Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Specifications (49)
�D_u - CT ENGINEERINGStructural Engineers SEP 1 2016 180 Nickerson Street 2 Seattle, 98109 INC. 206.285.4512 (V) 206.285.0618 (F) CITY OF TIGARD BUILDING DIVISION #15238 Structural Calculations River Terrace � N oza Plan 3413.2 6° 1 Elevation B I' • aREGiNA Tigard, OR ��`' PleS T. ,GFk\F Design Criteria: 2012 IBC (ORSC, OSSC) 11/18/2015 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 1 CT ENGINEERING 180 Nickerson St. Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company Multiple locations in Tigard, OR DESIGN SUMMARY: The proposed project is to be comprised of two-story wood-framed single-family homes. Some plan types have variations for daylight basements to accommodate site conditions. We understand that these homes are to be constructed in multiple locations throughout Tigard, Oregon. Design parameters are as noted below: Roof framing is primarily with pre-manufactured pitched chord wood trusses. Upper floor framing is primarily with pre-manufactured parallel chord wood trusses. First floor framing and floor framing over crawlspace is primarily with pre-manufactured wood joists. The foundations are to be conventional strip and 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. The construction documents and accessory documents have been prepared considering the plan review philosophy and permit submittal guidelines of WABO/SEAW white papers 1-2006 and 4-2009. Feel free to phone with any questions during the review process pertaining to the construction documents and/or any accessory documents. The following computer design software may have been used for various components: Excel Enercalc Forte RISA Tedds Note that various software releases may have been used. Where software references standards prior to current IBC code cycle,various design parameters including load factors, load combinations, allowable design stresses, etc., have been verified be meet or exceed those as referenced by current IBC code. SHEET TITLE: DEAD LOAD SUMMARY ROOF Roofing- 3.5 psf Roofing future 0.0 psf 5/8"plywood(O.S.B.) 2.2 psf Trusses at 24"o.c. 4.0'psf Insulation 1.0 psf (1)5/8"gypsum ceiling 2.8 psf Misc./Mech. 1.5 psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish 4.0 psf NO gypsum concrete 0.0 psf 3/4"plywood(O..S.B.) 2.7 psf joist at 12" 2.5 psf Insulation 1.0 psf (1) 1/2"gypsum ceiling l 2.2 psf Misc. 2.8 psf FLOOR DEAD LOAD 15.0 PSF (2)2<8 HDR I (:)2X8 HDR RB.1 RB.2 xl 1.1. L • • Q m CZ W W `.� .—. wn l 2 � U U u UGT u 07T-bit� u `ti::i•:::�:iic:•ic:i}:i:�ti^:^ii'ri'r•}:�:::^:c:•i:%�:}:•iti:•::::i:•r:•i}::•:is^;i° 5. L sw'"l:: :' o 1 N 2 I � I x ODI NI [q TRUSSES AT 2i" 0., TYPICAL I I I 1 � io • � ix n n •<ry ro I / // •/ // • F B.4 RB.6 '� Id,, � ���` (2)2X8 HDR • • (2)2X8l HDR �// \ ir B' 0" f-/---—� B.5 RB 5 M1111•11111111111— t I ' /� (2)2 8 HDR (2)2X; HDR --- • Plan 3413.2B ROOF FRAMING PLAN 1/4"=1'-0" AMERICAN MODERN MST37 0 MST37 ,/ o E MSIR 0 i 0 7 I 0alL2 7 THIS P _ , SIDE Di° R1 P6TN THISSIDE if L- J 1= .0, t '° )f , c_ i Ll 7 L J I L Loft L MST37 MST37 ' BRl EXTEND f SHEEXTNDP6 Q T �� ® TOP C P6♦-B MST37 MST37 St.2 CP6 B 5,.2 / / .. ., STHD14 ciI) STHD14 - ‘116 p3, . : ....;...._AL P3 '-)s. 4X10 HDR .siici1.4.,•.!,.....!„ ....!... !, _ACL-fi=iiia!, --!--:,: ! , .•-',--;', ,,I.:!..,.,,,,,,,,,, i .4 2 2X8 HD' :,3 4X.10 HOP' e•-!!, !,!!'. 212.,X8.:4R IIiiiii 7; _„ . „ „. , _ .- . .„ ... , r.17.= I , ---_ 'Mill! __ 2,2 ' - ,* ;Cpl..- _ •Fifa .- B-: ...,._. .,..........., 'd , i 1 P : --. 2). .,!S-T . No ii, 0 ,... ,,..-1,.... ii ,Il w, •0 s, A . ... , ,, ,, co ,, ) !, kg.._ —.. ,.1,49H .IDE :1 ...:- ! !!,•". ,i:,: 1- .„ " esi ! I!! ' r"."7711i.. i ,---- •I RE m: • I --- > N -•••• Li I *:' '. GT .,:.: , -ABO oIu_ 0 :.-. , ,:...... ll.....,:,- ••,(Plutn!* 71-; = IiIuI I . „...„ . . 1: : 0 111 i '..1:-' .'..e.-:,.1.' : '''C',. — ozi •:"'''.'I ' "d,:.. a . : I 1 7.... . -,:i , .,: , .44..,,., i 111111111' . 1 . . , —..=. '!! FE _ . . ,. mil! ,...,_. ri, __!..7.1 , . !II!! '-fic'cc,:t! 4111liti:)..rt sId2 , i -), .., .. _ . -,. ei, is ` .._ ......„11 , . " i - ,,, . THISO ill _11 1 SIDE 1 B!' = tail ioniso , , •• •LL • IIIIMIIMMI• I 111111111111111111 0 -. !'11:1‘ ‘ B.!::!9: "1111 , - =I pm. i ., P • -- . I ,.... , , : : 1:1 e... - E ,.,:i .: 1 1‘=\ '1 ; i t \ _______ 1-c3 -1 / 1 / m L ——-I .:7 . I 1 42ii \1 STAIR L„.. Ea= ABOVE I I _ .!.!,!.! . ." ‘ ...... . ! ! .. .. , i, • 6 BIG BEA •41,'E€915, -G-T 7:OW Ce 1 ,:'I: 1 / ..7\1E:: .!K. / .,!,!,._ , :v., i / 1 \ ••• ,2 A• 1 tx \= cv i :, HI- ''''. _,431_ LSL 13'4x14 RIM :MIN III v.00-.,,......-., , 01 .. : '''.: I ---7 7 1161111 MsT 7 ' I FLOOR NI- TO RIM . RIM I:OARDI"'"- I I I'in Lso WI ONT.1.4X12 ,DR i ---i . II -... 1 '''': II 111111 IIMI 't °HORD Mit ' 'iiiii i — _____ r . os„.7.... ,,. 1 4liff WI/ IFNI A B.14 Miliiintnirlifil-ar!!)r-LSE-14,4 4 RIM) I STHD14mff01.11 • • • • ACI°' ---- .. ' AYA I , .......a. 18-10j) ' B.12 I I ......... I I 40 ROOF TRUSSES ny ..,,,,,.. . ....„. Nriyv S6.1 III II 1411. I ,, .._.i 1 1 . • --,...: ©24" 0.C. STICK FRAME I , \ !!,!!,!!! H STRUCTURAL FACISA I 2 28 DR I ,/ iT , i , 1 1 17 tt, 'I I§ All II '—{ /, , .. I IF-' • • /z \ s. icr 1 11 I>' ''l //' 'd" !,....../.. \.;;\ 1:4 tn 0 ' ROOF TRUSSE. //' .,:t, x 1 03 24" D.C. , I- 1 / i I i ,•., B.b117 ..-,,,..i..., i 4X4 POST ; .iil--- , .i,. --- ----- 'Lit , 0:4 POST • PLATE HEIGHT AT SEE SHEET A9 UPPER LEVEL: 8'-1" FOR WINDOW PLATE HEIGHT AT HEADER HEIGHTS. Alk / Ail MAIN LEVEL: 9'-'1" MAIN LEVEL SHEARWALLS Plan 3413.2B UPPER LEVEL FLOOR FRAMING 1/4-=1'.-0" AMERICAN MODERN P.T. 6X6 POST TYP. ® Qi BB.2 1�? P.T. 6X8 HI" r H®U d F--O N o / X PT LEDGER 0 END TRUSS 71D14 8 �� S1.2 '-- a .: BB.1, .E- STHD14• :B.4 STHD14 3 -20, -�__ _.J1_�d..4. ���(2)2X10 HDR 4X10 HDR 2 2X10 HDR\ _liP0)�G S-UD1} 6x12 1=t•E2 W/ 'IM STUD EAC SIDE MIN. JC Q m U d ,T N ____....z GT a AEOVE Q U N a U'- 5 J CO 0 BB 5 B 6 6X6 POST / BB. —_H-_ LSll_5Ya llie .FB_ - BRG ALL / -4-1LSLSY_aL11i� ,FB E,1 TTS �-- II "T -.�,} �IS� F DE I I I I Y�niiviiiiiuifiii ilii I I FURN I '`� BRG WALL F6 I III I 11 I r' I I >< P TN THIS r �1 SIDE STHD14 P4 STHD74 ' 3.5" DIA. HOLE PROVIDE ' BRG WALL 3" CLEAR TO TOP AND ( 1 ± BOTTOM OF BEAM FOR 1 I PLUMBING WASTE LINE I ! x l: VAR PLANT SHELF 1 Ff)AM}f`1G RAISED PLATFORM 1 ( iBRG WALL SLAB ON GRADE 2x6 AT 16" O.C. ' "�s ' SEE FOUNDATION PLAN (A6) it312RNR;-'m~ 1AI 17"::---- ---- Nz GT P i1LTIIII: xa1- AB OVE 7 i 20 D4 CRAWLSPACE r L I J I --'If' 1---- I J FIXTURE ABOVE I_ I I I I I L •--]L J / L__._ J 44� 4'5 4'-11" 6-83%" 6-63/4' j•-0�4 i I _ r ABU66 L_J L_J L_J ABU44 of .31V CONC. SLAB 34'-0_ in 11'-2%4 5'-0" 4'-7Y4 I I 1 t L- I-CF-4" I �® ST T.O.S. STH014 STHD74 r • 'Zi±,e5V -0'-214.1 O •••,,,,,•,•` 2x4 PONY � STHD14 I �+ 1 I I-0'-214 I 1011, WALL , I VVII i-1 ♦ ' I I+2'-2%.1-1-• 18"x18"x10'FTG. 1 1 W/(2)#4 EA. WAY 0' I (TYP.U.N.O.) I I in I I ♦ 4x4 POST II TYF BEAM I II 1 IL ET i r -, TW. U.N.O. _ rt1 4X8 HDR Eli +-B+� 1 i------J-• ^�------F"9-F-- -� -t-H 4 7 - 1'$+ �--�- I J L_J L_J L_J L_J L_J I 18 ai ( r I I D4 a I _ - I+4'-285-IJ,--• , n n I I , __ _ INSTALL SYSTEM TO ALLOW I- ♦ I ®? ADEQUATE DRAINAGE BENEATH r L ' -_- - SLAB ON GRADE CONDITIONS I w a BASEMENT o a�- FINISHED FLOOR +6'-245' i • 'I+6'-245"I o 30"X30"X10" FTG. • "' xo W/(3) f4 EA. WAY 6'-11,Ty 6'-1)44' 6'-0" 5 5.-1034" ♦ 3RG WALL N •i -' -T TABU 6X6 POSTS W/FIG I I r'+1 I 1 4X10 HDR 1:A L L_J +_JRNACE3 }&-2PTIAN _— L� , i w 0Y2' L i THIS F6 SIDED •- 1 2 • -10)/2 LI � 4-4" © ISDE •< I �h STHD14 -f4- +8'-11Y1"I STHD14� °1+:01/2"1 I+B'-oh"I L_iiir • I1 7'-113/41 T.O.W. T.O.S. o BRG WALL 2•-,0Y2 ,0 4.-4- W/FTG T VERIFY GARAGE SLAB HEIGHT WITH GRADING PLAN r,,,,,„������—{ I+8'-1044' • 31t CONC. SLAB MIN. L S x 24"h 2x6 c ,ii77 ACCESP fig*�J,:� � PONY 5 E S -' HATCH I+ '-1135"I WALL D1 n La a F- STEPPED f00TING AS I INSTALL CONI1NUIJJSY NEEDED PER D1 I+5-6"� OPERATED 1£CHANICAL GRADE 1..• TENTILA11ON SYSTEM •i B' AT THE CRAINSPACE OPEN FOR 8.-111/2 MECHANICAL VENT 21'-5V _� 7 An 3x11¢BLOCK OUT 13Sf I o ®STEM WALL7 T1P. J I i (+8'-91/21 L_ I T.O.S. ♦ -- l ♦ , --- 1S-+ FIXTURE ABOVE STHD14 Q.THDI4 +I L 'tF L ♦ a v j FOUNDATION M. CONC. SLAB ` REVISIONS �__.n..... SLOPE 3" 7 1 NOTE:PROVIDE STHD14RJ I y —6x6 Pos IN LIEU OF STHDI4 AT RIM MTH ABU 6x6 POST WITH BASE JOIST CONDITIONS ABU BASE—” ♦ drI 4Y4 ♦ 74._0. FRAMING CONTRACTOR SHALL VERIFY HOLDOWN LOCATIONS PRIOR -8-141 TOP OF SLAB TO POURING FOUNDATION. Title: Job# Dsgnr: Date: 11:06AM, 16 NOV 15 Description: Scope: Rev' 580006 Page 1 User.K-200 2 97,Ver 5.8.0,1 03 Timber Beam &Joist (c)1983-2003 ENERCALC Engineering Software 15238_3413_DL.ECW.Roof Framing Description 3213BCD ROOF FRAMING Timber Member Information :ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined RB.1 RB.2 RB.3 RB.4 RB.5 RB.6 RB.7 Timber Section 2-2x10 2-2x10 2-2x10 2-2x10 2-2x4 2-2x10 2-2x10 Beam Width in 3.000 3.000 3.000 3.000 3.000 3.000 3.000 Beam Depth in 9.250 9.250 9.250 9.250 3.500 9.250 9.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Ar,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fr,No.2 Hem Fr,No.2 Hem Fir,No.2 Hem Fr,No.2 Fb-Basic Allow psi 850.0 850.0 850.0 850.0 850.0 850.0 850.0 Fv-Basic Allow psi 150.0 150.0 150.0 150.0 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No No No Center Span Data11 Span ft 5.50 7.50 3.00 3.00 3.50 5.50 5.50 Dead Load #/ft 75.00 75.00 270.00 75.00 75.00 75.00 270.00 Live Load #/ft 125.00 125.00 450.00 125.00 125.00 125.00 450.00 Results Ratio= 0.1973 0.3668 0.2113 0.0587 0.4092 0.1973 0.7102 LLLLL■ Mmax @ Center in-k 9.07 16.87 9.72 2.70 3.67 9.07 32.67 @ X= ft 2.75 3.75 1.50 1.50 1.75 2.75 2.75 fb:Actual psi 212.1 394.4 227.2 63.1 600.0 212.1 763.7 Fb:Allowable psi 1,075.3 1,075.3 1,075.3 1,075.3 1,466.3 1,075.3 1,075.3 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 21.4 32.4 28.5 7.9 42.0 21.4 77.1 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 206.25 281.25 405.00 112.50 131.25 206.25 742.50 LL lbs 343.75 468.75 675.00 187.50 218.75 343.75 1,237.50 Max.DL+LL lbs 550.00 750.00 1,080.00 300.00 350.00 550.00 1,980.00 @ Right End DL lbs 206.25 281.25 405.00 112.50 . 131.25 206.25 742.50 LL lbs 343.75 468.75 675.00 187.50 218.75 343.75 1,237.50 Max.DL+LL lbs 550.00 750.00 1,080.00 300.00 350.00 550.00 1,980.