDF CAP i \ :; : ON `_,__, - "r. Y SHELF ABOVE ,ASI ER P UtlIItY C" N S&P u� 4 DR .n _i 1 �� 6-0$IPASS 2-8 HCW a 6HCW v ! 4-11y2 Jr 4-6" 2-0" s &P \ a ri 0I 1222'x30'1Ell 41 ^1 a ,_—__< w Bedroom 4 I ACE" 4 In IACCESSI to X I ---W.I.C.44 2-4 HC I - S & P A .i \ p 24-T5 m : ,48"z34' 3 a n SHOWER A LOW ,� n \ \ WALL LA oT� 11'-5 " 1 4'-7y2" ph +46" I " \ • w F.F. Y %� 0IO w A-0 HCW 3-1' f2-6Y2 -- M. Bath '" I n k TILE PLATFORM i „Master Bedroom a A +21"A.F.F. A -41 04 z 144 a 4N W IN _ VL_ to e 5-0 3-0 F A Front MSIR SAFETY C A21Hc A J (-04" # 4.-8Y4"-8%4 i 2v , \ \ \ 2-6 0 SH 2-6,5-0 F 2,6 5-0 SH 5'-3Z j 3•-0" ; 3•-0- 5' 3)/4' ♦ 16.--6v / 9'-5}C2" ri ri LJ LJ PLAN 7A SECOND FLOOR 1/4"=1'-0" ENGLISH REVIVAL 22'-0" ♦ 10'-0" ` 12'-0" ♦ 111 ROOF I ABOVE r 7 I6-0 7-0 OHAlk ` Gar _` 4:47Gar ABillP REMOVED 2x8 FRAMING FOR Q ELEC. PANEL a t 0 L_ FLOOR ABOVE) _J , in Garage 3•-11) i WALL FINISH: )4"GWB BOLLARD` Ni CEILING FINISH T6" TYPE X GWB a FIRE-TAPE ALL GWB mWRAP BEAMS BELOW CEILING LEVE `j INSULATE FLOOR ABOVE- O ® CO ,42"x12" WOOD TREAD MAX- RISER 7" PLATFORM _ 4•i(ADD MORE STEPS AS REQUIRED PER +18"A.F-F- 9•-0 ♦ 0 SITE CONDITION) 4c•' r © I , O � 5 S2� 16'-OY2 GUARD RAIL WITH 6"HIGH `,o 2 2x4 CURB TOM- / FURN D2 TOP AT+36"AT AB BO NOSING il Rear Kit/e" Patio �♦ + ♦ ♦ - ------" _••_• _ a .- 1 � 0 4:: 24"- d I. 3-9Y4.. ( o , mZ1 Lk i PW( C r r TPS I. UP • ^ I .- 16 1 , ((fig j} ( y -n O 1 I I i I .904, ' ; lig ""-- I F 'T _ Q riIa 4'-0" 13 .-7Y2 3'-10" •, 2'-8" ♦ 'w - 6.4 0 0 1 IT H IN 18"x24"CRAWLI ; �m • SPACE ACCESS 0 ..- -7"211a o 2x4 35"HIGH Ki � o !Kitchen , I PONY WALL. I I ai m -1-1 elO - DW Li L \ n A I Dining © © J 1"?: 711 �. • �'- I I 4 n L7... I Ov tO ._ I O INSULATE FLOOR I� OVER CRAWL SPACE 8-7Y2 -y 0 t i ',II - -"--- COUNTER70P i OVER STANDARD n 0 BASE CABINET 1 I m 1 +36" A-F-F. I - I o I■ In UL APPROVED 36"WIDE FLUSH BEAM" .^ D P FACTORY-BUILT DIRECT6.4 ABOVE ,���Ir VENT GAS FIREPLACE talndgaM m r A 6x6 POST :A x1 W/GWB FINISH r Entry 'Io h . I I < SY2 1a I a `i In 1'" 11 Living 2x6 39"HIGH AS APP ABLE II WALL W/FINISH 0 PER SITE © TRIM AT TOP z CONDI:.1OIitSillil SAFETY o SAFETY a r GLAZING „, GLAZING .ry -p' 11• 12" TILE •.......�w ew..... I `a HEARTH 20 i 0 6 ri-10 F Al-6 3-I +- -I'm 1217 q E 2'-0Y4 l 2'-BY2'}2'-6 i j2'-0 4" . )" t- A Front ••6 5,0 SH• 2-6,5-0 rrA-•I 5-0 F 2,6 5-0 0 ♦ 3.-94 } 3'-0" j 3'-0" ♦ 3•-0" j 3-9 4 Porch h 7 -0• 16'-6iZ" 9.-51T r • 20 A11 Y41 9 Pi:. Ia'ay 1 AF DNS PLAN 7A FIRST FLOOR First Floor 1/4"=1'40" ENGLISH REVIVAL Second Floor Total SF SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: CT#14189:Plan7A 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+0.7 p Qe 0.6D+W per SDPWS-2008 pt= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall 1-DL eff. C 0 w dl V level V abv.V level V abv. 2w/h vi Type Type v i OTM ROTM Unet Ueun, OTM ROTM Unet Usum U m HD (sgft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. left 1* 256 11.0 11.0 1.00 0.15 1.03 0.00 0.62 0.00 1.00 1.00 56 P6TN P6TN 94 4.92 4.56 0.03 0.03 8.25 5.45 0.27 0.27 0.27 Ext. left 2 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. left 3** 0 0,0 ''0.0 1,00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 ; 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. left4 384 16.0 16.0 1.00 0,15' 1.55 0.00 0.92 0.00 1.00 1.00 58 P6TN P6TN 97 7.38 9.65 -0.15 -0.15 12.37 11.52 0.06 0.06 0.06 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext, rightl** 640 43,0 43,0 0.95; 0.15 2.58 0.00 1.54 0.00 1.00 1.00 38 P6TN P6TN 63 12.30 69.73 -1.36 -1.36 20.62 83.21 -1.48 -1.48 0.50 pert Ext. right2 