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Specifications C T 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 crawispace is primarily pre-manufactured wood joists. The foundations are to be conventional spread footings. Wind design is based on the ASCE 7-10 MWFRS(Envelope Procedure)for 120 mph ultimate wind speed, exposure category B,and with a Kzt value of 1.00. Lateral design is based on the ASCE 7-10"equivalent lateral force"procedure with Ss equal to or less than 1.10 and S1 equal to or less than 0.50 and with soil classification"D". Plywood or OSB shearwalls are the primary lateral force resisting system (R=6.5). . Foundations have been sized for Class 4 soils as defined in IBC 1806.2. Codes considered;2012 IBC, and currently adopted ORSC and OSSC. SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT#: Plan 7A ROOF Roofing 3.5 psf Roofing-future • 0.0 psf 5/8"plywood(0 S.B) 2.2 psf Trusses at 24"o.c. 4.0'psf Insulation 1 0 psf (1)5/8"gypsum ceiling 2.8 psf Misc./Mech. 1.5 psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish 4.0 psf NO gypsum concrete 0.0!'psf 314'plywood (O.S.B.) 2.7 psf joist at 12. • -2.5psf Insulation , 1.0'psf (1) 1/2"gypsum ceiling 2.2'psf Misc.` 2.6 psf FLOOR DEAD LOAD 15.0 PSF 16 S9.1 :=• - GABLE END TRUSS RB.al _1L_____.,WA MIN. HDR AMIN. HDR 19 S9.1 0 19 59.1 ._. ® IGT GT.a2 0-` --.. n s AM wZ IX g 59.1 ::.1.::..:::'.:.: 1 —J r 16 kilL S9.1 U O Z. N C 22"x30' 9 -4-A-796-1 'fes m = r - N ACCESS! z_ 20 w __J Di1 1. S9.1 1 --I 0 Eir '}'::.:' 59.1 a 1 T Lk :.%::.•..:.•�:::::: ::'.: _ iEll 59.1 • ..:.%.t•:::. cc Ps •.'.(2: 2x8h13R'.%::• .... . ...... I 1 :.A© IGT (.3) _ij' xls..s L__—_-1 11 A10 MIN. -IDR_MIN.BLE r 11-II� �Dp�R MIN. HDR I 0 'RBI .a4SS I J 16 ® 59.9. 1 CT# 14301 2015.03.04 1/4" = 1'-0" (11x17) PLAN 7A ROOF FRAMING PLAN 1/4"-1'-0" ENGLISH REVIVAL MST48 ,� MST48 \-------- 0 --....-]C' i GJ / -3 0 J ® � glQ WASHER a,ENTIRE f DRYERSIDE 4 r____ ENTIRE P60N 11 SIDE 17 1 I l 6 �o 00 l 01 0 0 MST37 .<11\ \\<111..111 MST37 ■ INIIIIMIIIIII 8 S1.2 Cil P3 CT# 14301 2015.03.05 1/4" = 1'-0" (11x17) PLAN 7A UPPER LEVEL SHEARWALLS 1/4"=1'-0' ENGLISH REVIVAL al 0 19 59.1® - 471 - ♦% r GABLEIEND TRUSS /,�� x I ` I CONT.14x12 HDR X -� / l':11117 STHD14 IB.al STHDt ___ T I ROOF TRUSSES AT 24" O.C. TYP. IA I 9'-6 6x6 POST I 6x6 POST 5 5x19.5 IX ZID➢ 1 ©n n nm __I, _-11L- _JL_ CI n II d 0 IN VP _ L Pzr in 1' LaIn L GT ABOVE © g 19 GT ABOVE III e D ,---.-z., .,..._ 9, D74 - S D74 -- 13'.x14L fl 1 ' I I 1 L ° -- ()ENTIRE 6x6 POST _-- I -D'g3/ �� I SIDE I (2)2.0 HD' L��- -©I4" OOR TRUSS " `�.11�11 ROOF TRUSSES I ♦ 1 �� AT 24"O.C. 1.111111 pp ,�/ ♦♦ I�o i ��1�\�� ENTIRE LEDGER I '�/ ♦♦♦IIS n Di I " =—.• SIDE O I _ / lIv 3 •'a4II -- 2)2x10 HOR I MI D.n15 ©1 Er I 0 = i o N N I I BLOCKOUT FOR I i ` I MICROWAVE EXHAUST. 0I $ / I __ I p 13�CLEAR o i (9 n-4- I = PICTURE FRAME oo � .. L.1.1-' * 59.D o OPENING. DIMS • GU ill 1 It I 7:5 ARE TO q STUDS. N N gk st v N m 3- II I e" II I .4111111111o col x of M Z` I I FIXTURES N I ABOVE I ID I I 6X6 POST D .4 re i = ti I 0 E--F ill .x 01 I I 2x ROOF I '•i-,1,- 61 = I r— 1� NI FRAMING I -� g m I ( '1II 9.0 u !1....-- ..'2 J; = f GT ABOVE GT ABOVE •e - -T'LED(ER oI- STHD14 STHD1 4x8 HDR 4x8 HDR 4x8 HDR 4x8 HDR N • e B.a10 B.alp B.a10 B.a10 0 0 CO z AIA® ® ,r B al 4x12 HDRc' © L - J z 6x6 POST --- - W/ACE4 6x6 POST ICU® W ACE4 A ALL HEADERS CHANGED TO 2)2x10 U.N.O. LOWER LEVEL SHEARWALLS PLAN 7A UPPER LEVEL FLOOR FRAMING 1/4'=1'-0' ENGLISH REVIVAL e -1072 16'-3" 3-1072 18 Q® 18 56.1X7 9117 � 56.1 yt___ - N. • .2, • • • -.1 STI-10143 C--- > STHD1 0- N = I N Z ^ 3J" CONC. SLAB O w OVER 4" FREE DRAINAGE MATERIAL OVER COMPACTED FILL Q a N —L I ES-I----* I Q Z I VERIFY GARAGE SLAB HEIGHT nW- - WITH GRADING PLAN C1- -Jo LL ® 0 LL C 0 14 18'-0y' 3.-11y21 14 S6.0 $6.0 e J 1- 1F-11I I-- --1 I ®i I-�- " 10 VARIES MIN. i ' I , FURN. 3i CONC. -14' SIM. S6.0 0 �� ABOVE 1s PAi1O SLAB -3" FROM TOP OF r- f',- D2 STEM WALL I II SLOPE ® 11r- P4 I STHD14 J �L-_�1 Q2"ON • �� L �}.. e rs ♦ I I 9 I 1---I ' 56.0 i 1 STHD14 4�-r--- J '1 r'I Z 43/q ^ 3' 9)/4 12x4 PONY WALL j! 18x24 CRAWL FIXTURE ABOVE—..-1 ` I , ABU66 I j I AT HIGH FDN. n 1PACE ACCESS - I o c 5 © 6 ?. 1 1 a I rr1 ;'"r I J 1 18"x36"x10" FOOTING ` n T �' Y' • `' I ' (2) #4. (3) #4 _/ n TIRE P6 " NU n--I I n I I� ES C OE i-- •♦ ♦ ♦ I_1Y"x 9h"LVL ♦. ■ 1 .` P6 I I r-- ---- J I I I I I r il CENTER U/ WALL Z.,?.? ��_® 1 I V 17I- " J 1 56.0 8'-8, ' f 7 ♦I I 16 30"x30"x10" S6.0 FINISHED FLOOR L S6.0 FOOTING W/ 7 �o 0 -_- _ S6.0 I A7+0'-0" ^ (3) #4 EA. WAY / ® n n V *tiP.T. 4x4 POST N. ,,,14_- TYP. U.N.O. •-• i=..\N L J '. I kIr I 9h"I-JOISTS AT 19.2"O.C. ,,e I%,N I ^ TYPICALI',.".1g. I 0' r1 I l_ UP I I-1214" I 11.--7Y4" kn " 14'-4Y4" -2 n /. N I— —1 n .. 4 I 9'-8y' L J _ I d, 1'-611' _ .a.. I I 13'4" x 24. LVL____.y I � __ r- /��30'x30"x10" ith 1 i II ( I FOOTING W/ 18"x18"x10" FTG. N �r II (3) #4 EA. WAY I -12Ys IZIP li I I W/(2) #4 EW I \I I "� In ® I I T1P. U.N.O. -I v L---_ 6x6 P.T. POST I I _ I I i L JN C7. fl) I r0i I 13;x 97¢" :1E5°- SIM.56.0D1 SIM, ®I / 0%V 16L6Y2 I ^ 2xPONY -1 �♦ ��ix_.- II WALLr ' 0 II / ♦ ♦ ♦ NI I61 I rl+-• TART FRMG.I 1 �®' SIMJ S" 1 in t � I 6 �� I r ---- I 56.0 f SLOPE 1 Yz" I N r0i L,' r sTHo,4 m' I 31.e CONC. SLAB sTHDt4 o y* E. a 7 I `' 16 ' 0 1 *,,..1-.,:_______17...„. D1 1 ,L 56.11 1 • TOP OF SLAB AB-61/2" ; ♦ I n -61/2" 4. 6._0. `r-9341 TOP OF 8" -121/2' , r/4' 9_4" I 1 4 ABU44 STEM WALL NY-1)/2" 4 Title: PLAN 2613 Job#14189 Dsgnr:TRE Date: 4:29PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev:580006 KW-06 Timber Beam & Joist Page 1 II User:3-2003 EN 7,Ver C.En,1-Dec-2003 Engineering Software 14189_Plan_2613.ecw:ROOF FRAMING _(c)1983-2003 ENERCALC Eigineering Description 2613A ROOF GT reactions _Timber Member Information 111 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 las Rr,24F- Douglas Rr,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 r 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 0 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 L Reactions 1 @ Left End DL lbs 2,227.50 2,970.00 LL lbs 3,712.50 4,950.00 Max.DL+L.L lbs 5,940.00 7,920.00 @ Right End DL lbs 2,227.50 2,970.00 LL lbs 3,712.50 4,950.00 Max.DL+LL lbs 5,940.00 7,920.00 Deflections Ratio OK Deflection OK Center DL Defl in -0.165 -0.328 UDefl Ratio 1,202.1 805.3 Center LL Defl in -0.275 -0.546 UDefl Ratio 721.3 483.2 Center Total Defl in -0.439 -0.874 Location ft 8.250 11.000 UDefl Ratio 450.8 302.0 Title: PLAN 2613 Job#14189 Dsgnr:TRE Date: 4:32PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev:580006 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:ROOF FRAMING Description 2613A ROOF FRAMING Timber Member Information RB.at RB.a2 RB.a3 RBa4 RB.a5 RB.a6 RB.a7 limber Section 2-2x4 2-2x4 2-2x8 2-2x4 2-2x4 2-2x4 2-2x4 Beam Width in 3.000 3.000 3.000 3.000 3.000 3.000 3.000 Beam Depth in 3.500 3.500 7.250 3.500 3.500 3.500 3.500 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fr,No.2 Hem Fr,No.2 Hem Fr,No.2 Hem Fr,No.2 Hem Ar,No.2 Han Fr,No.2 Hen Fr,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 a 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 _Results Ratio= 0.8084 0.1670 0.9656 0.2405 0.2405 0.8084 0.6815 II 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 ReactionsII ©Left End DL lbs 165.00 75.00 708.75 90.00 90.00 165.00 135.00 LL lbs 275.00 125.00 1,181.25 150.00 150.00 275.00 225.00 Max DL+LL lbs 440.00 200.00 1,890.00 240.00 240.00 440.00 360.00 @ Right End DL lbs 165.00 75.00 708.75 90.00 90.00 165.00 135.00 LL lbs 275.00 125.00 1,181.25 150.00 150.00 275.00 225.00 Max.DL+LL lbs 440.00 200.00 1,890.00 240.00 240.00 440.00 360.00 _Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK I 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 UDefI 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.320002997,Ver 5.6A.