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK 1 Center DL Defl in -0.006 -0.021 -0.002 -0.001 -0.018 -0.006 -0.022 UDefl Ratio 10,994.3 4,335.8 18,818.8 67,747.5 2,311.2 10,994.3 3,054.0 Center LL Dell in -0.010 -0.035 -0.003 -0.001 -0.030 -0.010 -0.036 UDefl Ratio 6,596.6 2,601.5 11,291.3 40,648.5 1,386.7 6,596.6 1,832.4 Center Total Deft in -0.016 -0.055 -0.005 -0.001 -0.048 -0.016 -0.058 Location ft 2.750 3.750 1.500 1.500 1.750 2.750 2.750 UDefl Ratio 4,122.9 1,625.9 7,057.0 25,405.3 866.7 4,122.9 1,145.2 Title: Job# Dsgnr: Date: 11:06AM, 16 NOV 15 Description: Scope: LkRev: 580006 User.KW-0602997,Ver 5.8.0,1-Deo-2003 Timber Beam & Joist Page 1 1 (c)1983-2003 ENERCALC Engineering Software 15238_3413_DLECW:FIoor Framing BD Description 3213.2BCD FLR FRMG 1 OF 3 [timber Member Information :ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined B.b1 B.b2 B.b3 B.b4 B.b5 B.b6 B.b7 1 Timber Section 4x10 2-2x10 2-2x10 4x10 2-2x10 2-2x10 LVL:3.500x14.000 Beam Width in 3.500 3.000 3.000 3.500 3.000 3.000 3.500 Beam Depth in 9.250 9.250 9.250 9.250 9.250 9.250 14.000 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Douglas Fir- Hem Ar,No.2 Hem Ar,No.2 Douglas Ar- Hem Ar,No.2 Hem Fir,No.2 Level,LSL 1.55E Lards,No.2 Larch,No.2 Fb-Basic Allow psi 900.0 850.0 850.0 900.0 850.0 850.0 2,325.0 Fv-Basic Allow psi 180.0 150.0 150.0 180.0 150.0 150.0 310.0 Elastic Modulus ksi 1,600.0 1,300.0 1,300.0 1,600.0 1,300.0 1,300.0 1,550.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 1.150 1.000 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Manuf/Pine Repetitive Status No No No No No No No enter Span Data r Span ft 6.50 3.50 3.00 6.00 5.00 3.00 14.00 Dead Load #/ft 150.00 150.00 165.00 165.00 15.00 15.00 180.00 Live Load #/ft 400.00 400.00 440.00 440.00 40.00 40.00 480.00 Dead Load #/ft 175.00 175.00 175.00 175.00 370.00 370.00 Live Load #/ft 125.00 125.00 125.00 125.00 450.00 450.00 Start ft End ft Point#1 DL lbs 1,120.00 LL lbs 1,552.00 @ X ft 0.500 LLLLL■ Results Ratio= 0.8690 0.3395 0.2656 0.7884 0.8982 0.2568 0.7300 Mmax @ Center in-k 53.87 15.62 12.22 48.87 41.32 11.81 194.04 ©X= ft 3.25 1.75 1.50 3.00 2.20 1.50 7.00 fb:Actual psi 1,079.3 365.1 285.6 979.1 965.8 276.1 1,697.1 Fb:Allowable psi 1,242.0 1,075.3 1,075.3 1,242.0 1,075.3 1,075.3 2,325.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 98.3 45.0 35.8 93.6 96.7 34.6 118.8 Fv:Allowable psi 207.0 172.5 172.5 207.0 172.5 172.5 310.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions111 @ Left End DL lbs 1,056.25 568.75 510.00 1,020.00 1,970.50 577.50 1,260.00 LL lbs 1,706.25 918.75 847.50 1,695.00 2,621.80 735.00 3,360.00 Max.DL+LL lbs 2,762.50 1,487.50 1,357.50 2,715.00 4,592.30 1,312.50 4,620.00 ©Right End DL lbs 1,056.25 568.75 510.00 1,020.00 1,074.50 577.50 1,260.00 LL lbs 1,706.25 918.75 847.50 1,695.00 1,380.20 735.00 3,360.00 Max.DL+LL lbs 2,762.50 1,487.50 1,357.50 2,715.00 2,454.70 1,312.50 4,620.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK 11 Center DL Defl in -0.035 -0.004 -0.002 -0.027 -0.027 -0.003 -0.125 UDefl Ratio 2,207.1 9,845.3 14,944.3 2,682.3 2,232.5 13,197.6 1,339.5 Center LL Defl in -0.057 -0.007 -0.004 -0.045 -0.035 -0.003 -0.334 UDefl Ratio 1,366.3 6,094.7 8,993.0 1,614.1 1,720.8 10,369.5 502.3 Center Total Defl in -0.092 -0.011 -0.006 -0.071 -0.062 -0.006 -0.460 Location ft 3.250 1.750 1.500 3.000 2.420 1.500 7.000 UDefl Ratio 843.9 3,764.4 5,614.4 1,007.7 971.8 5,806.9 365.3 Title: Job# Dsgnr: Date: 11:06AM, 16 NOV 15 Description: Scope: Rev: 580006 Pae 1 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam &Joist g _(01983-2003 ENERCALC Engineering Software 15238_3413_DLECW:FIoor Framing BD Description 3213.2BCD FLR FRMG 2 OF 3 ['limber Member Information :ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined r B.bS B.b9 B.b10 B.b11 B.b12 B.b13 B.b14 Timber Section 2-2x8 LVL:1.750x14.000 LVL:1.750x14.000 LVL:1.750x14.000 LVL:1.750x14.000 2-2x8 4x12 Beam Width in 3.000 1.750 1.750 1.750 1.750 3.000 3.500 Beam Depth in 7.250 14.000 14.000 14.000 14.000 7.250 11.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fir,No.2 Level,LSL 1.55E Level,LSL 1.55E iLevel,LSL 1.55E Level,LSL 1.55E Hem Ar,No.2 Douglas Fr- Larch,No.2 Fb-Basic Allow psi 850.0 2,325.0 2,325.0 2,325.0 2,325.0 850.0 900.0 Fv-Basic Allow psi 150.0 310.0 310.0 310.0 310.0 150.0 180.0 Elastic Modulus ksi 1,300.0 1,550.0 1,550.0 1,550.0 1,550.0 1,300.0 1,600.0 Load Duration Factor 1.000 1.000 1.150 1.000 1.150 1.150 1.150 Member Type Sawn Manuf/Pine Manuf/Pine Manuf/Pine Manuf/Pine Sawn Sawn Repetitive Status No No No No No No No enter Span Data Span ft 4.50 6.00 15.00 18.50 5.00 2.00 16.50 a Dead Load #/ft 180.00 300.00 30.00 30.00 30.00 15.00 30.00 Live Load #/ft 480.00 800.00 80.00 80.00 80.00 40.00 80.00 Dead Load #/ft 220.00 220.00 160.00 Live Load #/ft 200.00 200.00 100.00 Start ft 16.000 End ft 16.500 Point#1 DL lbs 270.00 352.00 LL lbs 720.00 360.00 @ X ft 3.250 10.000 Cantilever Span 1 Span ft 3.00 3.00 Uniform Dead Load #/ft 280.00 30.00 Uniform Live Load #/ft 280.00 80.00 Point#1 DL lbs 1,574.00 LL lbs 1,574.00 � _, @ X ft 0.500 esults. Ratio= 0.7478 0.4469 0.3214 0.5775 0.1300 0.0924 0.9132 �RMmax @ Center in-k 20.05 59.40 25.86 76.76 19.87 2.85 76.76 @ X= ft 2.25 3.00 6.24 7.62 2.50 1.00 9.97 Mmax @ Cantilever in-k 0.00 0.00 -49.13 -5.94 0.00 0.00 0.00 fb:Actual psi 762.8 1,039.1 859.4 1,342.7 347.7 108.4 1,039.7 Fb:Allowable psi 1,020.0 2,325.0 2,673.8 2,325.0 2,673.8 1,173.0 1,138.5 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 75.4 124.5 63.8 103.1 43.5 13.1 47.1 Fv:Allowable psi 150.0 310.0 356.5 310.0 356.5 172.5 207.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK ReactionsII @ Left End DL lbs 405.00 900.00 88.53 492.77 625.00 235.00 387.38 LL lbs 1,080.00 2,400.00 600.00 1,333.51 700.00 240.00 802.58 Max.DL+LL lbs 1,485.00 3,300.00 688.53 1,826.28 1,325.00 475.00 1,189.95 @ Right End DL lbs 405.00 900.00 2,775.47 422.23 625.00 235.00 539.62 LL lbs 1,080.00 2,400.00 3,150.47 1,125.95 700.00 240.00 927.42 Max.DL+LL lbs 1,485.00 3,300.00 5,925.93 1,548.18 1,325.00 475.00 1,467.05 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK II Title: Job# Dsgnr: Date: 11:06AM, 16 NOV 15 Description Scope: Rev: 580006 Page 2 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam &Joist t (c)1983-2003 ENERCALC Engineering Software 15238_3413_DLECW:FIoorFraming BD Description 3213.2BCD FLR FRMG 2 OF 3 Center DL Defl in -0.013 -0.014 0.032 -0.170 -0.006 -0.001 -0.157 UDefl Ratio 4,027.1 5,105.1 5,705.2 1,306.1 , 10,586.0 35,135.8 1,263.6 Center LL Defl in -0.036 -0.038 -0.147 -0.474 -0.006 -0.001 -0.284 UDefl Ratio 1,510.2 1,914.4 1,225.2 468.0 9,451.8 34,403.8 698.2 Center Total Defl in -0.049 -0.052 -0.123 -0.644 -0.012 -0.001 -0.440 Location ft 2.250 3.000 6.900 8.880 2.500 1.000 8.448 UDefl Ratio 1,098.3 1,392.3 1,464.7 344.5 4,993.4 17,383.0 449.7 Cantilever DL Defl in -0.060 0.081 Cantilever LL Defl in -0.001 0.215 Total Cant.Defl in -0.061 0.296 UDefl Ratio 1,184.3 243.6 Title: Job# Dsgnr: Date: 11:06AM, 16 NOV 15 Description: Scope: Rev: 580006 User.KW-0602997,Ver 5.8.0,1-Dec.-2003 Timber Beam &Joist Page 1 _(01983-2003 ENERCALC Engineering Software 15238_3413 DLECW:FIoor Framing BD Description 3213.2BCD FLR FRMG 3 OF 3 [Timber Member Information erode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined 11 B.b15 B.16 B.b17 B.18 B.19 Timber Section VL:5.250x16.000 2-2x8 4x10 2-2x10 4x10 Beam Width in 5.250 3.000 3.500 3.000 3.500 Beam Depth in 16.000 7.250 9.250 9.250 9.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 Timber Grade •osboro,Bigbeam Hem Fr,No.2 Douglas Fir- Douglas Fr- Douglas Fr- 2.2E Larch,No.2 Larch,No.2 Lard,,No.2 Fb-Basic Allow psi 3,000.0 850.0 900.0 900.0 900.0 Fv-Basic Allow psi 300.0 150.0 180.0 180.0 180.0 Elastic Modulus ksi 2,200.0 1,300.0 1,600.0 1,600.0 1,600.0 Load Duration Factor 1.150 1.150 1.150 1.000 1.000 Member Type Manuf/Pine Sawn Sawn Sawn Sawn Repetitive Status No No No No No enter Span Data II Span ft 20.00 4.50 13.00 3.50 9.25 Dead Load #/ft 150.00 60.00 65.00 180.00 30.00 Live Load #/ft 400.00 100.00 110.00 425.00 50.00 Dead Load #/ft 175.00 52.50 Live Load #/ft 125.00 170.00 Start ft 5.400 End ft 11.500 9.250 Point#1 DL lbs 1,357.00 490.00 1,277.50 LL lbs 1,357.00 1,335.00 @ X ft 11.500 1.750 5.400 Results Ratio= 0.7583 0.1576 0.7156 0.7149 1.0383II Mmax©Center in-k 586.03 4.86 44.36 30.28 55.97 @ X= ft 10.72 2.25 6.50 1.75 5.40 fb:Actual psi 2,616.2 184.9 888.8 707.8 1,121.4 Fb:Allowable psi 3,450.0 1,173.0 1,242.0 990.0 1,080.0 Bending OK Bending OK Bending OK Bending OK OverStress fv:Actual psi 143.3 18.3 46.8 81.4 72.8 Fv:Allowable psi 345.0 172.5 207.0 180.0 180.0 Shear OK Shear OK Shear OK Shear OK Shear OK Reactions ` @ Left End DL lbs 3,510.63 135.00 422.50 560.00 712.53 1 LL lbs 5,600.94 225.00 715.00 1,411.25 367.46 Max.DL+LL lbs 9,111.57 360.00 1,137.50 1,971.25 1,079.99 @ Right End DL lbs 2,858.87 135.00 422.50 560.00 1,044.59 LL lbs 5,193.55 225.00 715.00 1,411.25 749.54 Max.DL+LL lbs 8,052.42 360.00 1,137.50 1,971.25 1,794.14 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.332 -0.004 -0.113 -0.004 -0.117 [/Defl Ratio 723.4 12,081.4 1,379.4 9,747.8 948.9 Center LL Defl in -0.532 -0.007 -0.191 -0.011 -0.050 LJDefl Ratio 451.3 7,248.9 815.1 3,803.9 2,203.3 Center Total Defl in -0.864 -0.012 -0.304 -0.015 -0.167 Location ft 10.000 2.250 6.500 1.750 4.847 [/Defl Ratio 277.9 4,530.5 512.4 2,736.2 663.3 Title: Job# Dsgnr: Date: 11:06AM, 16 NOV 15 Description: Scope: Rev: 580006 Page 1 User.KW-0602997.Ver 5.8.0,1-Dec-2003 Timber Beam &Joist 11 _(c)1983-2003 ENERCALC Engineering Software 15238_3413 DLECW:BASEMENT FRAMING Description 3213.2 BASEMENT FRMG 1 OF 2 Timber Member Information erode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined BB.1 66.2 BB.3 BB.4 BB.5 BB.6 BB.7 Timber Section 6x12 6x8 2-2x10 4x10 LVL:5.250x11.875 LVL5.250x11.875 LVL:5.250x11.875 Beam Width in 5.500 5.500 3.000 3.500 5.250 5.250 5.250 Beam Depth in 11.500 7.500 9.250 9.250 11.875 11.875 11.875 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Douglas Fr- Hem Fr,No.2 Hem Fr,No.2 Douglas Fr- iLevel,LSL 1.55E Hem Ar,No.2 iLevel,LSL 1.55E Larch,No.1 Larch,No.2 Fb-Basic Allow psi 1,000.0 850.0 850.0 900.0 2,325.0 850.0 2,325.0 Fv-Basic Allow psi 180.0 150.0 150.0 180.0 310.0 150.0 310.0 Elastic Modulus ksi 1,700.0 1,300.0 1,300.0 1,600.0 1,550.0 1,300.0 1,550.0 Load Duration Factor 1.000 0.850 1.150 1.150 1.000 1.000 1.000 Member Type Sawn Sawn Sawn Sawn Manuf/Pine Manuf/Pine Manuf/Pine Repetitive Status No No No No No No No Center Span Data Span ft 6.00 7.00 3.00 6.00 12.00 6.00 14.00 Dead Load #/ft 216.00 90.00 165.00 165.00 172.50 172.50 180.00 Live Load #/ft 575.00 240.00 440.00 440.00 460.00 460.00 480.00 Dead Load #/ft 450.00 175.00 175.00 45.00 280.00 Live Load #/ft 900.00 125.00 125.00 120.00 460.00 Start ft End ft 5.000 Point#1 DL lbs 1,260.00 LL lbs 3,360.00 @X ft Point#2 DL lbs 450.00 LL lbs 1,200.00 @ X ft 5.750 Results Ratio= 0.9537 0.6511 0.2656 0.7884 0.5203 0.7305 0.6764 r Mmax @ Center in-k 115.61 24.25 12.22 48.87 149.27 76.61 194.04 @ X= ft 3.00 3.50 1.50 3.00 5.71 3.05 7.00 fb:Actual psi 953.7 470.4 285.6 979.1 1,209.8 620.9 1,572.6 Fb:Allowable psi 1,000.0 722.5 1,075.3 1,242.0 2,325.0 850.0 2,325.