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. rght3** 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. right4 0 '' 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- •- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. rights 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0,0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00' 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00' 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00'' 0.00 0.00 0.00 0.00 1.00 0.00 0 •- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1280 70.0 67.9=L eff. 5.16 0.00 3.08 0.00 EVwlnd 5.16 EVEO 3.08 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel JOB#:CT#14189:PIan7A ID:Upper Lefti*(MSTR and BR4) Roof Level w dl= 150 plf V eq 870Oj 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 pH H1 head= 1 1 Fdragl eq=43.5 vhdr= 52.7 plf HS head= A Fdrag2 eq= 13.8 Fdrag5 eq=27.7 Fdrag6 eq=143.5 14 1 v A Fdragl w= 5 Fdragl 23.1 Fdrag5w= -•.1 Fdrag•w= 72.5 A- H1 pier= vi eq= 43.5 plf v3 eq= 43.5 plf v5 eq= 43.5 H5 pier= 4.0 v1 w= 72.5 plf v3 w= 72.5 plf v5 w= 72.1 4.0 feet feet H total= 2w/h= 1 2w/h= 1 2w/h= 1 8.0 Fdrag3= ,-. Fdra.-- 13.8 feet X Fdragl w=72.5 Fdragl w=23.1 Fdrag7eq= .7 Fdrag8e. 43.5 v P6TN E.Q. Fdrag7w=46.1 Fdrag8w=72.5 A P6TN WIND vsill eq= 31.6 plf Hl sill= (0.6-0.14Sds)D 0.6D vsill w= 52.7 Of H5 sill= 3.0 EQ Wind 3.0 feet OTM 6960.0 11600.0 feet R OTM 25310 30628 Y 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 1 0 , ►4 ►4 0-4 Hpier/L1= 0.36 Hpier/L3= 1.14 L total= 27.5 feet Hpier/L5= 0.73 0.90 L reduction 4 SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: CT#14189:Plan7A Diaph.Level: 2nd Panel Height= 9 ft. Seismic V i= 2.23 kips Design Wind N-S V i= 2.25 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 5.30 kips Sum Wind N-S V i= 7.40 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pt= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eft. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM RoTM Unet Usum OTM ROTM Unet Ueum Usum HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (pIf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. left 1* 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.27 0.27 Ext. left 2 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- ___ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. left 3** 0 0.0 0,0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. left 4' 660 21.5 21.5 1.00 0.15 1.12 2.58 1.11 1.54 1.00 1.00 123 P6TN P6 172 23.86 17.43 0.31 0.20 33.31 20.80 0.60 0.93 0.93 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. rightl*n 660 53.0 53.0 0.91 0,15 1.12 2.58 1.11 1.54 1.00 1.00 55 P6TN P6TN 77 23.86 ##### -1.57 -2.92 33.31 ##### -1.78 -3.26 1.20 perf Ext. right2 0 0.0 0,0 1.00' 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. rght3** 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext, right4 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. rights 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- ___ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- _- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1320 74.5 69.7=L eff. 2.25 5.16 2.23 3.08 1.00 EV.nd 7.40 EVE0 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. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pt= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eff. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM RoTM Unet Usum OTM RoTM liner Usurn Usun, HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (pIO) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Front MSTR* 406 5.0 17.0 1.00 0.152.44 0.00 0.98 0.00 1.00 1.00 254 P4 P4 489 10.15 3.21 1.60 1.60 19.55 3.83 3.63 3.63 3.63 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Front Bath* 234 4.5 9.5 1.00 0.15 1.41 0.00 0.56 0.00 1.00 1.00 162 P6 P6 313 5.85 1.61 1.11 1.11 11.27 1.92 2.44 2.44 2.44 - - 0 0.0 0.0 1,00 0,00': 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int KIT 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gar Rear 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gar Rear 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Rear BR235 640 i 9.1 14.0 1.00 0.16' 3.85 0.00 1.54 0.00 1.00 1.00 220 P6 P4 424 16.00 5.11 1.29 1.29 30.82 6.10 2.94 2.94 2.94 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gar Alley 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gar ABWP 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00', 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00'' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0,00', 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1280 18.6 18.6=L eff. 7.71 0.00 3.08 0.00 EVnd 7.71 EVEQ 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= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 5 0 kips Sum Wind E-W V I= 12.54 kips Min,Lwall= 2.57 ft. per SDPWS-2008 (0.6-0.14Sds)D+0.7 p Qe 0.6D+W pc= 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 LDLeff. C0 wdl V level Vabv level Vabv. 2w/h vi Type Type vi OTM ROTM Unet Usum OTM ROTM Unet Usum U.,„ HD (sgft) (ft) (ft) (klf) (kip) (k'J (kip) (kip) p (pIf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Front LIV* 306 5.0 16.5 1.00 0.25 1.1 3.85 0.52 1.54 1.30 1.00 534 P2 2P3 995 24.03 5.19 4.35 5.95 44.77 6.19 8.90 12.53 12.53 0 0.0 0.0 1.00 0.00' 0.#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 '4.00 0.00 0.00 0,00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 1.11 0.00 0.00 0.00 2.44 2.44 - - 0 0,0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0..4 0.00 0.00 0.00 0.00 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 '.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 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# 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 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 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Rear Kit/Gar 660 11.5 11,5 .00 0.15 2.42 2.49 1.11 0.77 1.00 1.00 213 P6 P4 426 22.03 4.99 1.57 1.57 44.14 5.95 3.52 3.52 3.52 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 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• 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 11.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ar AB' • 2 6 4., 8.0 1.+0 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 1.00 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:WP 118 2.' 8.' 100 0. 5 0.4 $.83 0. 0 0.2. 1.00 0.44 671 2P4 P3 631 5.37 0.60 3.58 3.58 11.36 0.72 7.98 7.98 7.98 - - ' '.0 r., .„ ,.„ ,.,' ,.,, 1.0' ,.,0 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' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 •-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00' 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 EVw„nd 13.67 EVEQ 5.30 Notes: * denotes with shear transfer ABWP Alternate Braced Wall Panel-2308.9.3.2 ** denotes perferated shear wall iSB denotes iSB Shear Panel JOB#: CT#'14189:PIan7A 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 p/ > •H head= A v hdr w= 147.9 p/f 1.083 ',y Fdragl eq= 342 F2 eq= 342 Fdragl w= :>0 F2 -850 H pier= vl eq= 196.0 Of v3 eq= 196.0 plf P6 E.Q. 5.0 vi w= 488.0 plf v3 w= 488.0 plf P4 WIND feet H total= 2w/h= 1 2w/h= 1 8.083 • Fdrag3 eq= F4 e.