+-Dec-2003 Timber Beam Joist - II (c)1963-2003 ENERCALC Engineering Software PLAN 7 ABD.ECW:Roor 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 0 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 2-2x6 Beam Width in 3.500 5.500 1.750 3.000 5.500 3.500 3.000 Beam Depth in 11.250 19.500 14.000 7.250 14.000 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Douglas Fr- Rosboro,Bigbe n Level,ISL L55E lien Rr,No.2 Rosboro,Bigbeam Douglas Rr- 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 III Span ft 16.50 22.00 4.00 3.50 18.00 4.50 4.50 Dead Load #/ft 75.00 77.00 150.00 195.00 195.00 195.00 75.00 Live Load #/ft 125.00 128.00 400.00 520.00 520.00 520.00 200.00 Dead Load #/ft 168.00 160.00 Live Load #/ft 300.00 100.00 Start ft End ft _Results Ratio= 0.9717 0.4315 0.0864 0.4901 0.6447 0.6054 0.5271 Mmax @ Center in-k 81.67 488.60 13.20 13.14 347.49 21.72 16.25 cQ 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 0 ©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 1111 Center DL Defl in -0.188 -0.173 -0.001 -0.005 -0.166 -0.010 -0.018 L/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 Dell in -0.314 -0.302 -0.004 -0.014 -0.444 -0.027 -0.022 UDefl Ratio 631.1 875.0 12,922.4 2,962.8 486.6 2,001.7 2,416.3 Center Total Defl in -0.502 -0.474 -0.005 -0.019 -0.610 -0.037 -0.040 Location ft 8.250 11.000 2.000 1.750 9.000 2.250 2.250 UDefl Ratio 394.5 556.5 9,398.1 2,154.8 353.9 1,455.8 1,354.9 Title: PLAN 2613 Job#14189 Dsgnr:TRE Date: 4:33PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev:580006 Page 1 UseKW-0602997, Timber Beam & Joist (c)1983-2003 ENERCALC Engineering Software 14189_Plan_2613.ecw:Floor Frarring Description 2613A FLR FRMG 2 OF 3 _Timber Member Information 8.a8 B.a9 B.a10 B.a11 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 lien Fr,No.2 Hen Fr,No.2 Douglas Fr- Level,LSL 1.55E Hen Fr,No.2 Hen Fr,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 r 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 LDeflections 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 1 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 Pae 1 User: 02997•ver 5.8.0,1- -2003 Timber Beam &Joist g (01983-2003-200 3 ENERCALC Engineering Software 14189_Plan_2613.ecw:Floor Framing Description 2613A FLR FRMG 3 OF 3 Timber Member Information Ba15 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 Kern Fir,No.2 Kern Fir,No.2 Douglas Fir- Han Fir,No.2 Larch,No.2 Fb-Basic Allow psi 850.0 850.0 900.0 Fv-Basic Allow psi 150.0 150.0 180.0 Elastic Modulus ksi 1,300.0 1,300.0 1,600.0 Load Duration Factor 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Repetitive Status No No No Center Span Data Span ft 4.50 4.00 9.00 Dead Load #/ft 15.00 Live Load #/ft 40.00 Dead Load #/ft 310.00 60.00 75.00 Live Load #/ft 350.00 100.00 125.00 Start ft End ft 1 ReSUits Ratio= 0.7045 0.1246 0.5890 Mmax @ Center in-k 21.72 3.84 24.30 @ X= ft 2.25 2.00 4.50 fb:Actual psi 826.4 146.1 792.5 Fb:Allowable psi 1,173.0 1,173.0 1,345.5 Bending OK Bending OK Bending OK fv:Actual psi 81.7 15.5 46.4 Fv:Allowable psi 172.5 172.5 207.0 Shear OK Shear OK Shear OK _Reactions @ 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 L [eflections Ratio OK Deflection OK Deflection OK Center DL Defl in -0.024 -0.003 -0.062 UDefl Ratio 2,230.4 17,201.9 1,734.8 Center LL Defl in -0.029 -0.005 -0.104 UDefl Ratio 1,858.7 10,321.1 1,040.9 Center Total Defl in -0.053 -0.007 -0.166 Location ft 2.250 2.000 4.500 UDefl Ratio 1,013.8 6,450.7 650.5 Title: PLAN 2613 Job#14189 Dsgnr:TRE Date: 4:35PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev:580006 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 14189_Plan_2613.ecw:CRAWLSPACE FRAMING Description 2613 ABCD CRAWLSPACE FRAMING Timber Member Information TYP BEAM Timber Section 4x8 Beam Width in 3.500 Beam Depth in 7.250 Le:Unbraced Length ft 0.00 Timber Grade Douglas 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 _Center Span Data Span ft 5.75 Dead Load #/ft 195.00 Live Load #/ft 520.00 Results Ratio= 0.9884 Mmax @ Center in-k 35.46 @ X= ft 2.87 fb:Actual psi 1,156.5 Fb:Allowable psi 1,170.0 Bending OK fv:Actual psi 96.2 Fv:Allowable psi 180.0 Shear OK _Reactions @ Left End DL lbs 560.62 LL lbs 1,495.00 Max.DL+LL lbs 2,055.62 @ Right End DL lbs 560.62 LL lbs 1,495.00 Max.DL+LL lbs 2,055.62 Deflections Ratio OK Center DL Defl in -0.027 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 Cods I Code Code_-_Suggest Suggest SUn et Lpick Lpick Lpick Lpick Joist b d Spa. 11( DL M max V max El L fb L Iv L TL240 I LL360 L max 1 IL deft. LL deft. , L TL360 L 1(814 0 1,':'.'.1...mix TI def.TL deft.LL deft.LL deft. size&grade width(In.) depth(In.) (In.) (psf) (psf) (ft-lbs) (psi) (Psi) (ft.) (ft.) •(ft.) (ft.) (ft.) (in.) (in.) (ft.) (ftJ (ft.). (In.) ratio (in.) ratio . -- --- 4.- -2222-- -----------2222-- -2222-----2222--- 2222--- z 13$1 0.44 360 0.32 495 9.5"TJI 110 1.75 9.5 19.2 40 15 2380 1220 1.40E+08 14.71. 27.73 15.23 _14.80,_ 14.71 0.66 0;48-_ 13,31 13 4 _ 9.5"TJI 110 1.75 9.5 16 40 15 2380 1220 1.40E+08 16.11 33.27 16.19 15.73 15.73 0.72 0.52 14.141 14 29 `14.14] 0.47 360 0.34 495 9.5"TJI 110 1.75 9.5 12 40 15 2380 1220 1.40E+08 18.61 44.36 17.82 17.31 17.31 0.79 0.58 15.57 15.73 1d 57 0.52 3600_38 495 9.5"TJI 110 1.75 9.5 9.6 40 15 2380 1220. 1.40E+08 20.80 55.45 19.19 18.64 18.64 0.85 0.62 16.77 16 94 16770.56_1 360 0.41 495 9.5"TJI 110 1.75 9.5 19.2 40 10 2500 1220 1.57E+08 15.81 30.50 16.34 15.37 15.37 0.64 0.51 14.27 134 97 13 97 0.44 384 0.35 480 9.5"TJI 110 "1,75 , 9;5 16,-.. 40 -.10 ,,2500 :;1220 .1,57E+08 17.32- 36,60; 1'7,36 , 16.34 16.34 0;68 .0.54 15.17 ..14 84 0.46 384 ! 0.37',, 480 9.5"TJI 110 1.75 9.512 40 10 2500 1220 1.57E+08 20.00 48.80 19.11 17_98 17_98_- 0.75 0.60 16.69 16.34 16 34 0.51 384 0.41 480 10 17 60:0.55. 384 0.44._._._,480 9.5"TJI 110 1.75 9.5 9.6 40 2500 1220 1.57E+08 22.36 61.00 20.58 19.37 19.37 0.81 0.65 17.98 17 60 9.5"TJI 210 2.0625 9.5 19.2 40 10 3000 1330 1.87E+08 17.32 33.25 17.32 16.30 16.30 0.68 0.54 15.13 14 81 14$�$.81 0.46 384 0 37 480 9.5"•TJI 210" 2.0625 9.5 18 40 10 , ,3000 :1330 187E+08 '18.97 39,90 18.40 17.32 ' 17.32 0.72 ..0.58,, 16.08 ,i,157:741 5I 0,49, 364 : 0,39 '.;480 9.5"TJI 210 _2.0625 9.5 12 40 10 3000 1330 1.87E+08 21.91 53.20 2028 19.06 19.06 0.79 0.64 17.70 17 32 17 32. 0.54 384 0.43 480 �9.5"TJI 210 -2.0625 9.5 9.6 40 10 3000 1330 1.87E+08 24.49 86.50 21.82 20.53 20.53 0.86 0.68 19.06 18.66,,..:,,,,,,18.86:! 0.58 384 0.47 480 9.5"TJI 230 2.3125 9.5 19.2 40 10 3330 1330 2.06E+08 18.25 33.25 17.89 16.83 16.83 0.70 0.56 15.63 15.29 i5 29 0.48 384 0.38 480 9.5"1J1230.- .2.31 5 69:55 5 16. 40 ,,,-10 -333333330°0 3330 1330 2 06E+08' 19.99 39.90 19:01 ,;17.89:' 17.89 0.75 0.60 16.60 '1626 0:61• 384 0.41 - ,480 9.5"TJI 230 2.3125 9.5 12 40 10 3330 1330 2.06E+08 23.08 53.20 20.92 19.69 19.89 0.82 0.66 18.28 17.89 17.89 0.56. 384 0_45 480. 9.5"TJI 230 2.3125 9.5 9.6 40 10 3330 1330 2.06E+08. 25.81 66.50 22.54 21.21 21.21 0.88 0.71 19.69 19.27 19 21: 0.60 384 0.48 480 � ---- ---- 2222-- 11.875"TJI 110 1.75 11.875 19.2 40 10 3160 1560 2.67E+08 17.78 39 00 19.50 18.35 17.781 0.67 0.54 17.04 18 67 .18 67 0.52 384 0.42 480 11.875"TJI 110 "1:75'"''''''''11.875 ,;16 ,40. .10 3180 .1560: 267E+08 --,;19.47 48.80 20.72 '19.50 ; 19'.47 . 0.81 . . 0:85 " 1$.10 1:772 11116.M 0:55 384;,. 0.44 480 11.875"TJI 110 1.75 11.875 12 40 10 3160 1560 2.87E+08 22.49 62.40 22.81 21.46 21.46 0.89 0.72 19.93 19.50 1.9.50 0.61 384 0.49 480 11.875"TJI 110 1.75 11.875 9.6 40 10 3160 1560 2.67E+08 25.14 78.00 24.57 23.12 23.12 0.96 0.77 21.46 21.01:=T:14:..21..0. 0;66._-384 0.53 480 --7--- -0 --- - ---- --- - ----- 480 11.8875"TJI 210 2.0625 11.875 19.2 40 10 3795 1655 3.15E+08 19.48 41.38 20.61 19.39 19.39 0.81 0.65 18 00 17 62 17 82 0.55 384 0.44 480 11:875"TJI 210 2.0626.. 11.875 16, 40 - 10 3795 1666, 3:15E+08 ;21 34,;;,49.65 21',90 ;20.61 20:61 0 86 0.69 19.13 - :18 72 i 2; 0:59 384',; 0.47 11.875"TJI 210 2.0625 11.875 12 40 10 3795 1655 3.15E+08 24.64 68.20 24.101 22.88 22.681 0.95 0.76 211.05 20.61 30 61 0.64 384 0.52 480 11.875"TJI 210 2.0625 11.875 9.6 40 10 3795 1655 3.15E+08 27.55 82.75 25.96 24.43 24.43 1.02 0.81 22.68 22.20 22 20 0.69 384 0.55 480 11.875"TJI 230 2.3125 11.875 19.2 40 10 4215 1655 3.47E+08 20.53 41.38 21.28 20.03 20.031 0.83 0.67 18.59 18.20 18.200..573840.45 480 11"'875"T'JI 230, ,2.3125',Qiii': 16;,: 40 ,10 „ 4215":1.:1655 -3 47E+08 ;22.49 F 49.65 2262 . 21.28 ,. 21:28 0:89 0:71 19.76 19 34„ 1?i+� 0 60 .384 tl.48. - 480 11.875"TJI 230 2.3125 11.875 12 40 10 4215 1655 3.47E+08 25.97 66.20 24.89 23.42 23.42 0.98 0.78 21.74 21 28 21.28 0.67 384 0.53 480 11.875"TJI 230 2.3125 11.875 9.6 40 10 4215 1655 3.47E+08 29.03 82.75 26.81 25.23 25.23 1.05 0.84 23.42 22°21:392438 2 93 2t93' 0_72 384 0.57 480 11.875"RFPI 400 2.0625 11.875 19.2 40,::;„10 4315 1480 3.30E+08 20.77 37.00 , 20.93 19.69 19.69 0.82 0.66 18 •28 17 89 1789 0.56 384 0.45 4800 11875"RFPI400 2.0625 '11.875 16 `•40 .10' -'4315::.9480-,,330E+OB %:.:22.78-.. 44;40- 22;24 ; 20.93 ...'20.93 ' .0:87 ' 0.70 . 19.43 1801 Si. 0'59-- "384'; 0.48 11.875"RFPI 400 2.0625 11.875 12 40 10 4315 1480 3.30E+08 26.28 59.20 24.48 23.03 23.03 0.96 0.77 211.38 20 93 20 93 0 65 384 0_521 480. 11.875"RFPI 400 2.0625 11.875 9.6 40 10 4315 1480' 3.30E+08 29.38 74.00 28.37 24.81 24.81 1.03 0.83 23.03 221092..°89431'.,!'"