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 104.8 34.6 35.8 93.6 88.6 68.2 96.0 Fv:Allowable psi 180.0 127.5 172.5 207.0 310.0 150.0 310.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions II @ Left End DL lbs 1,998.00 315.00 510.00 1,020.00 1,213.12 2,636.25 1,260.00 LL lbs 4,425.00 840.00 847.50 1,695.00 3,235.00 6,170.00 3,360.00 Max.DL+LL lbs 6,423.00 1,155.00 1,357.50 2,715.00 4,448.12 8,806.25 4,620.00 @ Right End DL lbs 1,998.00 315.00 510.00 1,020.00 1,081.87 1,788.75 1,260.00 LL lbs 4,425.00 840.00 847.50 1,695.00 2,885.00 3,910.00 3,360.00 Max.DL+LL lbs 6,423.00 1,155.00 1,357.50 2,715.00 3,966.87 5,698.75 4,620.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK II Center DL Defl in -0.016 -0.019 -0.002 -0.027 -0.078 -0.014 -0.137 UDefl Ratio 4,393.5 4,342.9 14,944.3 2,682.3 1,853.5 5,030.7 1,226.2 Center LL Defl in -0.036 -0.052 -0.004 -0.045 -0.207 -0.029 -0.365 UDefl Ratio 1,983.8 1,628.6 8,993.0 1,614.1 695.1 2,449.8 459.8 Center Total Defl in -0.053 -0.071 -0.006 -0.071 -0.285 -0.044 -0.502 Location ft 3.000 3.500 1.500 3.000 5.952 3.024 7.000 UDefl Ratio 1,366.7 1,184.4 5,614.4 1,007.7 505.5 1,647.5 334.4 Title: Job# Dsgnr: Date: 11:06AM, 16 NOV 15 Description: Scope: Rev: 580006 Page 1 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist (01983-2003 ENERCALC Engineering Software 15238 3413_DLECW:BASEMENT FRAMING Description 3213.2 BASEMENT FRMG 2 OF 2 Timber Member Information :ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowabies are user defined ■ 88.8 Timber Section _VL:1.750x11.875 Beam Width in 1.750 Beam Depth in 11.875 Le:Unbraced Length ft 0.00 Timber Grade Level,LSL 1.55E Fb-Basic Allow psi 2,325.0 Fv-Basic Allow psi 310.0 Elastic Modulus ksi 1,550.0 Load Duration Factor 1.000 Member Type Manuf/Pine Repetitive Status No Center Span Data Span ft 3.00 Dead Load #/ft 15.00 Live Load #/ft 40.00 Point#1 DL lbs 900.00 LL lbs 2,400.00 @ X ft 1.500 Results Ratio= 0.3908 Mmax @ Center in-k 30.44 @ X= ft 1.50 fb:Actual psi 740.2 Fb:Allowable psi 2,325.0 Bending OK fv:Actual psi 121.1 Fv:Allowable psi 310.0 Shear OK Reactions @ Left End DL lbs 472.50 LL lbs 1,260.00 Max.DL+LL lbs 1,732.50 @ Right End DL lbs 472.50 LL lbs 1,260.00 Max.DL+LL lbs 1,732.50 Deflections Ratio OK Center DL Defl in -0.002 UDefl Ratio 15,105.2 Center LL Defl in -0.006 UDefl Ratio 5,664.4 Center Total Defl in -0.009 Location ft 1.500 UDefl Ratio 4,119.6 Title: Job# Dsgnr: Date: 11:06AM, 16 NOV 15 Description: Scope: LkRev: 580006 User KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam &Joist Page 1 r (c)1983-2003 ENERCALC Engineering Software 15238_3413_DL.ECW:CRAWL SPACE Description 3213.2 ABCD CRAWLSPACE FRAMING Timber Member Information ;ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined TYP BEAM 4x10 option powder 1 Timber Section 4x8 4x10 LVL:3.500x9.500 Beam Width in 3.500 3.500 3.500 Beam Depth in 7250 9.250 9.500 Le:Unbraced Length ft 0.00 0.00 0.00 Timber Grade Douglas Fir- Douglas Fir- Level,ISL 1.55E Larch,No.2 Larch,No.2 Fb-Basic Allow psi 900.0 900.0 2,325.0 Fv-Basic Allow psi 180.0 180.0 310.0 Elastic Modulus ksi 1,600.0 1,600.0 1,550.0 Load Duration Factor 1.000 1.000 1.330 Member Type Sawn Sawn Manuf/Pine Repetitive Status No No No Center Span Data Span ft 5.00 6.25 6.00 Dead Load #/ft 240.00 240.00 15.00 Live Load #/ft 640.00 640.00 40.00 Point#1 DL lbs LL lbs 3,770.00 @ X ft 2.500 Point#2 DL lbs LL lbs -3,770.00 @ X ft 5.500 Results Ratio= 0.9199 0.9566 0.3645 Mmax©Center in-k 33.00 51.56 59.35 @ X= ft 2.50 3.12 2.50 fb:Actual psi 1,076.3 1,033.1 1,127.3 Fb:Allowable psi 1,170.0 1,080.0 3,092.3 Bending OK Bending OK Bending OK fv:Actual psi 98.8 96.8 90.6 Fv:Allowable psi 180.0 180.0 412.3 Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 600.00 750.00 45.00 LL lbs 1,600.00 2,000.00 2,005.00 Max.DL+LL lbs 2,200.00 2,750.00 2,050.00 ©Right End DL lbs 600.00 750.00 45.00 LL lbs 1,600.00 2,000.00 -1,765.00 Max.DL+LL lbs 2,200.00 2,750.00 -1,720.00 Deflections Ratio OK Deflection OK Deflection OK 11 Center DL Defl in -0.019 -0.022 -0.001 UDefl Ratio 3,161.6 3,361.9 63,804.9 Center LL Defl in -0.051 -0.059 -0.058 UDefl Ratio 1,185.6 1,260.7 1,248.3 Center Total Defl in -0.070 -0.082 -0.059 Location ft 2.500 3.125 2.736 UDefl Ratio 862.3 916.9 1,224.6 TJI JOISTS and RAFTERS I_____ ___ ___ _________t_____________________ Code Code Code Su est Suggest Suggest L !ck Lp!ck L ick L ick - - ----------------------------- ------- ------------------ ------------------ -----�a--- ---- �--- a e-------P---- •- d t. L Joist I b ! d Spa. ; LL DL M max V max El L fb L fv L TL240�L LL360( L max TL deft. LL deft. L TL360 L LL480 L max TL defL�TL deft. LL defl.LL deft. size&•rade width in. death in. in. .sf .sf ft-lbs .si •si ft. ft. ft. ft. Iin. in. ft. fl.(ft.) (ft.) (in.) ratio (in.) ratio i 9.5"TJI 1101 1.751 95 19.21 40 15 2380 1220_._ 1.40E+08 14711 2773 15.23 1480 1471E 066 0.48 1331 13.45 1331 0.44 360 032 495 9.5"TJI 1101 1.75 9.5 16 40 15 2380 1220: 1.40E+08 16.11 33.27 16.191 15.73 15.73 0.721 0.52 1 14.14 14.29 14.14 0.47 360 0.3434 495 495 9.5"TJI 1101 1.75 9.5 12, 40 15 2380 12201 1.40E+08 18.61 44.36 17.82. 17.31 17.31. 0.79, 0.58 15.57 15.73 15.57 0.521 360 0.38 495 9.5"TJI 1101- 1.75 9.5 9.61 40 15 2380 1220 1.40E+08 20.80 55.45 19.19E 18.64 18.64{ 0.851a 0.62 16 77 16.94 1677' 0.561 360 0.41 495'-i .. ........... - 9.5"TJI 110; 1.75 9.51 19.2' 40 101 2500 12201 1.57E+08 15.811 30.50 16.341 15.37 15.371 0.641 0.51 14.27 13.97 13.97 0,441 384 0.35 480 9.5"TJI 110 1.75 9.5 16 40 10 2500 1220 157E+08 17.32 "36.60 17.36 16.34 16.34 0.68 0.54 15.17 14.84 14.84 0.46 384 0.37 ;480 9.5"TJI 110; 1.75 _ 9.5 12' 40 10 2500 122011.57E+08 20.00 48.80 19.11 17.98 17.981 0.751 0.60 16.69 16.34 16.34 0.51' 384 0A1 480 9.5"TJI 1101 1.75 9.5� 9.61 40 10 2500 1220 1.57E+08 22.36 61.00 20.581 19.37 19.37: 0.811 0.65 17.98 17.60 17 60 0 55 384 0.44 480 9.5"TJI 2101 2.0625 9.5, 19.2; 40 101 3000 1330 1.87E+08 17.32 33.25 17.32, 16.30 16.30; 0.681 0.54 15.13 14.81 14.81 0.461 384 0.371 480, 1 - 1 - 0.72 0.58 16.08/ 15.74 17.32 0.54 384-- 0.39 480 9 5 TJI 210 2 0625 9.5 16 40 10 3000 1330 1 87E+08 18 97 39 90 1840 17 32 17 32 9.5"TJI 210 2.06251 9.51 124 40 10 3000 1330 1 87E+08 P1 91� 53 20 20 26 i 19 06 19 O6 0.791 0.64 17/0 17.32 17,32 0.54 384 0 43'__ 480 21- •--.-- 2 5 -.- 0.6 8.6 0. 9.5"TJI 210 2.0625 9.5 9.61 40 10 3000 1330P 1.87E+08 24.49' 66.50 21.82. 20.53 20.53: 0.861 0.68 19.06 18.66 18.661 0.58 384 0.47 480 .... _ 9.5"TJI 2301 2.3125 9.51 1 .2; 40 10; 3330 13301 2.06E+081 18.251 33.25 17.891 16.83 16.831 0.701 0.561 15.63 15.29 15 29 0.481 384• 0.381. 480 9.5"TJI 230 2.3125 9.5 16 40 10 3330 1330 2,06E+08 19.99 39.90 19.01 17.89 17.89 0.75 0.60 16.60 16.25 16.25 0.51 384 0,41 480 9.5"TJI 2301 2.3125 9.51 121 40 10 3330 1330 2.06E+08 23.08 53.20 20.92 19.69 19.691 0.821 0.66 18.28 17.89 17.89 0.56 384 0.45 480, 9.5"TJI 2301 2.3125 9.5 9.6; 40 10 3330 13301 2.06E+08 25.81 66.50 22.541 21.21 21.211 0.881 0.71 19.69 19.27 19.27 0.60 384 0.48 480 11.875"TJI 1101 1.75 11.875 19.2; 40 10 3160 1560 2.67E+08 17.78 39 00 19.501__-18.351 17.787- 0.67 5 , 1 .5 I 1 0.54, 17.04 16.67 16.67 0.52 384 0.42; 480 11.875"TJI 110 1.75 11.87.5 16 40 10 3160 1560 267E+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 1101 1.75 11.875 12' 40 10 3160 1560; 2.67E+08 22.49 62.40 22.811 21.46 21.461 0.89 0.72 19.93 19.50 19.50 0.611 384 0.491 480 11.875"TJI 110, 1.75 11.875 9.6 40 10 3160 15601 2.67E+08 25.14 78.00 24.57; 23.12 23.12; 0.96, 0.77 21.46 21.01 21.01 0.661 384 0.53 480 11.875'TJI 21 2.06251 11.8751 19.2 40 10 3795 1655 3.15E+08 19.48 41.38 20.61 ' 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 1655 3.15E+08 21.34 49.65 21.90 20.61 20.61 0.86 0.69 19.13 18.72 .'.18.72 0.59 384 0.47 480 11.875 TJI 2101 2.06251 11.875' 121 40 101 3795 1655 3.15E+08 24.64 66.20 24.101 22.681 22.68 0.951 0.76 21.05 20.61 20.61 0.64L__ 384 0.521 480 11.875"TJI 210' 2.06251 11.875 9.61 40 10 3795 16551 3.15E+08 27.55 82.75 25.96 24.43 24.43 1.021 0.81 22.68 22.20 22.20 0.691 384 0.551 480 . ........................................... 11.875"TJI 230; 2.3125 11.875 19.21 40 101 4215 1655 3.47E+08 20.53, 41.38 21.281 20.031 20.03 0.83 0.67, 18.59 18.20 18.20 0.571 384 0.45 4800 11.875 TJ1 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 „=;19.34 0.60 384 ; 0.48 480 11.875 40 101 4215 1655 3.47E+08 25.97 66.20 24.89 23.421 23.42 0.98 0.781 21/4 21.28 21.28 0.67 384 0.53( 480 -- ---- --------- 11.875 TJI 230 2.31251 11.875 9.61__ 40 10 4215 16657-3.47E+08 29 03 82 75 26.81 25.23' 25.231 1.05 0.841 23 42 22.93 22.93 0.72 384 0.57 480 I I 1.875"RFPI 400 2.0625 11.875 19.21 40 10 4315 1480 3.30E+08 20.77 37.00 20.931 19.69 19.69 0.82 0.66 18.28 17.89 17.89 0.561 384 0.45 480 1.875"RFPI 400 2.0625 11.875 16 40 10 4315 1480 3.30E+08 22.76 44.40 22.24 20.93 20.93 0.87 0.70 19.43 19.01 ""`19.01' 0.59 384 0.48 480 1.875"RFPI 4001 2.06251 ) 1 1 101 ( 1480, 3.30E+08 26.28 59.20 1 21.38 20.93 20.93 0.651 384 0.521 480 1.875"RFPI 400j 2.06251 11.875 9.6 40 101 4315 14801 3.30E+08 29.381 74.00 26.37' 24.81 24.81; 1.031 0.831 I23.031 22.54 22.54 0.701, 384 0.561 480 Page 1 IMMMIMIMMIMMMMMMMIMIIMIMIMIMIMier D+L+S CT#14189-Betahny Creek Falls LOAD CASE (12-12) BASED ON ANSI/AF&PA NDS-199 SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 ____ Ke Desk n BucMin r Factor _-- ____ -- ___- c 0.80(Constant > _ -M = _ EEME=- Cr __ -WC-E- 0.30 Constant > 11.1111 Cf Fb -�-1997 NDS�_�� _i'_(o'mj Section 2.3.10 ----Bendine Corn•.EmEal'_• MINI .. alIMEN1132231_Q®___- NDS 3.9 Load @WallPlat: Cd duration duCd(F c,n factor factor - . p p� perp����® Stud Grade Width Depth Spam.,Height1:11 Vert.Load Hor.Load �=1.0 PIa4 Cd (Fb)Cd(Fc, Cf Cf Fc perpill Fc er' fb/ In. In. in. ft. .11 •sf •If Fb Fc psi •si •-I Fb^1-fc/Fce H-F Stud ®®H 7.7083 26.4 1730 0 0.9916 1993.4 1.00 1.15 ®1.05 1.15 875 405 800 1, r r,r r r 506 w 515.42 441.22 439.37 1.00 0.00 0.000 H-F Stud 9 30.9 1340 0 0.9966 1993.4 1.00 1.15 1.05 1.15 675 405 800 1,200,000 506 378.09 340.90 340.32 1.00 0.00 0.000 H-F Stud isiminummommemanimm 0.9947 ®" 1'15 ®IJ®vaiEru®1,200,000mizmal 966E= 340.80 340.00 o.00 0.000 000 0.000 H-F Stud ®m��®'�' '®' ` ®" 1.15 131111311145111121110111112111 200,000 1, �''� ��®" 11-F Stud ®®®��®"'�' 0.9953 ®" ®®®' ®�� 800 1,200,000�MEM 966 ®" 0.00 0.000 H-F Stud 1.5 ®0 �"'•r M.111.3 0.9921 MIEN 1.00 1.15 ®EIII®MEM®' x.200,000 854 506 966 449.95 395.22 393.65 1.00 0.00 0.000 OFF Stud 1.5 3.5 ®7.7083 26.4 1695 0 0.9952 2091.8 1.00 1.15 ®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 9 30.9 1320 0 0.9944 2091.8 1.00 1.15 1.05 1.15 675 425 725 1.200,000 854 531 875.438 378.09 336.7 335.24 1.00 0.00 0.000 875.438 378.09 336.17 335.24 1.00 0.00 0.000 1.05 1.5 675 425 725 110.0 SSPF Stud 9 1760 0 0.9944 278.1 1.00 1.15PF