- 342 feet A Fdrag3 w=850 F4 w=850 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 59.4 plf P6TN 2.0 EQ Wind v sill w= 147.9 plf P6TN feet OTM 7921 19723 R OTM 10124 12251 • UPLIFT -139 472 Up above 0 0 UP sum -139 472 H/L Ratios: L1= 2.5 L2= 11.5 L3= 2.5 Htotal/L= 0.49 4 0 4 ►4 ► 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 plf 1.083 ''v Fdragl eq= 484 F2 eq= 484 A Fdragl w= *13 F2 - 1213 H pier= v1 eq= 307.6 plf v3 eq= 307.6 plf P4 E.Q. 5.0 v1 w= 770.6 plf v3 w= 770.6 p/f P2 WIND feet H total= 2w/h= 1 2w/h= 1 9.083 Fdrag3 eq= .- F4 e.- 484 feet A 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 s. • 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 0 0 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 p/f V eq 590.0 pounds V1 eq= 295.0 pounds V3 eq= 295.0 pounds V w= 1820.0; pounds V1 w= 910.0 pounds V3 w= 910.0 pounds ► v hdr eq= 62.1 pff •Hhead = vhdrw= 191.6 pff 1.083 W Fdragl eq= 155 F2 eq= 155 • Fdrag1 w= , 9 F2 -479 H pier= v1 eq= 131.1 p/f v3 eq= 131.1 pff P6TN E.Q. 3,5 v1 w= 404.4 p/f v3 w= 404.4 pff P4 WIND feet H total= 2w/h= 1 2w/h= 1 8.0831 I, 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 pff P6TN 3.5 EQ Wind v sill w= 191.6 pff 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 L2= 5.0 L3= 2.3 Htotal/L= 0.85 4 I. 4 1.4 0. Hpier/L1= 1.56 Hpier/L3= 1.56 L total= 9.5 feet JOB*:CT#14253:Plan 2613 ID:Rear Upper BR23* Roof Level wdl= 160 Of 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 ► v hdr eq= 73.2 plf -> •H1 head= vhdr= 225.9 plf INS head= $ 1 Fdrag1 eq=96.5 Fdrag2 eq= 172.8 Fdrag5 eq= 172.8 Fdrag6 eq= 96.5 1 A Fdrag1 w= •:.0 Fdragl, 533.4 Fd2g5 w= 3.4 Fd2••w=298.0 n H1 pier= vi eq= 134.1 plf v3 eq= 134.1 pH v5 eq= 134.1 H5 pier= 4.0 v1 w= 414.0 pH v3 w= 414.0 pH v5 w= 414.1.', 4.0 feet feet H total= 2w/h= 1 2w/h= 1 2w/h= 1 8.0 y Fdrag3= •-. Fdra• - 172.8 feet A Fdrag1 w=297.9524 Fdrag1 w= 533.4 Fdrag7eq= 2.8 Fdrag8 • 96.5 y P6TN E.Q. Fdrag7w=533.4 Fdrag8w=298.0 P4 WIND v sill eq= 73.2 plf Ht sill= - (0.6-0.14Sds)D 0.6D v sill w= 225.9 plf H5 sill= 3.0 EQ Wind3.0 feetOTM12880.0 39760.0 feet ROTM 18074 22078 y UPLIFT -248 846 y Up above 0 0 Up Sum -248 846 H/L Ratios: L1= -3.2. L2= 5.0 L3= 5.7 L4= 5.0 L5 3.2 Htotal/L= 0.36 , , ►4 OA 1.4 ► Hpier/L1= 1.26 Hpier/L3= 0.71 < L total= 22.0 feet Hpier/L5= 1.260.95:L reduction 1 •��ft�i�i 4�- -t 4{,. mik • •ff ;: • • tf 1; �� • A TecnniciTopucs TT-100F APRIL 2014 A Portal Frame with Hold Downs for Engineered Applications The APA portal-frame design,as shown in Figure 1,was envisioned primarily for use as bracing in conventional light- frame construction.However,it can also be used in engineered applications,as described in this technical topic.The portal frame is not actually a narrow shear wall because it transfers shear by means of a semi-rigid,moment-resisting frame.The extended header is integral in the function of the portal frame,thus,the effective frame width is more than just the wall segment,but includes the header length that extends beyond the wall segment.For this shear transfer mechanism,the wall aspect ratio requirements of the code do not apply to the wall segment of the APA portal frame. Cyclic testing has been conducted on the APA portal-frame design(APA 2012).Recommended design values for engi- neered use of the portal frames are provided in Table 1.Design values are derived from the cyclic test data using a rational procedure that considers both strength and stiffness. The Table 1 values in this report were developed using the CUREE cyclic test protocol(ASTM E2126),using a flexible load head.Earlier testing was conducted using rigid load heads and