!1'!'1.721921 2.54 22 54 0.70 384 0.561 480 Page 1 D+L+S CTM 14189-Betahny Creek Falls I LOAD CASE (1242) (BASED ON ANSI/AFBPA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ks 1.00 Design Budding.Factor D+L+B c 0.80(Constant)> Section 3.7.1.5 Cr • KcE 0.30(Constant)c Section 3.7.1.5Cf Cf c) Cb (Varies) > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Pb) Cb Cd�c 19NDS NDS 3.9.2 Max.Wall duration duration factor factor use (Pb)b (Fc)) Eqg7.3.7-1 Stud Grade Width Depth Spadn9 Height Le/d Vert.Load Hor.Loa <.1.0 Load a Plata Cd(Fb)Cd(Fc) Cf CI_ Cr Pb Fc perp Fc E Pb' Fc perp' Fc• Fce Pc It fc/F'c lb 18/ In. In. In. 8. plf psf Of (Pb) (Pc) psi psi Inti Psi Psi Psi psi psi Psi psi psi Fb"(1-1c/Fce) H-F Stud 1.5 3.5 18 7.7083 28.4 1730 0.9918 1993.4 1.00 1.15 1.1 1.05 1.15 875 405 800 1,200,000 954 508 968 515.42 441.22 439.37 1.00 0.00 0.000 H-F Stud 1.5 3.5 16 9 30.0 1340 0.9988 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 378.09 340.90 340.32 1.00 0.00 0.000 H-F Stud 1.5 3.5 12 9 30.9 1785 0.9947 2857.8 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 986 378.09 340.90 340.00 1.00 0.00 0.000 H-F Stud 1.5 3.5 18 8.25 28.3 1550 0.9921 1893.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 508 968 449.95 395.22 393.65 1.00 0.00 0.000 H-F Stud 1.5 3.5 12 825 28.3 2070 0.9953 2857.9 ' 1.00 " 1.15 1.1 1.05 1.15 875 405 800 1,200,000 854 506 966 449.95 395.22 394.29 1.00 0.00 0.000 H-F Stud 1.5 3.5 8 8.25 28.3 3100 . 0.9921 3996.7 1.00 1.15 1.1_1.05 1.15 875 405 800 1,200,000 854 506 966 449.95 395.22 393.85 1.00 0.00 0.000 SPF Stud 1.5 3.5 18 7.7083 28.4 1695 0.9952 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 515.42 431.52 430.48 1.00 0.00 0.000 SPF Stud 1.5 3.5 16 9 30.9 1320 0.9944 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 378.09 336.17 335.24 1.00 0.00 0.000 SPF Stud 1.5 3.5 12 9 30.9 1760 0.9944 2789.1 1.00 1.15 1.1 1.05 1.15 875 425 725 1,200,000 854 531 875.438 378.09 336.17 335,24 1.00 0.00 0.000 SPF Stud 1.5 3.5 18 8.25 28.3 1525 0.9957 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 449.95 388.13 387.30 1.00 0.00 0.000 SPF Stud 1.5 3.5 12 8.25 28.3 2030 0.9925 2789.1 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 449.95 388.13 388.67 1.00 0.00 0.000 SPF Stud 1.5 3.5 8 8.25 28.3 3050 0.9957 4183.8 1.00 1.15 1.1 1.05 1.15 875 425 725 1,200,000 854 531 875.438 449.95 388.13 387.30 1.00 0.00 0.000 H-F82 1.5 5.5 18 7.7083 16.8 3132 0.2406 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,006 1,271 508 1844.5 1378.83 1031.58 506.18 0.49 0.00 0.000 H-F 82 1.5 5.5 16 9 19.8 3132 0.3852 : 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1844.5 1011.45 837.57 506.18 0.80 0.00 0.000 H-F82 1.5 5.5 18 6.25 18.0 3132 0.2858 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1844.5 1203.70 948.77 508.18 0.53 0.00 0.000 SPF 82 1.5 05 16 7.7083 18.8 3267 0.2737 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1484.89 1015.45 531.23 0.52 0.00 0.000 SPF 82 1.5 5.5 16 9 19.6 3287 0.3905 3287.1 1.00 1.15 1.3 1.10 1.15 875 - 425 1150 1,400,000 1,308 531 1454.75 1089.25 850.18 531.23 0.62 0.00 0.000 SPF82 1.5 5.5 16 8.25 18.0 3287 0.3158 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1206.30 945.38 531.23 0.56 0.00 0.000 SPF Stud 1.5 3.5 16 14.57 50.0 545 0 0.9913 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 144.26 139.02 138.41 1.00 0.00 0.000 SPF 82 1.5 5.5 18 19 41.5 1450 0 0.9917 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 244.40 235.32 234.34 1.00 0.00 0.000 H-F 82 1.5 5.5 16 19 41.5 1380 0 0.9889 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 508 1844.5 228.94 220.14 219.80 1.00 0.00 0.000 Page 1 D+L+W CT#14189-Betahn),Creek Falls I LOAD CASE (12.13) (BASED ON ANSI/AFBPA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ka 1.00 Design Buckling Factor D+L+W Cr c 0.80(Constant)> Section 3.7.1.5NDS 1997(Fb) Cf(Fc) Cf KcE 0.30(Constant)> Section 3.7.1.5 Cdf(Fb) Cb Cd(Fc) Cb (Varies) > Section 2.3.10 Bending Comp. Size Size Rep. 7-1 NDS 3.9.2 Max.Wa9 duration duration factor factor use Stud Grade Width Depth Spacing Height Le/d Vert.Load Her.Load ..1.0 Load®Mate Cd(Pb)Cd(Fc) Cf Cf Cr Fb Fc perp Fe E Fb' Fc perp' Fe• Fee Fc In fclF'c lb fb/ in. In. In. ft. p8 psf p# (Fb) (Fe) psi psi pal Psi Psi Psi psi Psi Psi Psi psi Fb"(1-0clPce) H-F Stud 1.5 3.5 18 7.7083 28.4 1075 9.71 0.9951 1993.4 1.60 1.00 1.1 1.05 1.15 675 405 600 1,200,000 1,366 506 840 515.42 427.08 273.02 0.84 378.78 0.588 FEF Stud 1.5 3.5 16 9 30.9 755 8.48 0.9942 1993.4 1.80 1.00 1.1 1.05 1.15 875 405 800 1,200,000 1,366 506 840 378.09 333.99 191.75 0.57 447.52 0.865 H-F Stud 1.5 3.5 12 9 30.9 1140 8.48 0.9998 2657.8 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 378.09 333.99 217.14 0.85 335.64 0.577 H-F Stud 1.5 3.5 18 825 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 0.84 381.37 0.585 H-F Stud 1.5 3.5 12 8.25 28.3 1425 8.13 0.9974 2857.8 1.60 1.00 1.1 1.05 1.15 875 405 800 1,200,000 1,388 506 540 449.95 384.87 271.43 0.71 271.03 0.500 H-F Stud 1.5 3.5 8 8.25 28.3 2355 8.13 0.9981 3986.7 1.80 1.00 1.1 1.05 1.15 875 405 800 1,200,000 1,368 508 840 449.95 384.87 299.05 0.78 180.89, 0.394 OFF Stud 1.5 3.5 16 7.7083 28.4 1060 9.71 0.9971 2091.8 1.60 1.00 1.1 1.05 1.15 875 . 425 725 1,200,000 1,388 531 761.25 515.42 415.53 289.21 0.85 378.78 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 1.15 675 425 725 1,200,000 1,368 531 761.25 378.09 328.30 177.78 0.54 447.52 0.618 SPF Stud 1.5 3.5 12 9 30.9 1125 8.48 0.9931 2789.1 1.80 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,368 531 781.25 378.09 328.30 214.29 0.65 335.84 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 1.15 875 425 725 1,200,000 1,388 531 761.25 449.95 378.35 243.81 0.65 381.37 0.577 SPF Stud 1.5 3.5 12 8.25 28.3 1405 8.13 0.9952 2789.1 1.80 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,368 531 761.25 449.95 376.35 287.62 0.71 271.03 0.490 SPF Stud 1.5 3.5 8 8.25 28.3 2320 8.13 0.9958 4183.6 1.80 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,368 531 761.25 449.95 376.35 294.60 0.78 180.89 0.383 H-F#2 1.5 5.5 18 7.7083 16.8 3132 9.71 0.3909 3132.4 1.80 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 1376.83 969.91 506.18 0.52 152.58 0.119 H-F#2 1.5 5.5 16 9 19.8 3132 8.46 0.5743 3132.4 1.80 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 508 1430 1011.45 804.50 506.18 0.83 181.23 0.178 H-F#2 1.5 5.5 16 8.25 18.0 3132 8.13 0.4411 3132.4 1.80 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 1203.70 899.13 506.18 0.58 146.34 0.124 SPF#2 1.5 5.5 18 7.7083 16.8 3287 9.71 0.4327 3267.1 1.60 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 18 9 19.6 3287 8.48 0.8033 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 0.86 181.23 0.169 SPF#2 1.5 5.5 18 8.25 18.0 3267 8.13 0.4790 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 1296.30 884.69 531.23 0.80 148.34 0.118 SPF Stud 1.5 3.5 16 14.57 50.0 70 8.48 0.9957 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,368 531 761.25 144.26 138.14 17.78 0.13#94M68 0.979 SPF#2 1.5 5.5 18 19 41.5 860 9.71 0.9941 3287.1 1.60 1.00 1.3 1.10 1.15 875 425. 1150 1,400,000 2,093 531 1265 244.40 233.80 106.67 0.48 927.02 0.788 H-F#2 1.5 5.5 16 19 41.5 600 9.71 0.9921 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 226.94 219.02 98.97 0.44 927.02 0.796 Page 1 D+L+W+,58 CVO 14189-Batahny Creek Falls I LOAD CASE I (12-14) I (BASED ON ANSI/AFBPA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Bucking Factor D+L+W+812 c 0.80(Constant)> Section 3.7.1.5 Cr KcE 0.30(Constant)> Section 3.7.1.5 Cb (Vales) > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Pb) Cb Cd(Fc) 1Eq 997 3ND3 .7-1 NDS 3.9.2 Max.Wa9 duration duration factor factor use Stud Grade Width Depth Spadng Height Le/d Vert.Load Hor.Load <.1.0 Load CD Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc• Fee Fe fc 1clP'c fb tb/ in. in. in. ft. pit Pe 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 1.80 1,15 1.1 1.05 1.15 675 405 800 1,200,000 1,368 506 986 515.42 441.22 278.10 0.63 378.78 0.599 H-F Stud 1.5 3.5 16 9 30.9 765 8.46 0.9988 1993.4 . 1.60 . 1.15 .1.1 1.05 1.15 875 405 800 1,200,000 1,388 506 988 378.09 340.90 194.29 0.57 447.52 0.874 H-F Stud 1.5 3.5 12 9 30.9 1150 6,40 0.9989 2657.8 1.80 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 988 378.09 340.90 219.05 0.64 335.84 0.584 H-F Stud 1.5 3.5 18 8.25 28.3 985 8.13 0.9963 1993.4 1.80 . 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 968 449.95 395.22 250.16 0.83 381.37 0.598 H-F Stud 1.5 3.5 12 8.25 28.3 1445 8.13 0.9959 2857.8 1.80 1.15 1.1 1.05 1.15 675 ' 405 . 