Stud 1319111111E28.3 1525 0 0.9957 2091.8 1 00 1.15 ®1.05 1.15 675 425 725 1,200000®875.438 449.95 388.13 387.30 1.00 0.00 0.000 SPF Stud 1.5 3.5 12 8.25 28.31111111.21111.11113 0.9925 2789.1 1.00 1.15 1.05 1.15 675 Km 725 1,200,000 531 ME] 449.95 388.13 386.67_1.00 0.00 0.000 SPF Stud 1.5 3.5 8 8.25 28.3 3050 0 0.9957 4183.6 1.00 1.15 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 H-F#2 1.5 5.5 16 7.7083 16.8 3132 0 0.2408 3132.4 1.00 1.15 1.10 1.15 850 405 1300 1,300,000 1,271 508 1644.5 1378.83 1031.58 506.18 0.49 0.00 0.000 H-F#2 1.5 5.5 16 9 19.6 3132 0 0.3652 3132.4 1.00 1.15 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 1011.45 837.57 506.18 0.80 0.00 0.000 H-F#2 1.5 5.5 16 8.25 18.0 3132 0 0.2858 3132.4 1.00 1.15 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 1203.70 946.77 506.18 0.53 0.00 0.000 SPF#2 ®®M 7.7083 3287 0 0.2737 3287.1 1.00 PIM 1.10®INIIIIII 1150 1,400,000 1,308®1454.75' 1015.45 531.23 0.52 0.00 0.000 PF#2 19.6 3287 0 0.3905 3287.1 1.00 1.15 1.10 875 425 1150 1,400,000 1,308 531 1454.75 1089.25 850.16 531.23 0.62 0.00 0.000 S SPF#2 11111111111 18.0 3287 0 0.3158 3287.1 1.00 1.15 ®1.10® 875 425 1150 1.400,000 1,308 531 1454.75 1296.30 945.38 531.23 0.56 0.00 0.000 SPF Stud ®®m� 50.0 545 0 0.9913 2091.8 1.00 ®®1.05®111111111®1,200,000 ® ffill 139.02 138.41 1.00 0.00 0.000 SPF#2 1.5 5.5 16 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#2 1.5 5.5 16 19 41.5 1360 0 0.9969 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 226.94 220.14 219.80 1.00 0.00 0.000 • Page 1 D+L+W CT#14189-Betahny Creek Falls I LOAD CASE (12-13) (BASED ON ANSI/AF&PA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Bucklin•Factor D+L+W c 0.80(Constant)> Section 3.7.1.5 .11 _ __ -- __- KcE 0.30(Constant)> Section 3.7.1.5- � - -- Cf(Fb)IMEIMCf(Fc) 1997 NDS Cb arias Section 2.3.10 Bendiermte.CoSize IM �.. Cd Fb Cd Fc E•.3.7-1 • -11111111111___-_Q. 1.S duration dura0on1=1031____-. ____--�__ Stud GradeQ ® Hor.Load •=• i-°'Cd Fb Cd Fc mmmm�» E 1111011111MI' ®IIMMI®NEN®IMNI® ®®0��»��_ _ �M'�I'M.I� ��M�f�MI��������r�� ��®m�' ®' 0.9951 1.60 1.00 MI Fc 1.05 miglimaguizi1,200,000 1,366 506 840 515.42 427.08 273.02 0.64 376.78 0.586 SIZEMII®®MIIIIIIIKIIIIKII® 1993.4 Naga_1.00 ®ga®�� 1,200,000 1,366 506 840 378.09 333.99 191.75 0.57 447.52 0.665 H-F Stud ®®®� � 0.9998 2657.8 1.00 ®1.05 1.15`%Qgcji 800 1,200,000=0.1111=11.1111MIBILIIIMESEMIHERIIIIIMIIIIIMIIM H-F Stud IIIIMINIMINNIIIM31111111.10111MINIKIIIIIMIIIIIMMI1.80 1.00 ®1.05 1.15 111301111ZNILtIll 1100 0001111NLIIIIMINIMINMEE31111121111111=EINCIINIMINIIIIIM H-F Stud ®®MitaillILEMMONIINIE � 2657.8 1.60 1.00 ®1.05®�E 1,200,000 1'a IIIEUMINE1111= 0.500 H-F Stud ®®���® 0.9981 3986.7 1.60 1.00 ®1.05®UEE 1,200,000NEDQ.Eg' SPF Stud ®®omprig 1060 9.71 0.9971 2091.8 1.80 1.00 ®1.05® 675 RI®1,200,000®EM 415.53 269.21 0.65HE 0.577 SPF Stud IMINNE11116111111111ERIMMIIIIIMICIIIIIMMININIIIMINIIMMINUIIIIIMI 1.05® 675 11103001169M 1,200,000 1,3661111151EM177.78®' incammuin SPF Stud SPF Stud ®ifflum 283 30.9 1125 8.46 0.9931 0.65 335.64 0.567 960 8.13 0.9970 2091.8 1.60 1,00 1.05 1.15 675 425 725 1,200,000 1,366® 761.25 449.95 376.35 243.8 761.25 378.09 328.30 1 0.65 38137 0.577 SPF Stud 1.5 35 8.25 28.3��El 0.9952 2789.1 1_60 1:00 1.05 1.15 -425 725 1,200,000 1,366 531 761.25 449.95 376.35 26762 0.71 271_03 0.490 SPF Stud 1.5 3.5 8.25 28.3 2320 8.13 0.9958 4183.6 1.60 1.00 wow 425 725 1,200,000 1,368 531 761.25 449.95 376.35 294.60 0.78 180.69 0.383 H-F#2 ®®�®' ®INEMI 0.3909 1111Ela 00 ®IKI®MEI®' ®" 1 T00 000111131MIMMINIMINNEEI 969.91111021311113BIRELI111111113E CZEINIIIKIIIEEIMINLIMINIIMEEINIKESIMIEMMEREZINEEEZIMEma 1.00 ®INI®®®i IMI]1300,0001111EMIIIIM® IIIIMI11110111®1111169 ffinVIII®®mMILEM�'®MIIIIMIILIMINIMBEINI 1.60 1:00 ®IIND®RE111 405 ®" 1,300,000111ECEEMEIIIIIIIIII •'�" l 506.18 0.56 Egzsg®®m®'' mm '�ignam 1.60 1.00 II 1.10 EMI 425 IMI 1,400,000 2,0931111111111W 940.30 531.23 0.56 0.114 EIZENIIIIIIMMIMEIMMENNEIMEKINEINNINED 0.6033IMIECEMI1.00 ®�®��®' 1,400,000® 1089.25 806.08® 0.66 0.169 EGGS®®����I�t � Too ®IIK®EMIIIMENIIMLI 1,400,000E3211111EDIMIEUESZEI ® 0.60 10211111011110311 MIIIIIIIIIIIIIIINIIIIIIIIIIIIIINIIIIIIIIIIIIIIIIIIIMININMIIIIIIIIIIIIIIIIIIIIIIIII�� _�-- 0.5957 -111111:111111=011�®�NIIIIII®��®1.200,000®� �� IINMINIIIMIIIMIMIIIIIINIIIIIIINIIIIIINI SPF Stud ®®��®' MINI 1.5 ®ntaamomna 660 0.9941 3287.1 NOMMINSIMMILIIIMININIEEMINM 1,400,000®1111113011=0 106.67 '[M 0.786 H-F#2 1.5 5.5 16 19 41.5 600 9.71 0.9921 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 226.94 219.02 96.97 0.44 927.02 0.796 Page 1 D+L+W+.SS CT#14189-Betahny Creek Falls I LOAD CASE I (12-14) I (BASED ON ANSI/AF&PA NDS-1897) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Bucklin.Factor DOL+W+S/2 ® 0.80 Constant)> ==_Section 3.7.1.5 mi�u=C .��. =1997 NDS=MOM= 0.30 Constant > Section 3.7.1.5NIEN1 --""--- - Section 2.3.10 _---Bending Com'.EMI Size d--- - MIMI1113211C221111- -__- ______-_l0ILIStduratio--factorEZIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIMIIIII M®e „"'ISZEMIC1IQ'"-I'..ate-'7�MMIHor.Load Load n_Flat: [.�(E�m�K+, Q �� 0 � 9®�®�®��L� ®®0--q--��--��-���1-�'����� ...sr MIME 111117211111121111111101111111-EINU-f111 Mil MEMIIIKIILE1111111001111111E211110311 0.9962 ®®�' ® 675 -®��`"�•-� 0.9988 - 1.15 ®�® 875 ®®1,200,000 1,366 •6�3 E 0.599 ®®®�� 1150 0.9989 ®'' 1.15 ®1.05 KIM 800 1,200,000 1,366 966 340.90 ��NIIKEal H-F Stud -®�� 985 0.9963 ®1.05®�� 131 1,200,000-- 9661,. ��,,a� 6, �7 tso us 110110111111031111131 1,200,006 H-F Stud 8.25 28.3 1445 8.13 0.9959 2657.8 1.60 1.15 1.05 1.15 675 405 800 1,200,000®®® q®®®®271.03 0.598 H-F Stud ®®� 8.25 28.3 2390 8.13 0.9960 3988.7 1.60 1.15 ®1.05 1.15 675 405 800 1200000 1,366 506 449.95 395.22 303.49 0.77 180.69 0.406 8P8 88,8 SPF Stud ®®IIIMER 1080 9.71 0.9935 2091.8 1.60 1.15 ®1.05 EMEENI®1200,000 ® 431.52 274.29 0.641E 0.589 SPF Stud ®m��' 0.9988 1.15 ® ®� 425 ®1,200,000 1,366® ®, IZIER 0.669 ®®� �- '®' -•' 1.15 ®113®1113131 425 ® :' ��'•j� 0.577 SPF Stud -®���-fFj� 0.9952 ®1,200,000 1,366 SPF Stud 1.5 3.5 1.60 1.15 ® .0 ®� 425 ®1,200,000 1,366 ® .• :: : ®® .. _-_ ®®�®"' 8.13 0.9952 2789.1 1.60 115 1.05 1.15 675 425 725 1200,000 1,386® q49.95 388 13 27Z38®®®® 0.503 SPF Stud 1.5 3.5 ��ii 2360 8.13 0.9922 4183.6 1.60 1.15 1.05 1.15 675 425 725 1,200,000 1,366 531® 449.95 388.13 299.68 180.69 0.396 H-F#2 1.5 ®m�i: ®�� 1.60 1.1T-1113:11111131131111131111231111132111 1,300,000 2,033®'' �' ��� H-F#2 ®®ii - 19.6 3132 8.46 0.5437 3132.4 1.60 1.151.10 1.15 850 405 1300 1300,000 2,033 506 1644.5 1011.45 837.57 506.18 0.60 181.23 0.178 H-F#2 18.0 3132 8.13 0.4100 3132.4 1.60 1.15 ®1.10 1.15 850 405 1300 1300,000 2,033 506 1644.5 1203.70 946.77 506.18 0.53 146.34 0.124 -------_-_ -- --- -___----- 0FF#2 -®m�i: MILIMEMINIEHIMICERIEDIS. 1.15 ®110®1101111KEEKEEll 1,400,000 2,093® 1484.89 111111EXEMLEIEEINIZERIM 88F#2 11111111113287 S,. 1.15 ®�i® ��' ,400,000 2,093® 1089.25 ®`i 0.189 SPF#2 18.0 3287 8.13 0.4342 3287.1 1.60 ®IIII®IIIIIIIIIII 1,400,000®1111 1296.30 945.38 531.23 0.56 0.118 SPF Stud 50.0 70 8.46 0.9055 2091.8 1.60 ®1.05®®®®1,200,000®®875.438 144.26 139.02 17.78 0.979 SPF#2 ®®m®WE 660 0.9914 -®®�®�� J 1.400,000 ®© H-F#2 1.5 5.5 16 19 41.5 600 9.71 0.9901 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000®® 1644.5 22®® 198.977®927.02 0.786 0.796 Page 1 D+L+S+,SW CT#14189-Betahny Creek Falls I LOAD CASE I (12-15) I (BASED ON ANSI/AF&PA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Bucklint Factor D+L+8+W/2 _00.3800 Constant u Section 3.7.1.5= MM_ �����= ���-1997 NDS=�=� 0.30 Constant Section 3.7.1.5 _-___ ��1 I Section 2.3.10 --- Bending Comp. Size Size Rep. 111111111111111111 �®- Eq.3.7-1 -.- -_____--.L duration duration factor factor use-.. ® ID® Hot.Load Load Ct Plat=.a '(1Cd Fc;mm���'�(MM® �� ®�®�®-- H-F Stud PB psf Of _ (Fb) (Fc)®m psi psi psi psi psi psi psi psi Fb'•(1-fc/Fce) 7.7083 1335 4.855 0.9935 1993.4 1.60 1.15 1.1 1.05 405 800 1,200,000 506 515.42 441.22 339.05 0.77 188.39 0.403 H-F Stud IUjIHIEEIIIECIMMIIEMEXIMIMVZjIMILE 0.9923 ®®�� � 0.9976 NM= 1.60 _1.15 ®�® � 1,200,0001®'' 966� 340.90 .-rr �� ®®� � 0.9960 ®® 1'600 1.15 ®®®' 15ugw1,200,000 1,366 986 378.09 340.90 262.86 180.69 0.403 az= 1.5 N 6 0.9990 1.60 1.15 1.05®�m�m' 800 1.200,000 1,366 966 �i r 180.68 0.406 1.60 1.15 1.05 1.15 800 1,200,000�®'' 966 320.00H-F Stud 1.5 3.58.25 28.3 2665 4.065 0.9999 3986.7 1.60 1. mmige 15 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 338.41 0.86 90.34 0.267 tud 1.5 3.57.7083 26.4 1315 4.855 0.9907 2091.8 1.60 _1.15 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 ®®��®' 66 0.9970 2091.8 1.60 1.15 mmiga 1.15 675 mala 725 1,200,000 1,366 SPF Stud -®IN� 30.9 1370 4.23 0.8990 2789.1 1.60 1.15 ® ® �`� ®' 0.396 1.05 1.15 675 425 725 1,200,000 1,366 875.438 378.09 336.17 260.95 0.78 167.82 0.396 SPF Stud 28.3 1180 4.065 0.9922 2091.8 1.60 _1.15 1.05 1.15 675 425 725 1,200,000 1,366®875.438 449.95 388.13 299.68 0.77 180.69 0.396 SPF Stud 1.5 3.5 ®��66 0.9973 _2789.1 1.80__1.15 UM 1.15 675 425 725 1,200,0001_366 531 875.438 449.95 388.13 316.190.81 135.51 0.334 SPF Stud 1.5 3.5 11111111111 2630 4.065 0.9969 4183.6 1.60 1.15 ��1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 333.97 0.86 90.34 0257 H-F#2 ®®H7,7083 16.8 3132 4.855 0.3001 3132.4 1.60 1.15 111 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 9 19.6 3132 4.23 0.4544 3132.4 1.60 1.15 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1011.45 837.57 506.18 0.80 90.61 0.089 H-F#2 ®®IEOIIMEEZMIIII®MILIIMZI � ®1.15 1.10 1,300,000 i ni�7 506.18® 0.062 ______--- � ® .�i ®i �®i.�IIIIII_IIIIIIIIIIIIIIIII-____--_IIIIII- SPF#2 ®®10MIZIEI66IIEN 1.15 1.3 1.10 1.15 ILIIIIKEEIMMEI 1,400,000 2,093 SPF#2 ®®.���66. �� 1.15 1.3 1.10 1.15 ®UM �® ' � SO 02 ®®��®''6®"-' ��61'a- ��®' 1,400,000 2093®�j ®� 80.61 0.085 ��6Rll�a 1.15 1.3 1.10®� � 400 000 1296.30��®�i�.® 0.059 ......1...���....�..��..... �- �.�.�_ ���� MIN ®i� SPF Stud 50.0 255 4.23 0.9959 2091.8 1.60 1,200,000 139.02 64.76 0.47 0.779 SPF#2 1.5 ®m���6 0.9925 IMM® ®®® ®®®® hial H-F#2 1.5 5.5 16 19 41.5 865 4.855 0.9970 31® 1.60 1.15 ®1.10 1.15 1.10 ® 1300 1,300,000 1 400 ®® 1® 2®®®®463.51 0.580 0.594 Page 1 D+L+S+,7E CT#14189-Betahny Creek Falls I LOAD CASE I (12-16) 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 Desi.n Bucklin.Factor D+L+S+E11.4 c 0.80(Constant)> Section 3.7.1.5 --- MIME r KcE 0.30(Constant)> Section 3.7.1.5 Ct(Fb) Cr(Fc) 1997 NDS EM Cb aries > Section 2.3.10 �-- Bendin. . --. _ CdC Fb•Cd Fc E. 3.7-1 -� -_-__ 11111111111111111111E1101Max.Wall duration duratio[ ��__� ____ -NIINIINIINIIIIIINII ®©� RN`tom .