the sequential phased displacement(SPD)method, as outlined in SEAOSC(1997)Standard Method of Cyclic(Reversed)Test for Shear Resistance of Framed Walls for Buildings. The design values in Table 1 ensure that the code(IBC)drift limit and an adequate safety factor are maintained.For seismic design,APA recommends using the design coefficients and factors for light-frame(wood)walls sheathed with wood structural panels rated for shear resistance(Item 15 of Table 12.2-1 of ASCE 7-10). See APA Report T2004-59 for more details.For designs where deflection may be less of a design consideration,for example,wind loading while the portal frames are used in tandem with each other,and not used as conventional shear walls,a load factor of 2.5, based on the cyclic test results is used. Since cyclic testing was conducted with the portal frame attached to a rigid test frame using embedded strap-type hold downs, design values provided in Table 1 of this document should be limited to portal frames constructed on similar rigid-base foundations,such as a concrete foundation,stem wall or slab,and using a similar embedded strap- type hold down. 1 ®2014 APA—he Engineered Wood Association PORTAL FRAME DESIGN*WIN. 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 Minimum Width Maximu eight Allowable Design(ASD)Values per Frame Segment (in.) ) Shearm(Ibf) 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 t . a 0.51 3.42 1'-10 1/2" 8 1520 EQ(2128 WIND) 1'-10 1/2" 10fab 1 31 EQ(1444 WIND) 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 - (one braced wall panels) Header to jack-stud strap 162'to 18'rough width of opening per wind design min 1000 lbf for single or double portal on both sides of opening T 1 - _ -. opposite side of sheathing Pony • --- 1 - ~ : wall . height . i k _, if In Fasten top plate To header ti * ` � � with two rows of 16d :1;:.;.,.. i' •g° . .,,,,4‘k';‘":4.%' .4'•''.. :' ) sinker nails at 3"o.c.typ I. Fasten sheathing to header with 8d common or Min.3/8"wood structural 12' •W galvanized box nails at 3°grid pattern as shown panel sheathing max total .L Header to jack-stud strap per wind design. wall • Min 1000 lbf on both sides of opening opposite • height side of sheathing. • If needed,panel splice edges shall occur over and be 10' Min.double 2x4 framing covered with min 3/8" / - nailed to common blocking max :` thick wood structural panel sheathing with tttt---- • y within middle 24"of portal height "^ 8d common or galvanized box nails at 3"o.c. • height.One row of 3"o.c. ix. n all framing(studs,blocking,and sills)typ. nailing is required in each panel edge. Min length of panel per table 1 Typical portal frame construction 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 fi —Min reinforcing of foundation,one#4 bar __,T,: , jack studs per IRC tables �t top and bottom of footing.Lap bars 15"min. R502.5(1)&(2). 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 concrete and nailed Min(1)5/8"diameter anchor bolt installed per IRC R403.1.6- into framing) with 2"x 2°x 3/16"plate washer 2 ©2014 APA-The Engineered Wood Association References APA, 2004, Confirmation of Seismic Design Coefficients for the.APA.Portal Frame, APA Report 12004-59, 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,Mininuun 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 www.apawood.