800 1,200,000 1,388 508 966 449.95 395.22 275.24 0.70 271.03 0.511 H-F Stud 1.5 3.5 8 525 28.3 2390 8.13 0.9990 3988.7 1.80 1.15 1.1 1.05 1.15 675 . 405 800 1,200,000 1,388 506 988 449.95 395.22 303.49 0.77 180.69 0.408 SPF Stud 1.5 3.5 16 7.7083 26.4 1080 9.71 0.9935 2091.8 1.60 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1,368 531 875.438 515.42 431.52 274.29 0.64 378.78 0.589 SPF Stud 1.5 3.5 16 9 30.9 760 8.48 0.9988 2091.5 1.80 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 330.17 193.02 0.57 447.52 0.689 SPF Stud 1.5 3.5 12 9 30.9 1140 8.46 0,9944 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,368 531 875.438 378.09 338.17 217.14 0.85 335.84 0.577 SPF Stud 1.5 3.5 16 8.25 28.3 975 6.13 0.9952 2091.6 1.80 1.15 1.1 1.05 1.15 675 425_ 725 1,200,000 1,366 531 875.438 449.95 388.13 247.82 0.64 381.37 0.588 SPF Stud 1.5 3.5 12 825 28.3 1430 8,13 0.9952 2789.1 1.80 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1,386 531 875.438 449.95 388.13 272.38 0.70 271.03 0.503 SPF Stud 1.5 3.5 8 8.25 28.3 2360 8.13 0.9922 4183.8 1.80 1.15 1.1 1.05 1.15 675_ 425 725-1,200,000 1,366 531 875.438 449.95 388.13 299.68 0.77 180.89 0.396 H-F#2 1.5 5.5 18 7.7083 18.8 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 1844.5 1378.83 1031.58 508.18 0.49 152.58 0.119 H-F#2 1.5 5.5 16 9 19.8 3132 8.48 0.5437 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 508 1844.5 1011.45 637.57 506.18 0.80 181.23 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 2,033 508 1644.5 1203.70 946.77 508.18 0.53 148.34 0.124 SPF#2 1.5 5.5 18 7.7083 18.8 3287 9.71 0.3872 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 152.58 0.114 SPF#2 1.5 5.5 16 9 19.6 3287 8.46 0.5595 3287.1 _ 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1089.25 850.16 531.23 0.62 181.23 0.169 SPF#2 1.5 5.5 18 8.25 18.0 3287 8,13 0.4342 3287.1 1.80 1.15_ 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1298.30 945.38 531.23 0.56 146.34 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 BWAW## 0.979 SPF#2 1.5 5.5 18 19 41.5 860 9.71 0.9914 3287.1 1.80 1.15 1.3 1.10 1.15 875 425 1150_1,400,000 2,093 531 1454.75 244.40 235.32 106.87 0.45 927.02 0.786 H-F#2 1.5 5.5 16 19 41.5 800 9.71 0.9901 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 508 1844.5 228.94 220.14 98.97 0.44 927.02 0.796 Page 1 D+L+S+.5W CTO 14199-Betahny Creek Falls I LOAD CASE I (1246) I (BASED ON ANSI/AFBPA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Bucklin1Faetor D+L+8+W12 . c 0.80(Constant)> Section 3.7.1.5 Cr KcECf(Pb) CI(Fe) 1997 NDS Cb 0.30(Constant)s) > Section 3.7.1.5 Cdb Cd Fc Eq.3.7-1 Cb (Varies) > Section 2.3.10 Bending Comp. Size Size Rep. (Pb)(F) ( ) NOS 3.9.2 Mex.Wa9 duration duration factor factor use Stud Grade Wdth Depth Spadng Height Le/d Vert.Load Hor.Load u-1.0 Load(g Plate Cd(Fb)Cd(Fc) Cf CI Cr Fb Fc perp Fc E Fb' Fe perp' Fc' Fee Fc fc1cIF'e fb Fb'(1 wee in. in. in. 8. Pif Pet Pif (Pb) (Fe) Psi psi Psi Psi Psi Psi Psi Psi pat Psi psi ) H-F Stud 1.5 3.5 18 7.7083 26.4 1335 4.855 0.9935 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,20,00 1,368 508 988 515.42 441.22 339.05 0.77 188.39 0.403 H-F Stud 1.5 3.5 18 9 30.9 970 4.23 0.9923 1993.4 1.80 1.15 1.1 1.05 1.15 875 405 800 1,200,000 1,386 506 90 378.09 340.90 28.35 0.72 223.76 0.470 H-F Stud 1.5 3.5 12 9 30.9 1380 4.23 0.9976 2857.8 1.80 1.15 1.1 1.05 1.15 875 405 800 1,200,000 1,388 506 968 378.09 340.90 282.86 0.77 167.82 0.403 H-F Stud 1.5 3.5 16 8.25 28.3 1195 4.065 0.990 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 986 449.95 395.22 303.49 0.77 180.69 0.408 H-F Stud 1.5 3.5 12 8.25 28.3 1680 4.065 0.9990 2657.8 1.80 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,368 506 968 449.95 395.22 320.00 0.81 135.51 0.343 H-F Stud 1.5 3.5 8 8.25 28.3 2865 4.065 0.9999 3988.7 1.80 1.15 1.1 1.05 1.15 875 . 405 800 1,200,000 1,30 506 986 449.95 395.22 338.41 0.86 90.34 0.267 SPF Stud 1.5 3.5 16 7.7083 26.4 1315 4.055 0.9907 2091.8 1.60 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1,386 531 875.438 515.42 431.52 333.97 0.77 188.39 0.392 SPF Stud 1.5 3.5 16 9 30.9 985 4.23 0.9970 2091.8 1.60 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1,366 531 875.438 378.09 336.17 245.08 0.73 223.78 0.466 SPF Stud 1.5 3.5 12 9 30.9 1370 423 0.9990 2789.1 1.60 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1,388 531 875.438 378.09 336.17 260.95 0.78 167.82 0.398 SPF Stud 1.5 3.5 16 8.25 28.3 1160 4.085 0.9922 2091.8 1.80 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1,368 531 875.438 449.95 388.13 29988 0.77 160.89 0.398 SPF Stud 1.5 3.5 12 8.25 28.3 1680 4.085 0.9973 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,368 531 875.438 449.95 388.13 318.19 0.81 135.51 0.334 SPF Stud 1.5 3.5 8 8.25 28.3 2630 4.065 0.9989 4183.6 1.80 1.15 1.1 1.05 1.15 675 425 725 ,1,200,00 1,30 531 875.438 449.95 388.13 333.97 0.88 90.34 0.257 H-F 02 1.5 5.5 16 7.7083 18.8 3132 4.855 0.3001 3132.4 1.60 1.15 1.3 1.10 1.15 650 405 1300 1,300,000 2,033 508 1644.5 1378.83 1031.58 508.18 0.49 78.29 0.059 ,000 2,033 506 1844.5 1011.45 0.089 H-F 82 1.5 5.5 16 8.25 18.0 3132 4.085 0.3479 3132.4 1.80 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 837.57 ,00 2,033 506 1844.5 1 03.70 98.77 506.18 0.53 73.117 0.082 SPF 92 1.5 5.5 18 7.7083 16.8 3267 4.855 0.3304 3287.1 1.80 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 76.29 0.057 SPF 02 1.5 5.5 16 9 19.8 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 1089.25 850.16 S31.23 0.82 0.085 SPF 62 1.5 5.5 18 8.25 18.0 3287 4.05 0.3750 3287.1 1.80 1.15 1.3 1.10 1.15 875 425 1150 1,40 00 2,093 531 1454.75 1296.30 945.38 531.23 0.56 73.117 0.059 SPF Stud 1.5 3.5 18 14.57 50.0 255 4.23 0.9959 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 144.28 139.02 64.78 0.47 586.43 0.779 2,093 531 454.75 244.40 235.32 151.11 0.64 483.51 0.580 ' H-F A2 1.5 5.5 18 19 41.5 865 4.855 0.9970 3132.4 1.80 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1 2,033 506 1844.5 226.94 220.14 139.80 0.84 483.51 0.594 Pagel D+L+S+,7E CT#14189-Betahny Creak Falls I LOAD CASE I (12-16) I (BASED ON AN_SIIAFBPA 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+9+EI1A c 080(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 Mas.Wall duration duration factor factor use Stud Grade Width Depth Spacing Height Laid Vert.Load Hor.Load ..1.0 Load©Plate Cd(Fb),Cd(Pc)_ Cf- Cf Cr Pb Fe perp Fc E Pb' Fe perp' Fc' Fce Pc fc IclF'c fb Po/ In, In. in. ft. pit psf plf (Fb) (Fc) psi psi psi psi psi psi psi psi psi psi psi Fb"(1-GJFce) 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_ 1,368 506 966 515.42 44122 359.37 0.91 138.53 0.335 H-F Stud 1.5 3,5 18 9 30.9 1010 3.57 0.9980 1993.4 1.60 1.15 -1.1 .1.05 1.15 1375 405 800 1,200,000 1,366 506 986 378.09 340.90 256.51 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 1,368 506 988 378.09 340.90 270.48 0.79 141.63 0.384 H-F Stud 1.5 3.5 16 8.25 28.3 1225 3.57 0.9981 1993.4 _ 1.60 1.15 1.1 1.05 1.15' 675 405 900 1,200,000 1,366 508 968 449.95 395.22 311.11 0.79 158.68 0.376 H-F Stud 1.5 3.5 12 835 28.3 1710 3.57 0.9947 2857.8 1.60 1.15 1.1 1.05 1.15 875 405 800 _1,200,000 1,366 506 966 449.95 395.22 325.71 0.82 119.01 0.315 H-F Stud 1.5 3.5 8 8.25 28.3 2700 3.57 0.9966 3958.7 1.80 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,386 508 966 449.95 395.22 342.88 0.87 79.34 0.244 SPF Stud 1.5 3.5 16 7.7083 28.4 1395 3.57 0.9984 2091.8 _1.80 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,368 531 875.438 515.42 431.52 35429 0.82 138.53 0.324 SPF Stud 1.5 3.5 18 9 30.9 1000 3.57 0.9918 2091.8 1.80 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1,388 531 875.438 378.09 338.17 253.97 0.78 188.85 0.421 SPF Stud 1.5 3.5 12 9 30.9 1410 3.57 0.9962 2789.1 1.80 1.15 _1.1 1.05 1.15 875 425 725 1,200,000 1,366 531 875.438 378.09 336.17 268.57 0.80 141.83 0.358 SPF Stud 1.5 3.5 16 825 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 0.386 SPF Stud 1.5 3.5 12 8.25 28.3 1890 3.57 0.9940 2789.1 1.80 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 321.90 0.83 119.01 0.306 SPF Stud 1.5 3.5 8 8.25 28.3 2870 3.57 0.9987 4183.6 1.80 1.15 1.1 1.05 1.15 675 425 725 1,200.000 1,388 531 875.438 449,95 388.13 339.05 0.87 79.34 0.236 H-F#21.5 5.5 16 7.7083 18.8 3132 3.57 0.2844 3132.4 - 1.60 1.15 1.3 1.10 1.15 850 ' 405_ 1300 1,300,000 2,033 508 1644.5 1378.63 1031.56 506,18 0.49 58.10 0.044 H-F 02 1.5 5.5 16 9 19.6 3132 3.57 0.4405 3132.4 1.80 1.15 1.3 1.10 1.15 850 405 1300_1,300,000 2,033 506 1644.5 1011.45 837.57 508.18 0.60 78.47 0.075 H-F#2 1.5 5.5 18 8.25 18.0 3132 3.57 0.3404 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 , 506 1644.5 1203.70 946.77 506.18 0.53 84.28 0.055 SPF#2 1.5 5.5 16 7.7083 16.8 3287 3.57 0.3154 3287.1 -1.80 . 