�-�!y�Q m� Hor.Load Load,8 Plat=Cd Fb Cd Fc��m�Q�=ri1 E ®mMI®�®� ®®®0NINIM']II��� 1117111011•1110111111:11111113311 __psi �;�f� fes_ ���QI�l ®®���� 0.9983 �I� 1.15 ®�®�� 1,200,000 966� _��IIIIIII IIMMIIIIIIM H-F Stud ®®mINNOIMI'I®"'® 0.9960 IIKEZMIIIIII1.15 11111113311311 I® 675 ®' 1,200_000 � I 256.51 H-F Stud ®®®�]��® 2657.8 ®®�® 675 1,200,000 MEIZIMEE3 966 340.90 270 4511130111111=1130 InIMMI®®m11LEINEM®® 0.9961 1993.4 IIIENNINEINIMIIIINIMIDNIM131113111 1,200,0001111103111103111111=111121121111111M®IMlM1111153 131=111®®®NCENNTIMINDRI® 0.9947 aratlal .60__ 1.15 ®l® 675 1,200_009 1E..� ®�� ID 022 ®®0���"® 0.9968 3986.7 1.60 1.15 ®®' ® 675 I 800 1.200,0001111 111i '�' 111111110311 �' �'"®=1 SPF Stud ®® . 7.7083 26.4 1395 3.57 0.9984 2091.8 1.60 1.15 1.05 1.15 675 425 725 1,200,000 1,366®875.438 515.42 431.52 354.29 0.82 138.53 0.324 SPF Stud 9 30.9 1000 3.57 0.9918 2091.8 1.80 1.15 ®1.05 1.15 675 425 725 1,200,000 1,366 875.438 378.09 338.17 253.97 0.76 188.85 0.421 SPF Stud ®®®11111111:1®''-1111113311® 0.9962 INDIUMININIENNIIIIIIIMINNILIMEEMIEN 200 000111NaNNEBENZEINECNIEZIONEERINIMILIEENIIIEND ELLEII®®EENNECE�'® ' 2091.8 OEM 1.15 1.1 03®��® 20 1, 0,000 1,366®(� ��' ' 0.366 SPF Stud 28.3 1690 0.9940 2789.1 1.15 1.1mina ® ®1.05® 425 1,200,000 1,366875.438 321.90 119.01"MEI SPF Stud ��®�0� 28.3 2670 0.9987 4183.8 �® 1.1 1.05® 425 ®1,200,000 1,366®875.438 339.0579 34 ®®���®® E i�����®�®®' ®' " 1300,000®' ®'' '®' 111311 ®' ' _ ®®ii���®® F���®®�®��i�1,300,0g9���Q=�1�7 0.60 I:! ®®INENIIEE ®® `�INEM 1.15 EI IIIIIIINIMICEMIEMIELI 1,300,000 E3.IDIMMIi[IIMISEIMI508.18 SPF#2 ®®,111 7.7083 3287 3.57 0.3154 3287.1 1.60 1.15 ®1.10®IIIPI 1150 1,400,000 2,093®I,1484.89 1015.45 531.23 0.52 58.10 0.042 SPF 92 1.5 ®MIMINKIIINIEMESII® '�" .NIMESENMI 1.60 1.15 ®IILI®EINIEEM1150 1,400,000�r'-0001196:81111111/il 45418 1089.25 850.16®®'I' t X E IO SPF#2 1.5 11111111i118.0 3287 3.57 0.3678 3287.1 1.60 ®® ® � � � 1150 1,400,000 2,093 1454.75 1296.30 945.38 531.23 0.56 la 0.052 __I_�_---- ------ _-__--_�- SPF Stud ®®�® 50.0 285 3.57 0.9981 2091.8 1.60 �®®®®®®1,200,000 1,366®®® 139.02 72.38 0.52 iiiii 0.727 SPF#2 1.5 5.5 16 19 41.5 1020 3.57 0.9910 3287.1 1.80 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 164.85 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 1 280 Nickerson St. / ENGINEERING P. Date- ,Ieliatetattime,WA 3°-1 Project: - (206)2654512 <"- • MX: Client Page Numbelumber: (206)285-0M • 1,1114 g4pritg pal OA ( /500 fASIC *It *t, Bear (2401:)054-is) az, KR_ 60)(4ot-is 306- ALL- IF-- oa Wz_ (417 415) — *A% go. cz bit> A.V. op- .5t2 giztg 2000 014 , ITV "°>. • 15"PSr gia grOtA4410+MoTtfl 400 le 94' -4w „UheY). .-z-115-Cos -65V( asre 6r , q - 465' - 30 270 4.- -49,5 4 14?-itvw 190 larY - 2. 16-e 136 Sfitore- 4,11* Structural Engineers 180 Nickerson St. ENGINEERINGMil Suite 302 p {, N C. Seattle,WA l'Ioje t. Y€ �y e P Date: 98109 . (206)285-4512 Cllent: Pttld LV LeJt Page Number. (206)285-0618 ,f PR ► "P11V .. . :A'U. ,6 VAu cf5 7r4geG :1 ; ci-et Gid+6'ip moo.F, er 41-1111 1 . s: s Is - Elt ` t ? .; : gam- 7-6r1S 7-AQ-AQ t !lir ! v ,...... 100 f z iV4t 5c 1,41)11(... mcd lot) . =. _ : 3' ' 5,00, 5 2 1 ) .r, 5 . 2. 36} - z - 'e 'ifs (t `�2.$ -t43, 4 , 5:4 k # .. °11,. .. ~: r . = . .. . Structural Engineers Title: PLAN 3410 Job#15238 Dsgnr: ARS Date: 4:52PM, 15 OCT 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 User.KW-0602997,Ver 5.8.0,1-Deo-2003 Page 1 (c)1983-2003 ENERCALC Engineering Software Cantilevered Retaining Wall Design 15238 nverterrace3410.2.ecw:Calwlations Description CANT RET WALL H=2'NO SOG Criteria Soil Data I Footing Strengths&Dimensions 1 Retained Height = 1.50 ft Allow Soil Bearing = 3,000.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 Heel Active Pressure = 35.0 psf/ft Toe Width = 0.33 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 psf/ft Heel Width = 1.00 Height of Soil over Toe = 8.00 in Passive Pressure = 350.0 psf/ft Total Footing Width = 1.33 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 10.00 in FootingiiSoil Friction = 0.400 Wind on Stem = 0.0 psf Soil height to ignore Key Width = 0.00 in for passive pressure = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Cover©Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 0.0 lbs Desi•n Summa Stem Construction Top Stem Stem OK Total Bearing Load = 603 lbs Design height ft= 0.00 ...resultant ecc. = 0.42 in Wall Material Above"Ht" = Concrete Thickness = 8.00 Soil Pressure @ Toe = 525 psf OK Rebar Size = # 4 Soil Pressure @ Heel = 382 psf OK Rebar Spacing = 18.00 Allowable = 3,000 psf = Soil Pressure Less Than Allowable Rebar Placed at Center ACI Factored©Toe = 664 psf Design Da ACI Factored©Heel = 484 psf fb/FB+fa/Data Fa = 0.021 Total Force©Section lbs= 66.9 Footing Shear @ Toe = 0.0 psi OK Moment....Actual ft-#= 33.5 Footing Shear @ Heel = 3.0 psi OK Moment Allowable = 1,565.0 Allowable = 93.1 psi Shear Actual psi= 1.4 Wall Stability Ratios Shear Allowable Overturning = 6.13 OK psi= 93.1 Sliding = 6.66 (Vertical Co Bar Develop ABOVE Ht. in= 12.00 Sliding Calcs (Vertical Component Used) Bar Lap/Hook BELOW Ht. in= 6.00 Lateral Sliding Force = 95.3 lbs Wall Weight = 100.0 less 100%Passive Force= - 393.8 lbs Rebar Depth 'd' in= 4.00 less 100%Friction Force= - 241.2 lbs Masonry Data Added Force Req'd = 0.0 lbs OK fm psi= Fs psi= ....for 1.5:1 Stability = 0.0 lbs OK Solid Grouting = Footing Design Results Special Inspection _ Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 664 484 psf Equiv.Solid Thick. = Mu':Upward = 35 0 ft-# Masonry Block Type= Normal Weight Mu':Downward = 15 55 ft-# Concrete Data Mu: Design = 20 55 ft-# fc psi= 3,000.0 Actual 1-Way Shear = 0.00 2.99 psi Fy psi= 40,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Not req'd,Mu<S*Fr Heel Reinforcing = None Spec'd Heel:Not req'd,Mu<S*Fr Key Reinforcing = None Spec'd Key: No key defined Title: PLAN 3410 Job#15238 Dsgnr: ARS Date: 4:52PM, 15 OCT 15 Description SF RESIDENCE Scope: STRUCTURAL DESIGN Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 Page 2 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining9 Wall Design (c)1983-2003 ENERCALC Engineering Software 15238_riverterrace3410.2.ecw:Calwlations Description CANT RET WALL H=2' NO SOG Summary of Overturning&Resisting Forces&Moments k OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 95.3 0.78 74.1 Soil Over Heel = 55.0 1.16 64.0 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 100.0 0.66 66.3 Load©Stem Above Soil= Soil Over Toe = 24.2 0.17 4.0 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 200.0 0.66 132.7 Total = 95.3 O.T.M. = 74.1 Earth @ Stem Transitions= Resisting/Overturning Ratio = 6.13 Footing Weight = 166.2 0.67 110.6 Vertical Loads used for Soil Pressure= 603.0 lbs Key Weight = Vert.Component = 57.6 1.33 76.6 Vertical component of active pressure used for soil pressure Total= 603.0 lbs R.M.= 454.1 Title: PLAN 3410 Job#15238 Dsgnr: ARS Date: 4:52PM, 15 OCT 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design Page 1 _(c)1983-2003 ENERCALC Engineering Software 15238_riverterrace3410.2.ecw:Calculations Description CANT RET WALL H=4' NO SOG Criteria 0 Soil Data I Footing Strengths&Dimensions Retained Height = 3.50 ft Allow Soil Bearing = 3,000.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 Heel Active Pressure = 35.0 psf/ft Toe Width = 0.33 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 psf/ft Heel Width = 1.33 Height of Soil over Toe = 8.00 in Passive Pressure = 350.0 psf/ft Total Footing Width = 1.66 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 9.00 in FootinglISoil Friction = 0.400 Key Width = 0.00 in Wind on Stem = 0.0 psf Soil height to ignore Key Depth = 0.00 in for passive pressure = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in ©Btm.= 3.00 in Axial Load Applied to Stem Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 0.0 lbs Design Summary i Stem Construction 0 Top Stem Stem OK Total Bearing Load = 1,157 lbs Design height ft= 0.00 ...resultant ecc. = 2.71 in Wall Material Above"Ht" = Concrete Soil Pressure @ Toe = 1,266 psf OK RebarThianes = 8.00 Soil Pressure @ Heel = 128 psf OK Sizz e # 4 3,000 psfRebar Spacing = 18.00 Allowable = Rebar Placed at = Center Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,480 psf Design Data ACI Factored @ Heel = 150 psf fb/FB+fa/Fa 0.272 Total Force @ Section lbs= 364.4 Footing Shear @ Toe = 0.0 psi OK Moment....Actual ft-#= 425.2 Footing Shear©Heel = 11.9 psi OK Moment Allowable = 1,565.0 Allowable = 93.1 psi Shear Actual psi= 7.6 WaOverturning ll erturnin = 2.56 OK ty Ratios Shear Allowable psi= 93.1 Sliding = 2.58(Vertical Co Bar Develop ABOVE Ht. in= 12.00 Sliding Calcs (Vertical Component Used) Bar Lap/Hook BELOW Ht. in= 6.00 Lateral Sliding Force = 316.1 lbs Wall Weight = 100.0 less 100%Passive Force= - 351.2 lbs Rebar Depth 'd' in= 4.00 less 100%Friction Force= - 462.9 lbs Masonry Data Added Force Req'd = 0.0 lbs OK fm psi= Fs psi= ....for 1.5:1 Stability = 0.0 lbs OK Solid Grouting = Footing Design Results Special Inspection Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 1,480 150 psf Equiv.Solid Thick. = Mu':Upward = 76 0 ft-# Masonry Block Type= Normal Weight Mu':Downward = 14 369 ft-# Concrete Data Mu: Design = 62 369 ft-# fc psi= 3,000.0 Actual 1-Way Shear = 0.00 11.92 psi Fy psi= 40,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Not req'd,Mu<S*Fr Heel Reinforcing = None Spec'd Heel:Not req'd,Mu<S*Fr Key Reinforcing = None Spec'd Key: No key defined Title: PLAN 3410 Job#15238 Dsgnr: ARS Date: 4:52PM, 15 OCT 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered RetainingDesign Wall Page 2 II (c)1983-2003 ENERCALC Engineering Software 15238_riverterrace3410.2.ecw:Calwlations Description CANT RET WALL H=4'NO SOG _Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 316.1 1.42 447.8 Soil Over Heel = 255.4 1.33 339.2 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 100.0 0.66 66.3 Load©Stem Above Soil= Soil Over Toe = 24.2 0.17 4.0 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 400.0 0.66 265.3 Total = 316.1 O.T.M. = 447.8 ' Earth @ Stem Transitions= Resisting/Overturning Ratio = 2.56 Footing Weight = 186.7 0.83 155.0 Vertical Loads used for Soil Pressure= 1,157.4 lbs Key Weight = Vert.Component = 191.0 1.66 317.1 Vertical component of active pressure used for soil pressure Total= 1,157.4 lbs R.M.= 1,147.0 Title: PLAN 3410 Job#15238 Dsgnr: ARS Date: 4:52PM, 15 OCT 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 LkRev: 580010 User.KW-3-203ENE,Ver CALC n leering o Cantilevered Retaining Wall Design Page 1 (c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_3410.2.ecw:Calwlations Description CANT RET WALL H=6'NO SOG Criteria Soil Data I Footing Strengths&Dimensions II 1 Retained Height = 5.50 ft Allow Soil Bearing = 3,000.