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.11-100F Revised April 2014 DISCLAIMER:The information contained herein is based on APA—The Engineered Wood Association's continuing programs of laboratory testing,product research,and comprehensive field experience.Neither APA nor its members make any warranty,expressed or implied,or assume any legal liability or responsibility for the use, application �� of,and/or reference to opinions,findings,conclusions,or recommendations included in this publication. Consult your local jurisdiction or design professional to assure compliance with code, construction,and performance requirements.Because APA has no control over quality of workmanship or the conditions under which engineered wood products are used,it cannot accept responsibility of product performance or designs as actually constructed. 3 ©2014 APA—The Engineered Wood Association 180 Nickerson St. CT ENGINEERING Suite 302 n INC. r�I/•�p.��/ Seattle,WA R yy-��./� ""F'•�L— PAWL— Date: Aai , ,01 , (20C)285-9512 Project; �� �1 lluvv Y ed-- Z d 6),3 L ( V ✓�C - 29-)Q54.5,1) Pae Number: (206)285-0618 Client: + !; Ve,7:7 515-2; I - Gov avp o�S � b �1 X11 v‘. X lb`` )2$` k X2`1 Li45n7t P A 2� w � FDRPsi�4 ?0 6 �c - Pm/7)w 4. P�-C IVB - c ?TSU ut i, / � IVC )P$D �`d�._ ( Xo,2 �� .5�j!�j;v► = M(o,'2. /6/7 0,312 ‘5 )(3)06) W Z 3,e-lZJ 3�iZ 2 o1, ( o - dl -� ))67-)11a4) .,`e ._ ` Z-� %°1 - _ q;, (es . 1S{� t, to`f c( _ 5`' S X te F13. 1,0/(2' 44- 0L, 0,;66 tutu, 1 /10{Z A __ )m. 644- N € b't BAIL ep,9vI s 11' L Aeei -- 61= 1;5 Structural Engineers WOOD FRAME CONSTRUCTION MANUAL. 63 I te) Table 2.2A Uplift Connection Loads from Wind . • _ . (For Roof-to-Wall,Wall-to-Wall,and Wall-to-Foundation) . 700-yr.Wind Speed 3-second gust(mph) 110 115 120 130 140 150 160 170 180 195 Roof/Ceiling Assembly Roof Span(ft) • Unit Connection Loads(plf)3'z'3'4'5'6'1 Design Dead Load 12. 118 128 140 164 190 219 249 281 315 369 f Z 24 195 213 232 -272 315 362 412 465 521 612 e 0 psf8 36 272 298 324 380 441 506 576 650 729 856 PI 48 350 383 417 489 567 651 741 836 938 1100 IM . 60 428 468 509 598 693 796 906 1022 1146 1345 RI . 12 70 80 92 116 142 171 201 233 267 321 24 111 129 148 188 231. 278 328 381 437 528 CO 10 psf 36 152 178 204 260 321 386 456 530 609 736 -- 48 194 227 261 333 411 495 585 680 782 944 Z 60 236 276 317 406 501 604 714 830 954 1153 12, 46 56 68 , 92 118 147 177 209 243 297 24 69 87 106 146 189 236 286 339 395 486 15 psf 36 92. 118 144 200 261 326 396 470 549 676 48 116 149 183 255 333 417 507 602 704 866 60 140 180 221 310 405 508 618 734 858 1057. 12 22 32 44 68 94 123 153 185 219 273 24 27 45 64 104 147 194 244 297 353 444 20 psf 36 32 58 84 140 201 266 336 410 489 616 �1 4,'' 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 1.61 195 249 • 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 1 Tabulated unit uplift connection loads shall be permitted to be multiplied by 0.75 for framing not located within 6 feet of corners for buildings less than 30 feet in width(W),or W/5 for buildings greater than 30 feet In width. 2 Tabulated uplift loads assume a building located in Exposure 8 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. i 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 16 192 24 48 Multiplier + 1.00 I 1.33 I 1.60 l 2.00 I 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 wall-to-wall or t' • wall-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. it"•" 6 When calculating uplift loads for ends of headers/girders,multiply the tabulated unit uplift load by 1/2 of the !�s header/girder span(ft.). Cripple studs need only be attached per typical uplift requirements. p': ' - 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. '`t' = 6 Tabulated uplift loads for 0 psf design dead load are included for Interpolation or use with actual roof dead loads. s Ilia. AMERICAN WOOD COUNCIL 180 Nickerson St. CT ENGINEERING Suite 302 ��//ln/t/�/ ��/ INC. �r/�� S98109 eattle,WA Project: 1 1 I`�a�� UIC L� �1`��• Date: (206) (206)285-4512 FAX: Client: Page Number: (206)285-0618 \.)