1.15 1.3 1.10 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 19.8 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 1089.25 850.18 531.23 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 1298.30 945.38 531.23 0.56 84.26 0.052 SPF Stud 1.5 3.5 18 14.57 50.0 285 3.57 0.9981 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,386 531 875.438 144.28 139.02 72.38 0.52 494.93 0.727 SPF#2 1.5 5.5 16 19 41.5 1020 3.57 0.9910 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 164.85 0.70 340.83 0.500 H-F#2 1.5 5.5 16 19 41.5 945 3.57 0.9939 3132.4 1.80 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1844.5 226.94 220.14 152.73 0.89 340.83 0.513 Page 1 se.duaint tiockersotawz A St. .„ /Will ENGINEERING • / Project: ---...- ,--es-4* (206)3*54512 . 1 .Data . 0 92109 ' PAX: Meat: Page Number: (206)286-01h8 vraL I. 4ipety (4X fges‘so . /500 F5V-. thgra2) , • r:*. Plar 014)(trok is) ---#20 MAL 1-, Ne.)601-15 ) lic seic- w-M.t... fa Z. r--r-- giti> AP 102 g•sagpV 04 ...; „ Tip gl.,____,.. - -24,00-.' - isroftsr ee" -iii-- . . 1+0= ZINAITA4M-00'43 *Z. feit> . tau silt m-110, 4115Y( £ 45-3P $4*, r , ' t. •' ...4 i Plp- q3c;s 4., 2-Bre ii- cest -..;•,. hag: , k -...;-. , . . ; . - ,.._. 2.:16? „319 S 'r;e-- rZr I 7/1.0.- AO* Structural Engineers - • C T E N G i N E E R i N G 180 Nickerson St. Suite 302 .�� t N CQ Seattle, e tttle,WA 09 Project: I t/1p ri--6�j (O ("3 Date: (206) 285-4512 Client vIIM/tt P4� iA" pLe i Page Number FAX: (206)28S-0628 �L Q ' �'t:L9r sir ?.l,t - P — - .'� ' _l L , • s L1,k4cS ,, - 5q J I /40.. ,,i'.-1 /PO __ .�- f u y iX i ;n 1 - �� X31 , ' ---- — ,5 #? , w . . 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SONc 4-f 3.6,4. 3 Design Maps Summary Report Page 1 of 1 IIIUSGS Design Maps Summary Report User-Specified Input Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 45.43123°N, 122.77149°W Site Soil Classification Site Class D -"Stiff Soil" Risk Category I/II/III j ,..74,:°.;,° :,,,,,,etV Miff',),-.*:%'.,i.,:,.411074, i•-rl, It.• -r.;.:,',11,1""'N'..-imi. Wils,—.e .6,?..,:::,aar'''‘-liii ,. ' .r '. rr,,, ;, , .sip. .�^ g z; ,,,,,,,,-,-.:-,Y. 44--*--' .,_.4,. , ..e.....:,...-44%; : .„4..''''' '''r:;:i :' '"/„Allitt, 'itilM 14 lei fir-, Y '`3 .,i ... N.„. siti _.r.. t S' fib . ,.,,..�e E ,, W: id � « 9� � _ ga^ ' . , m€"+ : .---,',,,444,::,, _ ,,.:.<,.:f»a a" r USGS-Provided Output Ss = 0.972 g Sp.'s= 1.080 g S. = 0.720 g Sl = 0.423 g S„1 = 0.667 g Sol = 0.445 g For information on how the SS and S1 values above have been calculated from probabilistic(risk-targeted)and deterministic ground motions in the direction ofmaximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. NICE*Response Spectrum Design Response Spectrum OM 1.20 040 0,72 s:22 0.c4 0.77 S o.aa 0,.40 0,� % 0.40 r 0:44 032e Axa 0..24 0.22 AIS 011 0.00 0.00 0.00 0.20 0,40 0.40 0.20 1.00 1.20 LAO 1>00 LSO 2.00 01.00 0.20 0.40 0.00 0.00 1.00 1.20 LID 1.00 LII 2.00 Period T(sad Period,T tsec) 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&lath... 9/14/2015 2012 IBC SEISMIC OVERVIEW SHEET TITLE: 2012 IBC SEISMIC OVERVIEW CT PROJECT#: CT#14253:Platt 2613, Step# 2012 IBC ASCE 7-10 1. RISK CATEGORY TYPE= H 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=4A0441iitga Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec.Spectral Response Si=6'iSailillirillit Figure 1613.3.1(2) Figure 22-2 Latitude =Vanes:; N Longitude=Varies ,, " W http://earthquake.usos.gov/research/hazmaos/ htto://oeohazards.usos.govklesionmaos/us/apolication.ohP 6. Site Coefficient(short period) Fe 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 SMS=Fv*Si SM1= 0.75 EQ 16-38 EQ 11.4-2 SDs=2/3*SMS SDs= 0.78 EQ 16-39 EQ 11.4-3 SDS=2/3*SM1 SDI= 0.50 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs D ; Table 1613.3.5(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC D Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC D:`, Max. Max. 11. Wood structural panels x - N/A Table 12.2-1 12. Response Modification Coef. R 5' 6. - N/A Table 122-1 xpaglIgnillp 13. Overstrength Factor 5203 0 N/A Table 12.2-1 14. Deflection Amplification Factor CD 4 Uj N/A Table 122-1 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 EquwE Lateral f=orce - Table 12.6-1 Page 1 2012 IBC EQUIV.LAT.FORCE SHEET TITLE: 2012 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 CT PROJECT#: CT#14253:Plan 2613 Sos= 0.78 h„ = 18.00(ft) __...__.-_.......................... SDI= 0.50 X = 0.75 ASCE 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) St= 0.50 k= 1;ASCE 7-05(Section 12.8.3) T1= 6 ASCE 7-05(Section 11.4.5:Figure 22-15) Cs=Sos/(RAE) 0.120 W ASCE 7-05(EQ 12.8-2) Cs=Sol/(T*(R/IE)) (for T<TL) 0.440 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(Sot*11.)/(T2*(R/I0) (for T>71) 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 Si)/(RAE) 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) Cvx = DIAPHR. Story Elevation Height AREA DL w, w, *h,k w„ *h„k DESIGN SUM LEVEL Height (ft) h, (ft) (sqft) (ksf) (kips) (kips) Ew, *h,k Vi DESIGN Vi Roof -- - .,18.00; 18.00 " 1280 0.022 28.16 506.9 0.58 321 321 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 F = DIAPHR. F, E F, w, E w, F�= EF,=w, 0.4*Sos*1E*wp 0.2*SDS*1E*Wp LEVEL (kips) (kips) (kips) (kips) (kips) Ew, F Max. FP, Min. Roof 3.21 3.21 28.2 28.2 4.38 3.21 8.76 4.38 2nd 2.33 5.54 36.7 64.8 5.70 3.13 11.41 5.70 1st(base) 0.00 0.00 0.0 64.8 0.00 0.00 0.00 0.00 Page 1 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 2813 NS E-W F-B SS 2012 IBC ASCE 7-10 Ridge Elevation(ft) „ 30 00 , 30.00';ft. Roof Plate Ht.= 18.00 18.00 Roof Mean Ht.= 24.00 24.00 ft. - - Building Width 26 0: 56,0':ft. V ulf. Wind Speed 3 s.a cw.c 120 120j mph Figure 1609 Fig. 26.5.1A thru C V asd. Wind Speed 3 g..,a,.,_ mph (EQ 16-33) Exposure Iw 10 1.0 N/A N/A Roof Type Gable ;%Gable`. P830 A= 28 6 280 psf Figure 28.6-1 P830 s= 4 6 4 6 psf Figure 28.6-1 P830 C 30 7' 20 7;-.psf Figure 28.6-1 P830D 47 4;7;psf Figure 28.6-1 100 1.00: Figure 28.6-1 Ke 100 1 00 Section 26.8 windward/lee :11::;,111.00-;',::,;,,.:1.00(Single Family Home) •KA•I ::.. 101 1. Ps=X•Kzt•l•P.3o= (Eq.28.6-1) Pax= 28.80 28.80 psf(LRFD) (Eq.28.6-1) pas= 4.80 4.80 psf (LRFD) (Eq.28.6-1) Ps = 20.70 20.70 psf (LRFD) (Eq.28.6-1) POD= 4.70 4.70 psf(LRFD) (Eq.28.6-1) PsA=,acwarp.= 24.7 24.7 psf (LRFD) Pss.nao.r=.g.= 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-> 100 1,000.88 0,89 18 psf min. 18 psf min. width factor 2nd-> 1.00 0.89 wind(LRFD)wind(LRFD) DIAPHR. Story Elevation Height AA A8 Ac AO AA A8 Ac AO per 28.4.4 per 28.4.4 WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) VI(N-S) V(N-S) VI(E-W) V(E-W) 30.00 12.0 0 144 0 168 0 128.2 0 469.9 Roof 18.00 18.00 4.0 48 0 56 0 48 0 156.8 0 8.7 12.8 3.98 3.98 7.41 7.41 2nd 8.00 10.00 10.00 9.0 108 0 126 0 108 0 398 0 3.7 8.1 5.70 9.68 11.29 18.70 1st(base) 10.00 0.00 0.00 0 0.00 0.00 AF. 650 AF= 1307 10.4 20.9 V(n-s). 9.88 V(s-w)= 18.70 klps(LRFD) klps(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 4: CTS 14253:Plan 2613 SEE SEAW RAPID SOLUTION SPREADSHEET AND INSERT VALUES BELOW MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(N-S) Wind(E-W) Min/Part 2(Max.) Min/Method 1(Max.) Wind(N-S)(LRFD) Wind(E-W)(LRFD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) V(E-W) V(E-W) V(N-S) V(N-S) Vi(E-W) V(E-W) Roof - 18.00 18.00 0.001 0.00 0.00! 0.00 6.66 6.66 12.84 12.84 2nd 8.00 10.00 10.00 0.00': 0.00 0.00 0.00 3.74 10.40 8.06 20.91 1st(base) 10.00 0.00 0.00 V(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-MinJPart 2/Part 1 ASD Wind(NS)(LRFD) Wind(E-W)(LRFD) Wind(N-S)(ASD) Wind(E-W)(ASD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(NS) Vi(E-W) V(E-W) Vi(N-S) V(N-S) VI(E-W) V(E-W) Roof 8 10 10 6.66 6.66 12.84 12.84 5.16 5.16 9.95 9.95 2nd 10 0 0 3.74 10.40 8.06 20.91 2.90 8.06 6.25 16.19 1st(base) 0 0 0 V(n-s 10.40 V(e-w)= 20.91 V(n-s)= 8.06 V(e-w)= 16.19 kips(LRFD) kips(LRFD) kips(ASD) kips(ASD) , Part 1 Base Shear Part 2 Base Shear = 0.0 0.0 ratio ratio Page 1 SHEET TITLE: SDPWS SHEARWALL VALUES PER TABLE 4.3A CT PROJECT#: CT#14253: Plan 2613 SHEATHING THICKNESS tahead+ing= 7/16" NAIL SIZE nail size=9.131 dia.X 2.5"long STUD SPECIES SPECIES= H ;-F or SPF SPECIFIC GRAVITY S.G.= 043 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$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 1501 150 150 150 P6 „520; 242 730; 339 P4 760 353 1065 495 P3 9801 456 1370' 637 P2 1280! 595 179©! 