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 Slope Behind Wall = 0.00:1 Heel Active Pressure = 35.0 psf/ft Toe Width = 0.67 ft Toe Active Pressure = 0.0 psf/ft Heel Width = 1.83 Height of Soil over Toe = 8.00 in Passive Pressure = 350.0 psf/ft Total Footing Width = 2.50 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 10.00 in FootingliSoil Friction = 0.400 Wind on Stem = 0.0 psf Soil height to ignore Key Width = 0.00 in for passive pressure = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in ©Btm.= 3.00 in Axial Load Applied to Stem Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 0.0 lbs Desi•n Summa Stem Construction Top Stem OK Total Bearing Load = 2,190 lbs Design height ft_ Stem0.00 ...resultant ecc. = 3.83 in Wall Material Above"Ht" = Concrete Soil Pressure @ Toe = 1,547 psf OK Thickness = 8.00 Soil Pressure @ Heel = 205 psf OK Rebar Size = # 4 Rebar Spacing = 16.00 Allowable = 3,000 psf Rebar Placed at = Center Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,746 psf fb/FB+fa/Fa = 0.679 ACI Factored @ Heel = 231 psf Total Force @ Section lbs= 899.9 Footing Shear @ Toe = 2.4 psi OK Moment....Actual ft-#= 1,649.9 Footing Shear @ Heel = 24.5 psi OK Moment Allowable = 2,430.8 Allowable = 93.1 psi Shear Actual psi= 13.6 Wall Stability Ratios Shear Allowable psi= 93.1 Overturning = 2.38 OK Sliding = 1.81 (Vertical Co Bar Develop ABOVE Ht. in= 12.00 Sliding Calcs (Vertical Component Used) Bar Lap/Hook BELOW Ht. in= 6.00 Lateral Sliding Force = 701.9 lbs Wall Weight = 100.0 less 100%Passive Force= - 393.8 lbs Rebar Depth 'd' in= 5.50 less 100%Friction Force= - 875.9 lbs Masonry Data Added Force Req'd = 0.0 lbs OK fm psi= ....for 1.5:1 Stability = 0.0 lbs OK So psi= Solid Grouting = LThfooting Design Results Special Inspection Modular Ratio'n' = Toe Heel Short Term Factor = Factored Pressure = 1,746 231 psf Equiv.Solid Thick. = Mu':Upward = 362 0 ft-# Masonry Block Type= Normal Weight Mu':Downward = 62 1,531 ft-# Concrete Data Mu: Design = 299 1,531 ft-# fc psi= 3,000.0 Actual 1-Way Shear = 2.35 24.49 psi Fy psi= 40,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Not req'd,Mu<S*Fr Heel Reinforcing = None Spec'd Heel:#4©22.00 in,#5©34.25 in,#6©48.25 in,#7©48.25 in,#8©48.25 in,#9©4 Key Reinforcing = None Spec'd Key: No key defined Title: PLAN 3410 Job#15238 Dsgnr: ARS Date: 4:52PM, 15 OCT 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 age 2 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design 15238_riverterrace_3410.2.ecw:Palculations _(c)1983-2003 ENERCALC Engineering Software Description CANT RET WALL H=6' NO SOG Summary of Overturning&Resisting Forces&Moments I OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-it Heel Active Pressure = 701.9 2.11 1,481.9 Soil Over Heel = 703.8 1.92 1,350.2 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 100.0 1.00 100.3 Load©Stem Above Soil= Soil Over Toe = 49.1 0.34 16.5 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 600.0 1.00 602.0 Total = 701.9 O.T.M. = 1,481.9 Earth©Stem Transitions= Resisting/Overturning Ratio = 2.38 Footing Weight = 312.5 1.25 390.6 Vertical Loads used for Soil Pressure= 2,189.7 lbs Key Weight = Vert.Component = 424.2 2.50 1,060.6 Vertical component of active pressure used for soil pressure Total= 2,189.7 lbs R.M.= 3,520.1 Title: PLAN 3410 Job#15238 Dsgnr: ARS Date: 4:53PM, 15 OCT 15 -- Description:SF RESIDENCE • Scope: STRUCTURAL DESIGN Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design Page 1 (c)1983-2003 ENERCALC Engineering Software 15238_nverterrace_3410.2.ecw:Calwlations Description CANT RET WALL H=10' NO SOG Criteria Soil Data I Footing Strengths&Dimensions M -- Retained Height = 9.50 ft Allow Soil Bearing = 3,000.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 Heel Active Pressure = 35.0 psf/ft Toe Width = 1.33 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 psf/ft Heel Width = 3.50 Height of Soil over Toe = 8.00 in Passive Pressure = 350.0 psf/ft Total Footing Width = 4.83 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 12.00 in FootingiiSoil Friction = 0.400 Wind on Stem = 0.0 psf Soil height to ignore Key Width = 0.00 in for passive pressure = 0.00 in Key Depth 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 0.0 lbs Desi•n Summa Stem Construction Top Stem Stem OK Total Bearing Load = 6,049 lbs Design height ft= 0.00 ...resultant ecc. = 3.92 in Wall Material Above"Ht" = Concrete Soil Pressure @ Toe = 1,761 psf OK Thickness = 8.00 Soil Pressure @ Heel = 744 psf OK Rebar Size # 0 3,000 Rebar Spacing = 8.00 Allowable = psf Rebar Placed at = Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,990 psf 11)/FB+fa/Fa = 0.806 ACI Factored @ Heel = 840 psf Total Force @ Section lbs= 2,684.9 Footing Shear @ Toe = 9.8 psi OK Moment....Actual ft-#= 8,502.3 Footing Shear @ Heel = 65.9 psi OK Moment Allowable = 10,552.0 Allowable = 93.1 psi Shear Actual psi= 40.7 Wall Stability Ratios Overtuming = 2.87 OK Shear Allowable psi= 93.1 Sliding = 1.51 (Vertical Co Bar Develop ABOVE Ht. in= 21.36 Sliding Calcs (Vertical Component Used) Bar Lap/Hook BELOW Ht. in= 7.58 Lateral Sliding Force = 1,929.4 lbs Wall Weight = 100.0 less 100%Passive Force= - 486.1 lbs Rebar Depth 'd' in= 5.50 less 100%Friction Force= - 2,419.6 lbs Masonry Datafm psi= Added Force Req'd = 0.0 lbs OK Fs psi ....for 1.5:1 Stability = 0.0 lbs OK Solid Grouting = FootingDesignResults Special Inspection _ - Modular Ratio'n' = Toe Heel Short Term Factor = Factored Pressure = 1,990 840 psf Equiv.Solid Thick. = Mu':Upward = 1,667 0 ft-# Masonry Block Type= Normal Weight Mu':Downward = 277 12,332 ft-# Concrete Data Mu: Design = 1,390 12,332 ft-# fc psi= 3,000.0 Actual 1-Way Shear = 9.77 65.91 psi Fy psi= 60,000.0 Allow 1-WayShear = 93.11 93.11psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Not req'd,Mu<S*Fr Heel Reinforcing = #5 @ 11.00 in Heel:#4@ 7.25 in,#5@ 11.00 in,#6@ 15.75 in,#7@ 21.25 in,#8©28.00 in,#9@ 35 Key Reinforcing = None Spec'd Key: No key defined II Title: PLAN 3410 Job#15238 Dsgnr: ARS Date: 4:53PM, 15 OCT 15 - Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 User.KW-0602997,Ver 5.8.0,1-Deo-2003 Cantilevered RetainingWall Design Page 2 _(c)1983-2003 ENERCALC Engineering Software 9 15238_riverterrace_3410.2.ecw:Calculations Description CANT RET WALL H=10' NO SOG LSummary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,929.4 3.50 6,752.8 Soil Over Heel = 2,960.8 3.41 10,106.3 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 100.0 1.66 166.3 Load @ Stem Above Soil= Soil Over Toe = 97.5 0.67 64.9 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 1,000.0 1.66 1,663.3 Total = 1,929.4 O.T.M. = 6,752.8 Earth @ Stem Transitions= Resisting/Overturning Ratio = 2.87 Footing Weight = 724.5 2.42 1,749.7 Vertical Loads used for Soil Pressure= 6,048.9 lbs Key Weight = Vert.Component = 1,166.0 4.83 5,632.0 Vertical component of active pressure used for soil pressure Total= 6,048.9 lbs R.M.= 19,382.5 Title: Job# Dsgnr: Date: 3:41 PM, 12 OCT 15 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 User.KW-0602997,Ver 5.8.0,1-Deo-2003 Cantilevered Retaining Wall Design _ _ Page 1 1 (c)1983-2003 ENERCALC Engineering Software 15238 riverterrace 3abd.ecw:BASEMENT WALL NO Description CANT RET WALL H=12' NO SOG Criteria Soil Data 11Footing Strengths&Dimensions I Retained Height = 11.50 ft Allow Soil Bearing = 3,000.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 Heel Active Pressure = 35.0 Toe Width = 1.75 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 Heel Width = 4.50 Height of Soil over Toe = 8.00 in Passive Pressure = 350.0 Total Footing Width = 6.25 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 14.00 in FootingliSoil Friction = 0.400 Wind on Stem = 0.0 psf Soil height to ignore Key Width = 0.00 in for passive pressure = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stemli Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 0.0 lbs Design Summary 0 Stem Construction Top Stem Stem OK Total Bearing Load = 9,068 lbs Design height ft= 0.00 ...resultant ecc. = 3.09 in Wall Material Above"Ht" = Concrete ThSoil Pressure @ Toe = 1,810 psf OK Rebar = 8.00 R Soil Pressure @ Heel = 1,092 psf OK Rebarr SSizize = # 5 Allowable = 3,000 Rebar Spacing = 5.00 psf Rebar Placed at = Edge Soil Pressure Less Than Allowable g ACI Factored @ Toe = 2,059 psf Design Da ACI Factored @ Heel = 1,243 psf fb/FB+fa/aFa = 0.945 / Total Force @ Section lbs= 3,934.4 Footing Shear @ Toe = 11.5 psi OK MomentActual ft-#= 15,082.0 Footing Shear @ Heel = 84.2 psi OK Moment Allowable = 15,964.6 Allowable = 93.1 psi Shear Actual psi= 59.6 Wall Stability Ratios Shear Allowable Overturning = 3.19 OK psi= 93.1 Sliding = 1.50(Vertical Co Bar Develop ABOVE Ht. in= 21.36 Sliding Calcs (Vertical Component Used) Bar Lap/Hook BELOW Ht. in= 8.96 Lateral Sliding Force = 2,807.8 lbs Wall Weight = 100.0 less 100%Passive Force= - 588.2 lbs Rebar Depth 'd' in= 5.50 less 100%Friction Force= - 3,627.3 lbs Masonry Data Added Force Req'd = 0.0 lbs OK fm psi= Fs psi= ....for 1.5:1 Stability = 0.0 lbs OK Solid Grouting = Footing Design Results Special Inspection Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 2,059 1,243 psf Equiv.Solid Thick. = Mu':Upward = 3,037 0 ft-# Masonry Block Type= Mu':Downward = 532 25,870 ft-# Concrete Data Mu: Design = 2,504 25,870 ft-# fc psi= 3,000.0 Actual 1-Way Shear = 11.49 84.23 psi Fy psi= 60,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Heel Reinforcing = #5 @ 11.00 in Heel: Key Reinforcing = None Spec'd Key: Title: Job# Dsgnr: Date: 3:41 PM, 12 OCT 15 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 Page 2 User.KW-0802997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design (c)1983-2003 ENERCALC Engineering Software 15238 rivertemace 3abd.ecw:BASEMENT WALL NO Description CANT RET WALL H=12' NO SOG Summary of Overturning&Resisting Forces&Moments 1 OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 2,807.8 4.22 11,855.1 Soil Over Heel = 4,849.2 4.33 21,013.1 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 100.0 2.08 208.3 Load Stem Above Soil= Soil Over Toe = 128.3 0.88 112.3 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 1,200.0 2.08 2,500.0 Total = 2,807.8 O.T.M. = 11,855.1 Earth @ Stem Transitions= Resisting/Overturning Ratio = 3.19 Footing Weight = 1,093.7 3.13 3,417.9 Vertical Loads used for Soil Pressure= 9,068.2 lbs Key Weight = Vert.Component = 1,696.9 6.25 10,605.8 Vertical component of active pressure used for soil pressure Total= 9,068.2 lbs R.M.= 37,857.4 180 Nickerson St. C T ENGINEERING Suite 302 " 1 N CNgC�. /� �+ �j �1 p Seattle,WA Project: ,�n 1 ITAD +ILL 7 1 �i `ZJ+Yr v • ®O` Date: i�)0/1. 0p • C 98109 (206)285-4512 �� 1 2008 SDPws S-'t7� FAX: Client: .2t�1.2 �(( � Page Number: (206)285-0618 -it y'D *2.x(4P STS -$, ' ��� Tip ;:.. ,. i it r .1 . ,. 'cilQt --- a11)4 . - Q r 3tr5 2 '. �,. s. Z�t. i.�.L ` -7... .,'"'"..--24, 5 X5 lt, . 