(//tIVI / .0k(? tiff)'174-7 704) 77SP 1141L- 4,-,00t567)• SPP WnD g MM3v ►g . r I /o MPS u.L VV.. 1-1n44,,r- 33 • 15P • • � `ice ilk • C,�c�kdv �s 4�� ' 36, • * �-.. . � ICBM P8 ll , (4 :04 �rP. m1 QG /is 2X 1 ACJ --3-7kK- .ThA4.6 • .( 6vRikigA .../k-6( • . • • - : ( 1A(2) 0 ( 64) • P, 1120 n 6)1(205-x' J 7-401 • c-AaL _ 6-6y 60/7)(p.,-5 (0,6 4-� Vb 46 () -r'P. Gv,Mcodo C 64. ply, Fes- 1 .0)- _ (eY7s ) - 5644 DV Structural Engineers TRUSS TO WALL CONNECTION ';I'i Viii(11.''; #OF TRUSS CONNECTOR TO TRUSS TO TOP PATES 0I'I III I 1 PLIES 1 H1 (6) 0.131" X 1.5" (4) 0.131"X 2.5" ,100 .1'i 1 H2.5A (5) 0.131" X 2.5" (5) 0.131" X 2.5" Ilii 1 SOWC15600 - - 41,'.. _. .I i5 2 H10-2 (9) 0.148" X 1.5" (9) 0.148" X 1.5" in/Ii mu 2 (2)H2.5A (5) 0.131" X 2.5" EA. (5) 0.131"X 2.5" EA. 10/0 2.'0 2 (2)SDWC15600 - - 'ih1 _ 9.511 3 (3)SDWC15600 - - 14:,', 395 ROOF FRAMING PER PLAN 8d AT 6" D.C. z 2X VENTED BLK'G. 0.11" X " TOENAIL ....i It" AT 6 O.C. - i \112.5A & SDWC15600 STY'F 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 SPF VA!U1--`•; #OF TRUSS CONNECTOR TO TRUSS TO TOP PATES UPI IF f1 PLIES 1 HI (6) 0.131" X 1.5' (4) 0.131" X 2.5" 00 I1, 1 H2.5A (5) 0.131'X 2.5' (5)0.131"X 2.5" 535 L_ i 10 1 SDWC15600 - - 4lV 115 - 2 H10-2 (9) 0.148" X 1.5" (9)0.148' X 1.5' 0070_ 7011 2 (2)H2.5A (5) 0.131" X 2.5" EA. (5) 0.131"X 2.5' EA. 1070 7711 2 (2)SDWC15600 - - silo 7.t0- 3 (3)SDWC15600 - - 1455 3455 ADD A35 0 48"0.C. ROOF FRAMING PER PLAN FOR.H2.5A AND SDWC STYLE _ 8d AT 6" O.C. CONNECTIONS 2X VENTED BLK'G 11111 I II I H2.5A & SDWC15600 STY'F 1COMMON/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) 19 TYPICAL TRUSS TO WALL CONNECTION [ 7A 4-19-16 Roseburg J2 MAIN 1:39pm A Forest Products Company 1 of 1 CS Beam 2016.4.0.5 ImrBeamEngine 4.13.19.1 Materials Database 1547 Member Data Description: Member Type: Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued & Nailed Filename: Beam1 �.1r? ,..i';fau„`.;>ra, ,,.kW <.<.w ?`A5M5 ?z.,tf!, 5 +..,l.,... , ,nri E«,.a # 4k4ii.��itithAta,le,,,r na u o RA a�<,#tee,.wMI 14 5 0 ® 11 7 0 2600 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 499# -- 2 14' 5.000" Wall DFL Plate(625psi) 3.500" 3.500" 1342# -- 3 26' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 397# -4# Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 391#(245p1f) 106#(67p1f) 2 1033#(645p1f) 310#(194p1f) 3 323#(202p1f) 73#(46p1f) Design spans 14' 2.375' 11' 4.375" Product: 9 1/2" RFPI-20 19.2" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1492.'# 2820.'# 52% 5.9' Odd Spans D+L Negative Moment 1762.'# 2820.'# 62% 14.42' Total Load D+L Shear 714.# 1220.# 58% 14.41' Total Load D+L End Reaction 499.# 1151.# 43% 0' Odd Spans D+L Int.Reaction 1342.# 1775.# 75% 14.42' Total Load D+L TL Deflection 0.2501" 0.7099" L/681 6.61' Odd Spans D+L LL Deflection 0.2039" 0.3549" 1J835 6.61' Odd Spans L Control: Max Int. React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All product names are trademarksoftheirmspecfiveowners KAMI L.HENDERSON IIS EWP MANAGER StrongTie Copyright(C)2016 by Simpson Strong-lie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined aswhen the member,fioorjoist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The BEAVERTON,OREGON 97005 design must be reviewed by a qualified designer or design professional as required for approval.Thisdesign assumes product installation according to the manufacturersspecifications. 503-858-9663