832 2P4 1520: 707 2130 990 2P3 ' '1960 911 2740,; 1274 2560, 1190 3580 2P2 1665 N.G. 100 4650 10000 004650 .. . .. GYPSUM THICKNESS tspeathinp= 1/2 1 NAIL SIZE nail size 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 yy77Zf1-� .Il-Z p ' .n,-,alt a-.Z, .Zits-S ' .7{L-,S , .4it-,L .4-,f ' . 4-,01 ' La 6-,I ti�tS-,8 .- I,7777��jj��{{{{{{ll-t a Sri+ -ONfLV § aI 5ajsi ' ` g e ?s �..«». _.' r-1 Y -' lYr LJ n F5 o S t 4ubT2i 7a ry f O > _ J 1 � 4 LL n ns 6 , �� Q� o ll �6 L Aa t+ < _�+ m . � -1N j a4 L5 co '+ N1-. 1 a aN O 4 VI 1li, W m �.ioo 0 3 Pi IL- o ,..., *-75...\ • C tea A m ♦ ♦ ee i� a ® ,t4 i y h v .4�L-.4 . f-,4 .1.4a-.Zt « L w (1) 4,,,. f ai ',mad ....9.....:- f r- .f-,6 ,L-,Z of 41) 4a « M 1o —ti ..._� V IP 1,1 a alaw O H i--_ 1 0 a O , o d' !oh O cn u, E 0 CO qanom '^ <:::t a N in N c COm 6 33e� ONRVIO Al O 4 « o n OT �3aZ n of Y 7n o SS3NO3 1,S3`. Q 4 a LI j"'l ..I»«....« a ««.�... 1S 0-410-5 ««»....«lZ•419Q®»»L...««..«..»«»»..»f»»«... ----a---y 7 1 1 ^o Y.. I 1 .S-,f .S-,f ♦ .z -,S .L-.S '.6-.l1 .Z,{z-21 ' ,Ol-,Il ,S-,Z ,Z-,C 'Z(01-,Z' 6-,O! ' ,Tytll-,fl f .Z(0-,64 • 10'-0' t 12'-0' • ROOF ABOVE r -I- - . . —I I i 0 16-0 7-0 OH ® i Gar Gar AB REMOVED 2x8 FRAMING FOR L\ ELEC. PANEL L_ FLOOR ABOVE)-1 o _J n lo Garage 3•-Ilh' WALL FINISH: IF GWB BOLLARD CEILING FINISH 96'TYPE T GM ® FIRE-TAPE ALL GWB 1:13' WRAP BEAMS BELOW CEILING LE INSULATE FLOOR ABOVE. (I) 42'x12" WOOD TREAD MAX. RISER 7' PLATFORM W(ADD MORE STEPS AS REQUIRED PER +18"A.F.F. 9'-0• A 1@ SITE CONDITION) vk 0 18-0 ' N GUARD RAIL WITH 6'HIGH ,'e 2x4 CURB A7 BOTTOM- \ FURN D2 TOP A7+36'ABOVE NOSING Rear Kit/ air + + + 4 Patio ---1 1 14 Iv 3•-9,4: • r I• 1:17 UP I a , • I � L to ......._..._ m •-- . ♦ I ♦ _ A� 1. Ilk 11II u 4•-0" 3•-7)!� 3•-ID' 2•-8" ti ;' • I `• '� f 1^• 18"x24"CRAWL! ' ! � ; 'I x SPACE ACCESS 2x4 35'HIGH -21‘; " Kitchen �, 0a • n I� PONY WALL I Tto_ 1 • a DW I--1.1 I Dining © © �- ,a I n l D 1 , LI 1 MD J I. .- c INSULATE FLOOR , EI OVER CRAWL SPACE 8 '-7}�" • Z I r-� o a• j n OVER STANDARD s 1 rot A I BASE CABINET j I o ' I+36'A.F.F. I 1 o II :7 ,;,IUL APPROVED 36"WIDE � ABOVE — dliwA D P FACTORY-BUILT DIRECT SH BEAM"( kgri 1.: �� VENT GAS FIREPLACE 1 .- 1 6x6 POST �� :'� Q '� (I W/'GWB FINISH N•, Entry 0 ., • o ® Ir.I I a '/Z in o-moo in '� 1~II ' 6 Living 2x6 39"HIGH -`� N a AS AP'■ BLE I I "' WALL WI FINISH n PER SITE ATRIM AT TOP W ♦ CONDI` 1 5 05... �+1`• 1 -' SAFETY o SAFETY i v GLAZING ' GLAZING n ?' 11' 12 ' TILE .—....M o n v�M 1 I 1 '' ® HEARTH ® 6 -t0 F:. i1-6,3-1 Y v --a I■ = o ' 2-0Y4.I Y-11/2.j 2,-' ' 207 v• .I ' A; — ' Front 1 1 rl . . ♦ ♦ 1 . + y • j•6 5,0 SH 2-6,5-0 EL 5-0 F 2,6 570 - ! 3•-9Y4 , 3'-0' 4 3•-0' j 3-0' j 3-9 4 Porch e Ore 16'-6 )1 9•-5ri • 20 -1 I-±- A11 I :.+1 9•-0" 1 . L I0*-7) i /F DNS PLAN 7A FIRST FLOOR FlIStFloor 1/4'-l•-0• 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 klps Sum Wind N-S V I- 5.16 kips Min.Lwall= 2.29 ft. per SDPWS-2008 1.00 (0.6-0.14Sds)D+0.7 p Qe 0.6D+W pg.= Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall Lot.art. C 0 w di V level V abv.V level V abv. 2w/h v i Type Type vi OTM RorM Unet Usum OTM ROTM Una( Uaum Uaum HD (soft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (pif) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (klp) ,Ext. left 1* 2562 11.0 - 11.0 1.00 " 0.15 1.03 0.00 0.62 0.00 1.00 1.00 56 P6TN P6TN 94 4.92 4.56 0.03 0.03 8.25 5.45 0.27 0.27 0.27 Ext. ' left 2. 0.' 0.0 0.0: "1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0' 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. left 3** 0 0.0 0.0. 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0, 0.0 0.0 .1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. left 4 384 16.0 '16.0 ' 1.00. 0.15 1.55 0.00 0.92 0.00 1.00 1.00 58 P6TN P6TN 97 7.38 9.85 -0.15 -0.15 12.37 11.52 0.08 0.06 0.06 0 0.0• 0.0z.:` 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 '0' 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1,00: 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0 0' 0 0 - 1.00 0.00 0.00 0.00 0.00 0.00 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, right5 0 '0.0 '0.0 1.00 .-0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 _0.0: 0.0• 1.00 ,0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 a o.o 0 0; 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- o o.00 o.00 o.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 ' 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 ••0.0 1.00.. 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0' 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - . 0 0.0 0.0 , 1.00, 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0". 0.0 :-0.0 1.00: 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0, .0.0 0.0 ;1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 %.0.0. 0.0 1.00% 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 •0 : '0.0 ' 0.0 . 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 '0" 0.0-. 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1280 70.0 67.9=L eff. 5.18 0.00 3.08 0.00 EV,,;,,d 5.16 EVE0 3.08 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes ISB Shear Panel JOB#:CT#14189:PIan7A ID:tipperLeftl'(MSTR and BR4) Roof Level w dl= 150.. pit V eq ,870.4: pounds V1 eq= 478.5 pounds V3 eq= 152.3 pounds V5 eq= 239.3 pounds V w=._....145h.0 pounds Vi w= 797.5 pounds V3 w= 253.8 pounds V5 w= 398.8 pounds v hdr eq= 31.6 pIf a •H1 head=A v hdr= 52.7 pli 1 H5 head= A 1 v Fdragl eq=43.5 Fdrag2 eq= 13.8 Fdrag5 eq=27.7 Fdrag6 eq=43.5 1 v A Fdragl w= 5 Fdragl 23.1 Fdrag5 w= '•.1 Flra.•w=72.5 A H1 pier= vi eq= 43.5 pH v3 eq= 43.5 pH v5 eq= 43.5 H5 pier= 111.aff,SEIF v1 w= 72.5 pM v3 w= 725 pH v5 w= 72.51 4.0 .:.. feet feet H total= 2w/h= 1 2w/h= 1 2w/h= 1 8.0Fdrag3= . Fd - 13.8I feet A Fdragl w=72.5 Fdragl w=23.1 Fdrag7eq= .7 Fdrag: 43.5 v P6TN EQ. Fdrag7w=46.1 Fdrag8w= 5 A PSTN WIND I 72 v s81 eq= 31.6 pli HI sill= (0.6-0.14Sds)D 0.6D vsNw= 52.7 p/f H5sill= 3:0 EQ Wind 3.0 feet OTM 6960.0 11600.0 feet R OTM 25310 30628 V__-- UPLIFT -741 -769 V__ Up above 0 0 Up Sum -741 -769 HIL Ratios: L1= .......__...- 11 0 L2= ; 25 L3= : 3:5 L4= „`i 5:0 1.5= ,0!i5.5S HtotalIL= 0.29 ► 4 r 1 ►1 r 0 ► HpierdLl= 0.36 HpierlL.3= 1.14 L total= 27.5 feet HpierIL5= 0.73 __o.90 Lreduction 0 SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: CT#14189:Plan7A Diaph.Level: 2nd ...._......... ._. Panel Height9 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 perSDPWS-2008 pt.= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wnd E.Q. E.Q. E.Q. E.Q. Wnd Wind Wind Wind Max. Wall ID T.A. Lwall Lot.eff, C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type vi OTM ROTM Unet Usum OTM ROTM Unet U.um U. HD (sqft) (ft) (ft) (klf) (kip) (kip). (kip) (kip) p (PIf) (plt) (kip-ft) (klp-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (14) .Ext. left 1*:" 0 0,0 0,0 1.00 0.0• 0, 0.00 0.00 0.00 0,00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.27 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 9•4),:],,:.:o.9 1.00 "0.00: 0.00 0.00 0.00 0.00 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 ,left3 0 0.0..,''', 0'.0::!j,'::.1,06:',,-.-.,0.00; o.00 0.00 0.00 0.00 1.00 0.00 0-- -- o o.00 o.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 " 0 0.0 ! 0.0- 1.00 ;0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. '•left4 660 21.5 21.5 1.00 "0.15 1.12 2'.58 1.11 1.54 1.00 1.00 123 P6TN P6 172 23.88 17.43 0.31 0.20 33.31 20.80 0.60 0.93 0.93 d 0,0 .; 0.0 1.00: :0.00: 0.00 0.00 0.00 0.00 1,00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0: 1,00 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ▪ 0 0,0 0.0 1,00 0.00:: 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 '0.-::!,).0.,04:;:,:i 0 0 1.00 0.00; 0.00 0.00 0.00 0.00 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** 66Q 53.0 '5A1.0,..',,!!..0.91:-J-0:16- 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 -3.28 1.20 pert Ext rightl 0 0.0 0,0 `-1.00 .,0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 ' 0' 0:0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 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 -I 0; :.;.'..0.0:,!::!!H0 0 1,00 0.00`: 0.00 0.00 0.00 0.00 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 d 0.0 0.0 "1.00 '0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0' 0,0, ; 0,0 1.00 0,00: 0.00 0.00 0.00 0.00 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 tl 0 0.0' .1,00 .. 0,00. 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0:; 0.0 . : 0,0 :1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 • b 0 0 0.0 "1-.00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0: 0.0 0 0 1:00 ' 0.00• 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0-'.''''L:.:0.0....:',1.00 0.00! 