9 . ..slb Cy t • V = x-065- ;i1q - 8 lz" r -- r 3X mos - (� i ~ l - Zk Vii{-'p /360 fbQto X 4sS ` ! � 4�- _M :. /vt . .. z .2 b3fo T , i� 23Z . �... . ` J C a /6,q& 2 f t g ` ir ! `_ , I �f.. ;:_.....:___._,691- i-3— ,r 3/`L Structural Engineers2?2SOPwS ! ,3.6,r,,41 3 ` j �1 � 2012 IBC SEISMIC OVERVIEW SHEET TITLE: 2012 IBC SEISMIC OVERVIEW CT PROJECT#: CT#15238: Plan 3413.2 Step# 2012 IBC ASCE 7-10 1. RISK CATEGORY TYPE= II Table 1604.5 Table 1.5-1 OCCUPANCY CATEGORY 2. IMPORTANCE FACTOR 'E= 1.00 Section 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo. Engr. S.C. = 0 Section 1613.3.5 Section 11.4.2/Ch.20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec.Spectral Response Ss= 1.10 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec.Spectral Response S1= 0.50 Figure 1613.3.1(2) Figure 22-2 Latitude= Varies N Longitude= Varies W http://earthquake.usqs.qov/research/hazmaps/ http://earthquake.usqs.qov/designmaps/us/application.php 6. Site Coefficient(short period) Fa= 1.06 Figure 1613.3.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.50 Figure 1613.3.3(2) Table 11.4-2 SMS=Fa*Ss SMS= 1.17 EQ 16-37 EQ 11.4-1 SM1=F„ Si SMS= 0.75 EQ 16-38 EQ 11.4-2 SDs=2/3*SMS SDs= 0.78 EQ 16-39 EQ 11.4-3 SD1=2/3*SMI SDS= 0.50 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDC = 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 Q0= 2.5 N/A Table 12.2-1 14. Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 15. Plan Structural Irregularities - No N/A Table 12.3-1 16. Vertical Structural Irregularities - No N/A Table 12.3-2 17. Permitted Procedure Equiv. Lateral Force - Table 12.6-1 Page 1 2012 IBC EQUIV.LAT.FORCE SHEET TITLE: 2012 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 CT PROJECT#: CT#15238:Plan 3413.2 Sin= 0.78 h„ = 29.50(ft) Sp,= 0.50 X = 0.75ASCE 7(Table 12.8-2) R= 6.5 C,= 0.020 ASCE 7(Table 12.8-2) 1E= 1.0 T= 0.253 ASCE 7(EQ 12.8-7) S,= 0.50 k= 1'ASCE 7(Section 12.8.3) TL= 6'ASCE 7(Section 11.4.5:Figure 22-15) Cs=Sips/(R/IE) 0.120 W ASCE 7(EQ 12.8-2) Cs=Sp,/(T*(R/IE)) (for T<TL) 0.304 W ASCE 7(EQ 12.8-3)(MAX.) Cs=(SD,*TO/(T2*(R/IE)) (for T>TL) 0.000 W ASCE 7(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7(EQ 12.8-5)(MIN.) Cs=(0.5 S,)/(R/IE) 0.038 W ASCE 7(EQ 12.8-6)(MIN.if S,>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.120 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-10 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) Cvx = DIAPHR. Story Elevation Height AREA DL w; w; *h,k wx *hxk DESIGN SUM LEVEL Height (ft) h, (ft) (sqft) (ksf) (kips) (kips) Ew, *h,k Vi DESIGN Vi Roof - 29.50 29.50 1450 0.022' 31.9 941.1 0.49 4.43 4.43 2nd 9.00 20.50' 20.50 1682 0.028' 47.096 965.5 0.50 4.54 8.97 1st(base) 11.35 9.15', 9.15 1065 0.028', 29.82 29.8 0.02 0.14 9.11 SUM= 108.8 1936.3 1.00 9.11 E=V= 13.01 (LRFD) 0.7*E= 9.11 (ASD) DIAPHRAGM FORCES PER ASCE 7-10 SECTION 12.10.1.1 (EQ 12.10-1) Design FPx = DIAPHR. F, E F, w, E w; FPx= EF; *w, 0.4*SDS*1E*wp 0.2*SDS*1E*Wp LEVEL (kips) (kips) (kips) (kips) (kips) Ew, Max.FPx FPx Min. Roof 4.43 4.43 31.9 31.9 4.96 4.43 9.92 4.96 2nd 4.54 8.97 47.1 79.0 7.32 5.35 14.64 7.32 1st(base) 0.14 9.11 29.8 108.8 4.64 2.50 9.27 4.64 Page 2 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#15238:Plan 3413.2 NS E-W F-B S-S 2012 IBC ASCE 7-10 Ridge Elevation(ft)= 42.00 42,00ft. Roof Plate Ht.= 29.50 29.50 Roof Mean Ht.= 35.75 35.75 ft. -- - Building Width= 34.0 43,0'ft. V u/t. Wind Speed 3 s*c.Guat= 120 120 mph Figure 1609 Fig. 26.5-1A thru C V asd. Wind Speed 3 Sec.Gust=;; „ 9$ '''f'f. mph (EQ 16-33) Exposure= B B Iw= 1.0 1.0 N/A N/A Roof Type= Gable Gable Ps30 A= 21.6 21.6 psf Figure 28.6-1 lasso B= 14.8 14.8;psf Figure 28.6-1 Ps3oc= 17.2 173;psf Figure 28.6-1 PS30 D= 11,8 11.8'psf Figure 28.6-1 A= 1.00 1,00 Figure 28.6-1 Kai= 1.00 1.00 Section 26.8 windward/lee= 1.00 1.00,(Single Family Home) A*Kn*I : 1 Ps=A*Kzt*I*pass= (Eq.28.6-1) PsA= 21.60 21.60 psf (LRFD) (Eq.28.6-1) Pse= 14.80 14.80 psf (LRFD) (Eq.28.6-1) Psc = 17.20 17.20 psf (LRFD) (Eq.28.6-1) Pso= 11.80 11.80 psf (LRFD) (Eq.28.6-1) PsAend caverage= 19.4 19.4 psf (LRFD) Ps B end D average= 13.3 13.3 psf (LRFD) a= 3.4 3.4 Figure 28.6-1 2a= 6.8 6.8 width-2*2a= 20.4 29.4 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 min, 16 psf min. width factor 2nd-> 1.00,a 0.89 wind(LRFD)wind(LRFD) DIAPHR. Story Elevation Height AA AB Ac AD AA AB Ac AD per 28.4.4 per 28.4.4 WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) Vi(N-S) V(N-S) Vi(E-W) V(E-VV) 42.00 12.5 0 170 0 255 0 151.3 0 327.1 Roof - 29.50 29.50 4.5 61.2 0 91.8 0 61.2 0 117.7 0 9.2 10.5 8.43 8.43 9.45 9.45 2nd 9.00 20.50 20.50 10.2 138.4 0 207.6 0 138.4 0 299.1 0 5.5 7.0 6.56 14.99 8.13 17.58 1st(base) 11.35 9.15 9.15 10.3 139.4 0 209.1 0 139.4 0 301.4 0 5.6 7.1 4.53 19.52 5.62 23.20 Bsmt 9.15 0.00 AF= 1272 AF= 1536 20.4 24.6 V(n-s)= 19.52 V(e-w)= 23.20 kips(LRFD) kips(LRFD)_ kips kips Page 3 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#15238:Plan 3413.2 SEE SEAW RAPID SOLUTION SPREADSHEET AND INSERT VALUES BELOW MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(N-S) Wind(E-W) Min/Part 2(Max.) Min/Method 1(Max.) Wind(N-S)(LRFD) Wind(E-W)(LRFD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(E-W) V(E-IN) Vi(N-S) V(N-S) Vi(E-W) V(E-VV) Roof - 2950 29.50 0.00': 0.00 0.00: 0.00 925 925 10.52 1052 2nd 9.00 2050 2050 0:00 0.00 0.00; 0.00 5.54 14.78 7.00 1752 1st(base) 1135 9.15 9.15 0.00, 0.00 0.00 0.00 558 20.36 7.05 2457 9.15 0.00 V(n-s). 0.00 V(e-w)= 0.00 V(ns)= 20.36 V(e-w)= 24.57 kips kips kips(LRFD) kips(LRFD) DESIGN WIND-Min./Part 2/Part 1 ASD Wind(N-S)(LRFD) Wind(E-W)(LRFD) Wind(N-S)(ASD) Wind(E-W)(ASD) 0.6`W 0.6*W DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Roof 9 20.5 20.5 9.25 9.25 10.52 10.52 5.55 5.55 6.31 6.31 2nd 1135 9.15 9.15 5.54 14.78 7.00 17.52 3.32 8.87 4.20 10.51 1st(base) 0 0 0 5.58 20.36 7.05 24.57 3.35 12.22 4.23 14.74 V(n-s) 20.36 V(e-w)= 24.57 V(n-s)= 8.87 V(e-w)= 10.51 kips(LRFD) kips(RFD)_ _ kgs(ASD) kips(ASD) Part 1 Base Shear Part 2 Base Shear = 0.0 0.0 ratio ratio Page 4 SHEET TITLE: SDPWS SHEARWALL VALUES PER TABLE 4.3A CT PROJECT#: CT#15238: Plan 3413.2 SHEATHING THICKNESS tsheathing = 7/16" NAIL SIZE nail size= 0.131"dia.X 2.5"long STUD SPECIES SPECIES= H-F or SPF SPECIFIC GRAVITY S.G. = 0.43 ANCOR BOLT DIAMETER Anc. Bolt dia. = 0.625 ASD F.O.S. = 2.0 SHEARWALL TYPE Table 4.3A Seismic Table 4.3A Wind 7/16"w/8d common v seismic V s allowable VV wind w allowable (15/32"values per (SDPWS-2008) modify per S.G. (SDPWS-2008) modify per S. G. footnote 2) (divide by 2.0 FOS) (divide by 2.0 FOS) I (for ASD) (for ASD) -- 0 1 0 1 P6TN 150 150 150 150 P6 520 242 730 339 P4 760 353 1065 495 P3 980 456 1370 637 P2 1280 595 1790 832 2P4 1520 707 2130 990 2P3 1960 911 2740 1274 2P2 2560 1190 3580 1665 N.G. 10000 4650 10000 4650 GYPSUM 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 wallowable 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 SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: CT#15238:Plan 3413.2 Diaph.Level: Roof Panel Height 9 ft. Seismic V i= 4.43 kips Design Wind N-S V I= 5.55 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V I= 4.43 kips Sum Wind N-S V i= 5.55 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 eff. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM RoTM Unet Ueum OTM Roan Unet Unum Jeu,n HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. L1 456 20.0 24.0 1.00 0.15 1.73 0.00 1.38 0.00 1.00 1.00 69 P6TN P6TN 87 12.44 17.82 -0.28 -0.28 15.60 21.60 -0.31 -0.31 -0.28 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 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. L2 274 12.0 16.0 1,00 0,00, 1.04 0.00 0.83 0.00 1.00 1.00 69 P6TN P6TN 87 7.48 0.00 0.66 0.66 9.37 0.00 0.83 0.83 0.83 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 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 Ext R1** 730 40.0 40.0 0.95 0.15 2.77 0.00 2.21 0.00 1.00 1.00 58 P6TN P6TN 73 19.92 59.40 -1.00 -1.00 24.97 72.00 -1.20 -1.20 0.66 perf - - 0 0,0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 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 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 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 1460 72.0 70.0=Leff. 5.55 0.00 4.43 0.00 EVH,;,,d 5.55 EVEQ 4.43 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: CT#15238:Plan 3413.2 Diaph.Level: 2nd Panel Height=I 11 ft. Seismic V i= 4.54 kips Design Wind N-S V I= 3.32 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 8.97 kips Sum Wind N-S V i= 8.87 kips Min.Lwall= 3.14 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 eff. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM RoTM Unet Veum OTM RorM Unet Usual Unum HD (sgft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plt) (pif) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. L3 + 841 34.0 40.0 1.00 0.25 1.66 2.77 2.27 2,21 1.00 1.00 132 P6TN P6TN 130 49.33 84.15 -1.04 -1.32 48.78 102.00 -1.60 -1.91 -1.32 0 0.0 0.0 1.00; 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 00 1 00 0,001 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.66 0.00 0.00 0.00 0.83 0.83 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 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 Ext R2 841 37.0 47.0 1.00; 0.25 1.66 2.77 2.27 2.21 1.00 1.00 121 P6TN P6TN 120 49.33 107.60 -1.60 -2.61 48.78 130.43 -2.25 -3.44 -2.61 - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 00 1.00: 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 00 1.00> 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 00 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 00 1.00; 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 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 1682 1682 71.0 71.0=L eff. 3.32 5.55 4.54 4.43 1.00 EVwind 8.87 EVEQ 8.97 Notes: denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: CT#15238:Plan 3413.2 Panel Height= 9.14 ft. Seismic V i= 5.71 kips Design Wind F-B V i= 3.94 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 14.68 kips Sum Wind F-B V I= 12.81 kips Min.Lwall= 2.61 ft. per SDPWS-2008 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. Grid ID T.A. Lwall LDL e%. 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 Usum Usum (sgft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext L4 532.5 'i 23,0 23.0 1.00 0.35 1.97 4.43 2.85 4.48 1.00 1.00 319 P4 P6 278 0.00 83.32 -3.73 -3.73 16.72 61.72 -2.01 -2.01 -2.01 - - 0 0.0 0.0 1.00'; 0.00' 0.00 0.00 0.00 0.00 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 R3 532.5 33.0 33.0 1.008 0.35' 1.97 4.43 2.85 4.48 1.00 1.00 222 P6 P6 194 0.00 171.52 -5.30 -5.30 16.72 127.05 -3.41 -3.41 -3.41 -'+ - 0 0.0 0,0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 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 f 0.0 1.00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 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 I - 0 0.0 0.0 1.00' 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 j - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 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 1065 1065 56.0 56.0=Leff. 3.94 8.87 5.71 8.97 EVn.,nd 12.81 EVEQ 14.68 Notes: denotes a wall with force transfer SHEET TITLE: LATERAL E-W'(side to side•left/right) CT PROJECT#: CT#15238:Plan 3413.2 Diaph.Level: Roof Panel Height= 9 ft. Seismic V i= 4.43 kips Design Wind E-W V I= 6.31 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V I= 4.43 kips Sum Wind E-W V i= 6.31 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W perSDPWS-2008 pl= 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 Logy ere. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type vi OTM RoTM tine Usum OTM RoTM Unet Usum Ueum HD (sqft) (ft) (ft) (klf) (kip) (kir)) (kip) (kip) p (Plf) (pit) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Front BR2* 261 6.8 12.3 1.00 0.15 1.14 0.00 0.80 0.00 1.00 1.00 117 P6TN P6 166 7.17 3.13 0.65 0.65 10.22 3.80 1.04 1.04 1.04 - - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 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 BR1* 326.3 8.7 15.2 1.00 0.15 1.42 0.00 1.00 0.00 1.00 1.00 115 P6TN P6 164 8.96 4.88 0.51 0.51 12.78 5.92 0.86 0.86 0.86 Front loft* 137.8 4.0 6.5 1.00 0.15 0.60 0.00 0.42 0.00 1.00 0.89 118 P6TN P6TN 150 3.79 0.97 0.85 0.85 5.40 1.17 1.27 1.27 1.27 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 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 Rear MSTR 725 180 20.0 1.00 0.15` 3.16 0.00 2.21 0.00 1.00 1.00 123 P6TN P6 175 19.92 13.37 0.38 0.38 28.40 16.20 0.70 0.70 0.70 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 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 - - 0 0.0 0,0' 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 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 1450 1450 37.5 37.5=L eff. 6.31 0.00 4.43 0.00 EVw,,,1 6.31 EVE0 4.43 Notes: denotes with shear transfer '* denotes perferated shear wall ISO denotes iSB Shear Panel SHEET TITLE: LATERAL E-W(side to side-left/right) CT PROJECT#: CT#15238:Plan 3413.2 Diaph.Level: 2nd Panel Height= 11 ft. Seismic V i= 4.54 kips Design Wind E-W V i= 4.20 kips Max.aspect= 3.5'SDPWS Table 4.3.4 Sum Seismic V i= 8.97 kips Sum Wind E-W V 1= 10.51 kips Min.Lwall= 3.14 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 es, C 0 w dl V level V abv. V level V abv. 2w/h vi Type Type vi OTM RoTM U„et Litton, OTM RoTM Unet Usum Usum HD (soft) (ft) (ft) (kif) (kip) (kip) (hIP) (kip) p (Plf) (pit) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Gar ABWP 0 2.0 10.0 1.00 0.25 0.00 0.91 0.00 0.64 1.00 1.00 319 P4 P4 454 7.01 1.24 4.33 4.99 10.00 1.50 6.37 7.41 7.41 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 3.0 14.2 1.00 0.25 0.00 1.14 0.00 0.80 1.00 1.00 266 P4 P4 379 8.77 2.63 2.63 3.14 12.49 3.19 3.99 4.85 4.85 Int pdr 0 3,3 5.0 1.00 0.25 0.00 0.60 0.00 0.42 1.00 0.59 219 P6 P6 184 4.63 1.01 1.40 2.25 6.59 1.22 2.08 3.35 3.35 - - 0 0.0 0.0 1.00 ;0.00` 0.00 0.00 0.00 0.00 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 00 1.00 ';0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 >0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gar Rear 841 15.0 17.0 1.00 '0.15 2.10 0.51 2.27 0.36 1.00 1.00 175 P6 P6 174 28.93 9.47 1.36 1.36 28.72 11.48 1.20 1.20 1.36 Gar Rear 0 0.0 0.0 1.00 10,00 0.00 0.00 0.00 0.00 1.00 0.00 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 Dining 280.3 4.5 8.0 1.00 0,30 0.70 1.05 0.76 0.74 1.00 0.82 406 P3 P4 389 16.44 2.67 3.59 3.97 19.27 3.24 4.18 4.89 4.89 Rear Dining, 280.3 4.4 8.0 1.00 0.30 0.70 1.05 0.76 0.74 1.00 0.80 425 P3 P4 398 16.44 2.61 3.70 3.70 19.27 3.17 4.31 4.31 4.31 Rear LIV* 280.3 5.0 16.6 1.00 0.30 0.70 1.05 0.76 0.74 1.00 0.91 329 P4 P4 350 16.44 6.14 2.38 2.38 19.27 7.45 2.73 2.73 2.73 - 0 0.0 0.0 1.00 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 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 '0,00i 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 "0.0 0.0 1.00 0.00` 0.00 0.00 0.00 0.00 1.00 0.00 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 i 0.00 0.00 0.00 0.00 0.00 1.00 0.00 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 i 0.00 0.00 0.00 0.00 0.00 1.00 0.00 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 1682 1682 37.2 37.2=L eff. 4.20 6.31 4.54 4.43 2,V�„d 10.51 2;VEQ 8.97 Notes: denotes with shear transfer ABWP Alternate Braced Wall Panel-2308.9.3.2 ** denotes perforated shear wall iSB denotes iSB Shear Panel SHEET TITLE: LATERAL E-W(side to side-left/right) CT PROJECT#: 2012 IBC SEISMIC OVERVIEW Diaph.Level: 2nd Panel Height= 9.14 ft. Seismic V I= 4.14 kips Design Wind F-B V I= 6.16 kips Max.aspect= 3.5'SDPWS Table 4.3.4 Sum Seismic V i= 13.11 kips Sum Wind F-B V I= 16.67 kips Min.Lwall= 2.61 ft. per SDPWS-2008 HD 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 off. C 0 w dl V level V abv. V level V abv. 2w/h vi Type Type vi OTM ROTM Unet Us„, OTM RoTM line U,„m Usum (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext B1 511.6 9.3 12.3 1.00 0.35 1.76 3.00 1.18 2.56 1.00 1.00 404 P3 P3 514 13.07 17.85 -0.56 -0.56 16.63 13.22 0.40 0.40 0.40 Ext B2 385.9 6,8 18.8 1.00 0.35' 1.32 2.26 0.89 1.93 1.00 1.00 416 P3 P3 529 9.86 20.01 -1.66 -1.66 12.55 14.83 -0.37 -0.37 -0.37. - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 GAR2 897.5 34.0 34.0 1.00 0.35 3.08 5.26 2.07 4.48 1.00 1.00 CONCRETE 22.94 ##### -4.77 -4.77 29.18 ##### -3.17 -3.17 3.47. - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 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 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 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 - - 0 0.0 0.0 1.00 0,00` 0.00 0.00 0.00 0.00 1.00 0.00 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 1795 1795 50.0 43.3=L eff. 6.16 10.51 4.14 8.97 EV„,;,,d 16.67 EVEQ 13.11 JOB#: CT#;15238:Plan 3413.2 SHEARWALL WITH FORCE TRANSFER ID: Front Upper BR2' Roof Level w dl= 150 plf V eq 810,0 pounds V1 eq= 405.0 pounds V3 eq= 405.0 pounds V w= 1340.0', pounds V1 w= 670.0 pounds V3 w= 670.0 pounds v hdr eq= 65.6 pB •H head= A v hdr w= 108.6 plf 1.083v Fdrag1 eq= 181 F2 eq= 181 • Fdragl w= .9 F2 -299 H pier= v1 eq= 118.4 plf v3 eq= 118.4 plf P6TN E.Q. 4.0 v1 w= 195.9 plf v3 w= 195.9 plf P6 WIND feet H total= 2w/h= 1 2w/h= 1 9.083 • Fdrag3 eq= : F4 e•- 181 feet • Fdrag3 w=299 F4 w=299 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 65.6 p/f P6TN q.0 EQ Wind v sill w= 108.6 plf P6TN feet OTM 7357 12171 R OTM 5610 6852 • UPLIFT 150 456 Up above 0 0 UP sum 150 456 H/L Ratios: L1= 3.4 L2= 5.5' L3= 3.4 Htotal/L= 0.74 4 ►4 I. Hpier/L1= 1.17 .4 ► Hpier/L3= 1.17 L total= 12.3 feet ` JOB#: CT#15238:Plan 3413.2 SHEARWALL WITH FORCE TRANSFER ID: Front Upper BR1* Roof Level w dl= 150 plf V eq 1010.0 pounds V1 eq= 505.0 pounds V3 eq= 505.0 pounds V w= 1370.0 pounds V1 w= 685.0 pounds V3 w= 685.0 pounds --► ► v hdr eq= 66.6 plf i •H head= A v hdr w= 90.4 p/f 1.083 ;'v Fdragl eq= 217 F2 eq= 217 Fdragl w= '4 F2 -294 H pier= v1 eq= 116.6 p/f v3 eq= 116.6 plf P6TN E.Q. 5.0 v1 w= 158.2 plf v3 w= 158.2 plf P6 WIND feet H total= 2w/h= 1 2w/h= 1 9.083 Fdrag3 eq= F4 e.- 217 feet • Fdrag3 w=294 F4 w=294 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 66.6 plf P6TN 3.0 EQ Wind v sill w= 90.4 plf P6TN feet OTM 9174 12444 R OTM 8466 10342 UPLIFT 49 145 Up above 0 0 UP sum 49 145 H/L Ratios: L1= 4.3 L2= 6.5 L3= ' 4.3 Htotal/L= 0.60 ► 4 0 Hpier/L1= 1.1541 _ Hpier/L3= 1.15 L total= 15.2 feet ` JOB#: CT#:15238:Plan 3413.2 SHEARWALL WITH FORCE TRANSFER ID:Front Upper Loft' Roof Level w dl= 150 plf V eq 340.0 pounds V1 eq= 170.0 pounds V3 eq= 170.0 pounds V w= 560.0 pounds V1 w= 280.0 pounds V3 w= 280.0 pounds > v hdr eq= 52.3 p/f •H head= A v hdr w= 86.2 plf 1.083 ''y Fdragl eq= 65 F2 eq= 65 Fdragl w= !8 F2 -108 H pier= vi eq= 85.0 plf v3 eq= 85.0 plf P6TN E.Q. 4.0 v1 w= 140.0 plf v3 w= 140.0 plf P6TN WIND feet H total= 2w/h= 1 2w/h= 1 9.083 Fdrag3 eq= •- F4 e.- 65 feet • Fdrag3 w=108 F4 w=108 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D vs/11w= 52.3 plf P6TN 4.0- EQ Wind v sill w= 86.2 p/f P6TN feet OTM 3088 5086 R OTM 1556 1901 w • UPLIFT 263 546 Up above 0 0 UP sum 263 546 H/L Ratios: L1= 2.0 L2= 2.5 L3= 2.0 Htotal/L= 1.40 ii ► 4 ►4 Hpier/L1= 2.00 Hpier/L3= 2.00 L total= 6.5 feet ` JOB#: CT#15238:Plan 3413.2 SHEARWALL WITH FORCE TRANSFER ID: Rear Upper MBR' Roof Level w dl= 150 plf V eq 1790.0 pounds V1 eq= 1481.4 pounds V3 eq= 308.6 pounds V w= 2970.0', pounds V1 w= 2457.9 pounds V3 w= 512.1 pounds ____10. v hdr eq= 64.5 plf •H head= A v hdr w= 107.0 plf 1.083 y Fdragl eq= 320 F2 eq= 67 Fdrag1 w= '•'1 F2 -111 H pier= v1 eq= 82.3 plf v3 eq= 82.3 plf P6TN E.Q. 4.0 vl w= 136.6 plf v3 w= 136.6 plf P6TN WIND feet Htotal= 2w/h= 1 2w/h= 1 9.083 • Fdrag3 eq= • F4 e•- 67 feet A Fdrag3 w=531 F4 w=111 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 64.5 plf P6TN 4.0 EQ Wind v sill w= 107.0 Of P6TN feet OTM 16259 26977 R OTM 28368 34653 • UPLIFT -447 -283 Up above 0 0 UP sum -447 -283 H/L Ratios: L1= ' 18.0 L2= 60 L3= 3.8 Htotal/L= 0.33 Hpier/L1= 0.22 Hpier/L3= 1.07 L total= 27.8 feet ` JOB#: CT#15238:Plan 3413.2 SHEAR WALL'WITH FORCE TRANSFER ID: Rear Lower LIV* Roof Level w dl= 150 plf V eq 850.0 pounds V1 eq= 425.0 pounds V3 eq= 425.0 pounds V w= 1360.0, pounds V1 w= 680.0 pounds V3 w= 680.0 pounds ► v hdr eq= 50.0 p/f -► A H head= A v hdr w= 80.0 p/f 2.083 ',v Fdragl eq= 300 F2 eq= 300 Fdragl w= ,,0 F2 -480 H pier= v1 eq= 170.0 p/f v3 eq= 170.0 plf P6 E.Q. 5,0 v1 w= 272.0 p/f v3 w= 272.0 plf P6 WIND feet H total= 2w/h= 1 2w/h= 1 10.083 Fdrag3 eq= t' F4 e.- 300 feet • Fdrag3 w=480 F4 w=480 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 50.0 plf P6TN 3.0 EQ Wind v sill w= 80.0 plf P6TN feet OTM 8571 13713 R OTM 10646 13005 v • UPLIFT -127 43 Up above 0 0 UP sum -127 43 H/L Ratios: L1= 2.5 L2= 12.0 L3= 2.5 Htotal/L= 0.59 Hpier/L1= 2.00 Hpier/L3= 2.00 L total= 17.0 feet ` JOB#: CT#15238:Plan 3413.2 SHEARWALL WITH FORCE TRANSFER ID: Rear Lower KIT* Roof Level w dl= 150 p/f V eq 820,01 pounds V1 eq= 474.7 pounds V3 eq= 345.3 pounds V w= 1320.0, pounds V1 w= 764.2 pounds V3 w= 555.8 pounds --_•. 0. v hdr eq= 56.6 p/f ► •H head= A v hdr w= 91.0 pif 2.083 A Fdragl eq= 164 F2 eq= 119 Fdragl w= F2 - 192 H pier= v1 eq= 86.3 p/f v3 eq= 86.3 plf P6TN E.Q. 5.0 v1 w= 138.9 plf v3 w= 138.9 plf P6TN WIND feet H total= 2w/h= 1 2w/h= 1 10.083 Fdrag3 eq= s, F4 e•- 119 feet • Fdrag3 w=264 F4 w= 192 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 56.6 p/f P6TN 3.0 EQ Wind v sill w= 91.0 p/f P6TN feet OTM 8268 13310 R OTM 7745 9461 UPLIFT 38 278 Up above 0 0 UP sum 38 278 H/L Ratios: L1= 5.5 L2= 5.0 L3= 4.0 Htotal/L= 0.70 Hpier/L1= 0.91 Hpier/L3= 1.25 L total= 14.5 feet `