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0' 0.Q , 0 0 .,1.00 , 0.00: 0,00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 01 0,0. : 0 0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0 0 =x1'.00' -040 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 ' 0.0 . 0.G 1.00• 0.00: • 0.00 0.00 0.00 0.00 1.00 0,00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0; 0.0, 0.0 '•,1.00 .`0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0. 0.0 0.0 1.00 0.00•' 0.00 0.00 0.00 0.00 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 wind 7.40 EV EQ 5.30 Notes: * denotes with shear transfer . ** denotes perferated shear wall i$8 denotes ISB Shear Panel SHEET TITLE: :L'ATERAL E;W(;Ida. Sido-leftlright) 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=iiialli4 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 pi= 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 TA. Lwall Lot.en. C o w dl V level V abv.V level V abv. 2w/h v 1 Type Type v 1 OTM RoTM Unet U. OTM Row Unet U. U. HD (soft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (plf) (pit) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Front MSTR* 406 .:`5 0 -•`17 0 1 00." 0 15: 2.44 0.00 0.98 0.00 1.00 1.00 254 P4 P4 489 10.15 3.21 1.60 1.80 19.55 3.83 3.83 3.63 3.63 0 0 0 0 0 1 00x a 00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 l'illInY KIT 0 0 0 0 0 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 •�3 0, �, 100.0 1.00; 0 00:; 0.00 0.00 0.00 0.00 too o.00 o-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0„ ,:0 0 1.00: a 00i 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1:111Gal" "Rear; 0 ,'; 0.0. 4 0 1..00; 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gar Rear; , 0 = 0.0 -0 0 . 1.00 .0.00,: 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 1.00; 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Rear BR23* .640 91 1a 0 1.0(1 0.18 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 8.10 2.94 2.94 2.94 ipglgogRimagilli0. 0 0,. 0 0 , 1.00, 0 00. 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ni.Gar Alley 00:y 0.0 ' Q 0 1.00 0 00' 0.00 0.00 0.00 0.00 too 0.00 0- - o o.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 9 0 1.00 ,0.00; 0.00 0.00 0.00 0.00 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 i 0 0 0 0 , 100; 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 o; 0 a 0 0 '.1.00 .0A0' o.00 o.00 o.00 0.00 too o.00 o-- - o o.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0= 0 0 %0.0 1.00 0 00` 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 1;00 0,00:. 0 0 o.00 o.00 o.00 0.00 too 0.00 0-- -- o o.00 o.00 o.00 o.00 o.00 0.00 0.00 0.00 0.00 D 0 0 .1'.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 a.0 1".00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 ,F,.,0.0 0 0 7:00 0 00` 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0 a p t 1,00 D,aO 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 l '0 0 1.00 D 00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 • 0 0 0 0 0 `.1.00 R 0.00'; 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 1"00 •'0.00; 0.00 0.00 0.00 0.00 1.0o 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 , I;0 0 •1.00 0 00: 0.00 0.00 0.00 0.00 too o.00 o- - o o.00 o.00 o.00 o.00 o.00 o.00 0.00 0.00 0.00 0.; 0 0 `0 0 1.00,;.0.00! 0.00 0.00 0.00 0.00 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=Leff. 7.71 0.00 3.08 0.00 EV„dm 7.71 EVE) 3.08 Notes: denotes with shear transfer "" denotes perferated shear wall MB denotes ISB Shear Panel NOTE: 4'GARAGE WALL DESIGNED AS A STANDARD SHEAR WALL BUT CONSTRUCTED AS PART OF DOUBLE PORTAL FRAME GARAGE SHEET TITLE: LATERAL E-W(side to side-left/right) CT PROJECT#: CT#14189:PIan7A Diaph.Level: 2nd Panel Height 9 ft. Seismic V I- 2.2 kips Design Wind E-W V I. 4.84 kips Max.aspect 3.5 SDPWS Table 4.3.4 Sum Seismic V I. 5<0 kips Sum Wind E-W V I■ 12.54 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pi= 1.30 Table 4.3.3.5 Wind Wind -.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. LwaII LDL O. C 0 w dl V level V abv level V abv. 2w/h v i Type Type vi OTM ROTM Unet U. OTM ROTM Unet U.um U.um HD (sqft) (ft) (ft) (klf) (kip) (k'. (kip) (kip) p (pif) (pif) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Front 1-IV* 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 - 00.0 0.0, , t00 0.00 0... 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Front- 0 0.0 0.0 •1.00 .0.00; %.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 1.11 0.00 0.00 0.00 2.44 2.44 - - 0 0.0 0.0 .1.00 '. 0,00; 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0" 1.00 0.8 0.00 0.00 0.00 0.00 1.00 0.00 0-- .- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int KIT 0; . 0.0 0.0 1.00 1.10! 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0' „1.00 0.00;' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 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 00 0.00 0.00 0.00 1.00 0.00 0.- -- 0 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 428 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 ' ,e4.0 1.00 .0.00' 0.00 0.00 0.00 0.00 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 A:' 2 6, 4 ,,[ft.0 1.+0 0. '.8 66 0. 0 0.5 .0' 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 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ar A: • 118 `2.. . 8.' .1 00" 0. 5 0.4 0.83 0. 0 0. • .00 0.44 671 2P4 P3 631 5.37 0.60 3.58 3.58 11.38 0.72 7.98 7.98 7.98 - 9 .9.0 - ..' •1' .9.99 1,11 1,09 9,0. 9.90 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 ago 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0 0 .: 0,0 1,00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 " 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 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 i. 0.0 0 0 >:1,00`"0.00. 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0° 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0' 0.0 1.00> 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 :0! 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1320 22.5 22.5=L eff. 4.84 8.83 2.23 3.08 £V,,i„d 13.67 EVEQ 5.30 Notes: * denotes with shear transfer ABWP Alternate Braced Wall Panel-2308.9.3.2 ** denotes perferated shear wall SB denotes SB Shear Panel JOB# GT#14189:Plan7A SHEARWALLiWITH FORGE TRANSFER ID:Front Upper MSIR" Roof Level w dl=Itgrali5p,:i plf 980 V eq .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 _0. v hdr eq= 59.4 plf . •H head= A v hdr w= 147.9 pli 1.083 " v Fdrag1 eq= 342 F2 eq= 342 A Fdragl w= :_' F2 -850 H pier= v1 eq= 196.0 plf v3 eq= 196.0 plf P6 E.Q. 5,0 v1 w= 488.0 plf v3 w= 488.0 plf P4 WIND feet Htotal= 2w/h= 1 2w/h= 1 8.083 v Fdrag3 eq= F4=•- 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 iilli!ill!:-.2:.VICi EQ Wind v sill w= 147.9 plf P6TN feet OTM 7921 19723 R OTM 10124 12251 v v UPUFT -139 472 Up above 0 0 UP sum -139 472 H/L Ratios: L1= 1 2.51; L2= ' 11.5 L3=lizigiliNp Htotal/L= 0.49 4 10 41 ►r Hpier/L1= 2.00 ► Hpier/L3= 2.00 L total= 16.5 feet JOB#: CT#14189:PIan7A SHEARWALL WITH FORCE TRANSFER.- ', ID:iFropT Lower..LIV Floor Level w dl= 150,1 plf V eq 516.0. pounds V w=hiligl. :;01! 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";yr Fdragl eq= 484 F2eq= 484 Fdragl w= -13 F2 -1213 H pier= v1 eq= 307.6 plf v3 eq= 307.6 plf P4 E.Q. AiVilE5 0 v1 w= 770.6 Of v3 w= 770.6 plf P2 WIND feet Htotal= 2w/h= 1 2w/h= 1 9.083 Fdrag3 eq= ,,, F4 -• 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 0:11.:4-4111M EQ Wind v sill w= 285.4 plf P6 feet OTM 13970 34997 R OTM 6777 8201 • UPUFT 560 2088 Up above -139 472 UP sum 421 2560 H/L Ratios: L1= 2;5 L2= 8.5 L3= 2.5 Htotal/L= 0.67 4 11, 4 11.44 I. 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 ► --10. v hdr eq= 62.1 plf -PP. •H head= v hdr w= 191.6 plf W 1.083 Fdragl eq= 155 F2 eq= 155 • Fdragl w= , • F2 -479 H pier= v1 eq= 131.1 plf v3 eq= 131.1 plf P6TN E.Q. 3.5 v1 w= 404.4 plf v3 w= 404.4 plf P4 WIND feet H total= 2w/h= 1 2w/h= 1 8.083 w Fdrag3 eq= - F4 e.- 155 feet • Fdrag3 w=479 F4 w=479 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 62.1 plf P6TN 3.5 - ; EQ Wind vsill w= 191.6 p/f P6 feet OTM 4769 14711 R OTM 3325 4061 A v 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 ► II ►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 V eq „,1610 0ri pounds V1 eq= 424.8 pounds V3 eq= 760.5 pounds V5 eq= 424.8 pounds V w= 4970.0.1 pounds V1 w= 1311.2 pounds V3 w= 2347.5 pounds V5 w= 1311.2 pounds vhdreq= 73.2 pIf A H1 head=.4' vhdr= 225.9rpl IH5 head 1 Fdragl eq=96.5 Fdrag2 eq= 172.8 Fdrag5 eq= 172.8 Fdrag6 eq=96.5 1 1 A Fdiagl w= .0 Fdragl 533.4 Fdrag5 w= 3.4 Fdra w=298.0 A Hl pier= v1 eq= 134.1 plf v3 eq= 134.1 p/f v5 eq= 134.1 H5 pier= 4.01 v1 w= 414.0 pff v3 w= 414.0 plf v5 w= 414.0I•. 4.0; feet feet H total= 2w/h= 1 2w/h= 1 2w/h= 1 8.0 V Fdrag3= Fd - 172.8 feet A Fdragl w=297.9524 Fdragl w=533.4 Fdrag7eq= 2.8 Fdrag 96.5 V PSTN EQ. Fdrag7w=533.4 Fdrag8w=298.0 A P4 WIND vsileq= 73.2pl H1 siN= (0.6-0.14Sds)D 0.6D vsill w= 225.9 p/f H5s61= EQ Wind j 3.0 :.. feet.....:: OTM 12880.0 39760.0 feet R OTM 18074 22078 + V UPLIFT -248 846 V Up above 0 0 Up Sum -248 846 H/L Ratios: L1= ;3.2 1.2= 4.1.0 13= "5.7 L4= TS 0 L5= 32 HtootaUL= 0.36 4 0 4 H ►e ►4 ► Hpier/L1= 1.26 Hpier/L3= 0.71 L total= 22.0 feet _.................... Hpier/L5= 1.26 0.95',L reduction t 1. i p S'�7� 4�r�l 1� .: 'r' . q R APA . i iiTopics � ...a.,-• 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 maybe less of a design consideration,for example,wind loading while the portal frames are used in tandem with each other,and not used as conventional shear walls,a load factor of 2.5, based on the cyclic test results is used. Since cyclic testing was conducted with the portal frame attached to a rigid test frame using embedded strap-type hold downs,design values provided in Table 1 of this document should be limited to portal frames constructed on similar rigid-base foundations,such as a concrete foundation,stem wall or slab,and using a similar embedded strap- type hold down. 1 ®2014 APA—The Engineered WoodAssociatlon PORTAL FRAME DESIGN (MIN.WIDTH =22 1/2"): . EQ=480#< EQ(ALLOW)= 1031# WIND= 1390#<WIND (ALLOW)= 1444# Table 1. Recommended Allowable D• gn Val. • for APA Portal Frame Used on a Rigid-Base Minimum Width Maximu • eight Allowable Design(ASD)Values per Frame Segment (in.) ) Shearm(lbf) Deflection(in.) Load Factor 8 850 (1190 WIND) 0.33 3.09 16 10 625 (875 WIND) 0.44 2.97 8 1,675 (2345 WIND) 0.38 2.88 24 • . 0.51 3.42 1'-10 1/2" 8 1520 EQ(2128 WIND) 1'-10 1/2" 10fib 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=2;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 2'to 18'rough width of opening per wind design min 1000 lbf for single or double portal j on both sides of opening t �` f A I•I I I •I f r..ii = opposite side of sheathing Pon I■ Pal wall height Ia n �- Fasten top plate to header r with two rows of 16d sinker nails at 3"o.c.typ I r Fasten sheathingto header with 8d common or Min.3/8"wood structural 12' galvanized box nails at 3'grid pattern as shown /panel sheathing max ^-�� lI total " ', Header to jack-stud strap per wind design. wall } :: Min 1000 lbf on both sides of opening opposite height side of sheathing. If needed,panel splice edges shall occur over and be 10 Min.double 2x4 framing covered with min 3/8" nailed to common blocking max •� thick wood structural panel sheathing with - within middle 24'of portal hei ht " W 8d common or galvanized box nails at 3"o.c. height.One row of 3"o.c. in all framing(studs,blocking,and sills)typ. . nailing is required in each �� panel edge. Min length of panel per table 1 Typical portal frame h. 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 Min reinforcing of foundation,one#4 bar jack studs per IRC tables Itop and bottom of footing.Lap bars 15'min. .7 R502.5(1)&(2). Min footing size under opening is 12"x 12'.A turned-down Min 1000 lb hold-down slob 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 T2004-59, APA—The Engineered Wood Association,Tacoma,WA, APA,2012,Effect of Hold-Down Capacity on IRC Bracing Method PFH and IBC Alternate Method,APA Report T2012L-24, APA—The Engineered Wood Association,Tacoma,WA. ASCE,2010,Minimtun 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.Whither,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 �� oI 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 WoodAssoriaiion ite18810atit(t)?0,kerson St. C T ENGINEERING 2 /� RR 2c7/6. _ L WA Project: �", ✓'' C Date: % 7/J. I , 06)285-4512 g' 3 r�-3, L V J5 C_ AJ I� L .5.2 Page Number: (2 6)285-0618 Client: �V�/� ( C/ • ' f16,= 3O 6'12 A o g b _7/ A, • lb`` )ZR k 1.2`' Lf3et 6 ftfzs- �� Fv(2 .. ��i� 8 ..�( mw-e 11). . k V� - T)11 f' fi4Al . C fie M- - I A 1>Ift- �► 0 ( y6 _ p-5tt;� gi= 6)(o- 60) 0.312 (5 �� , g5L3 ��z� z G)G2 1&� ��e Mn-- (.240:1)06, � Mh ) 88 , 44- • 4.,. q;, tQs : K1� co`' .- 5`' S. x leo FR, w/a A-4- 01, 0,686 . . 6 C,ttVr. ) /ZXtZ &61u tok ., t) 8x C6 e V 11'[1) ` 3/ �,5 'R 1 `• gkin Structural Engineers WOOD FRAME CONSTRUCTION MANUAL 03 • 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 ' _ Design Dead Load Roof Span(ft) • Unit Connection Loads(plf)''='314.46.7 12. 118 128 140 164 190 219 249 281 315 369 , 2 24 195 213 232 •272 315 362 412 465 521 612. 0 O psf8 36 272 298 324 380 441 506 576 650 729 856 t4 48 350 383 417 489 567 651 741 836 938 1100 Inm . 60 428 468 509 598 693 796 906 1.022 1146 1345 O • 12. 70 80 92 116 142 171 201 233 267 321 t7 24 111 129 148 188 231. 278 328 381 437 528 F CA 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 2.97 353 444 ;', 20 psf 36 32 58 84 140 201 266 336 410 489 616 It r,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 99 129 161 195 249 • 24 - 3 22 62 '' 105 152 202 255 311 402 25 psf 36 - - 24 80 141 206 276 350 429 556 48 - - 27 99 177 261 351 446 548 710 . 60 - - 29 118 213 316 426 542 666 865 '- J. Tabulated unit uplift connection loads shall be permitted to be multiplied by 0.75 for framing not located within 6 Nfeet of corners for buildings less than 30 feet in width(W),or W/5 for buildings greater than 30 feet In width. 4 2 Tabulated uplift loads assume a building located in Exposure B with a mean roof height of 33 feet. For buildings located in other exposures,the tabulated values for 0 psf roof dead load shall be multiplied by the appropriate E adjustment factor in Section 2.1.3.1 then reduced by the appropriate design dead load. ! 3 Tabulated uplift loads are specified in pounds per linear foot of wall. To determine connection requirements, jr 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 I 1.00 I 1.33 I 1.60 I 2.00 4.00 i' ° 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.forwall-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. '4 r".. 6 When calculating uplift loads for ends of headers/girders,multiply the tabulated unit uplift load by 1/2 of the �i1' header/girder span(ft.). Cripple studs need only be attached per typical uplift requirements. ii{.. For jack rafter uplift connections,use a roof span equal to twice the Jack rafter length.The jack rafter length 7i47,-:. includes the overhang length and the jack span. ! 6 Tabulated uplift loads for 0 psf design dead load are included for Interpolation or use with actual roof dead loads. ':'.1.-*.. : AMERICAN WOOD COUNCIL 180 Nickerson St. CT ENGINEERING Suite 302 Seattle,WA Pi 5q INC. 98109 Project: • ,J j i �' Date: (206)285-9512 PAX: Client: Page Number: (206)285-0618 I '.\?0SP. .)—APL 711W 1S1 ° 1A412 41.1\1 1\951 4.6 Wf) MA- 33 r t :- 11 D MP (21.4-1 . gip•• g . „ u P,. Coto iS 36,: qv Via': . tit : W iPg `! ' )(0:3- (og‘, 16.27. : .. . . . . .. . . . . . . Vi. T grlcfr: r. emigremioQi 'alitK- 4 641W6A . 1-- -6( 2;i= iZ _ • ut, - (4)(7,) oic)) 0.6) + ` p a 4#0610- 06y 6124)(p.,-5 (0,61 . 4-1.141- Pa9)196- CO EYP . p .y. a. c framlimve e 1--;40,ce_ ..v),(t_ b110)- (5)( nA-v t--- 6e314 DV*. Structural Engineers TRUSS TO WALL CONNECTION .;I'i VAI un #OF TRUSS CONNECTOR 10 TRUSS TO TOP PATES UI'I II I I I PLIES 1 H1 (6) 0.131" X 1.5" (4)0.131'X2.5" ;111) .I h.. 1 H2.5A (5) 0.131" X 2.5" (5) 0.131" X2.5" )ai Itoi 1 SOWC15600 - - -,:t .. . .l0;-- 2 H10-2 (9) 0.148"X 1.5" (9)0.148" X 1.5" 111/6 MO_ 2 (2)H2.5A (5)0.131"X 2.5" EA. (5) 0.131"X 2.5" EA. I1YIO - .2.'0*- n._ 2 (2)SDNC15600 - - rim ./.III 3 (3)SD1IC15600 - - I4'.6 .- :4.15 ROOF FRAMING-PER-PLAN-* - 8d AT 6" O.C. . 2X VENTED BLK'G. 0.131" X 3" TOENAIL .,i .N1 op. AT 6" O.C. \I I `. • NI H2.5A & SDWC15600 MI F ` COMMON/GIRDER TRUSS -JL-- 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 DT. RAISED HEEL TRUSS TO WALL CONNECTION [ TRUSS TO WALL CONNECTION SPF VALUE f OF TRUSS CONNECTOR 10 TRUSS TO TOP PLATES UPLIFT Ft PLES 1 H1 (6) 0.131"X 1.5" (4) 0.131"X 2.5" _100 415 1 H2.5A (5) 0.131"X 2.5" .(5)0.131"X 2.5" 535 I70 1 SDWC15600 - - 4Y, 11.. • 2 H10-2 (9) 0.148"X 1.5" (9)0.148" x 1.5' -1liio._-AT - 2 (2)/12.5A (5) 0.131" X 2.5" EA. (5) 0.131"X 2.5" EA. 1070 220._� I 2 (2)SIWL15600 • - - 070 2.10-. 3 (3)SDWC15600 - - 14,x,; S45 ADD A35 0 48"O.C. ROOF FRAMING PER PLAN FOR.H2.5A AND SDWC STYLE ed AT 6" O.0 CONNEC110NS • 2X it VENTED t�1C'G. iiiiik 0-• i ►�%>" ice ;;; I Ill H2.5A & SDWC15600 STYI F COMMON/GIRDER TRUSS PER PLAN TRUSS TO WALL CONNECTION TD 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 [